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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 CERTIFIES that the building ALTERATION Location of Property: 5145 MAIN RD EAST MARION (HOUSE NO. ) (STREET) (HAMLET) County Tax Map No. 473889 Section 35 Block 2 Lot 14 Subdivision Filed Map No. Lot No. conforms substantially to the Application for Building Permit heretofore filed in this office dated OCTOBER 17, 2008 pursuant to which Building Permit 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 COUNTY DEPARTMENT OF HEALTH APPROVAL N/A ELECTRICAL CERTIFICATE NO. 10909 08/17/09 PLUMBERS CERTIFICATION DATED N/A //'uth rizeY Signature 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 is hereby granted to: JOHN & ORS GIANNARIS LL-C PO' BOX 506 EAST MARION,NY 11939 for ENCLOSE EXISTING ROOF OVER PATIO PER APPROVED PLANS AND ZBA & PLANNING BOARD AS APPLIED FOR. MAINTAIN EXISTING SEATING. at premises located at 5145 MAIN RD EAST MARION County Tax Map No. 473889 Section 035 Block 0002 Lot No. 014 pursuant to application dated OCTOBER 17, 2008 and approved by the Building Inspector to expire on DECEMBER 29, 2010 . Fee $ 390 . 00 Authorized Signature ORIGINAL Rev. 5/8/02 � Form No.6 � TOWN OF SOUTHOLD D U BUILDING DEPARTMENT TOWN HALL 6 2010 . 765-1801 OCT APPLICATION FOR CERTIFICATE OF OCCUPAN Y �. =BLODG.DEPT..N S EPT.. D This application must be filled in by typewriter or ink and submitted to the Building Department with the following: A. For new building or new use: 1. Final survey of property with accurate location of all buildings,property lines,streets,and unusual natural or topographic features. .2. Final Approval from Health Dept. of water supply and sewerage-disposal(S-9 form). 3. Approval of electrical installation from Board of Fire Underwriters. 4. Sworn statement from plumber certifying that the solder used in system contains less than 2/10 of 1%lead. '5. Commercial building, industrial building,multiple residences and similar buildings and installations,a certificate' of Code Compliance from architect or engineer responsible for the building. '6. Submit Planning Board Approval of completed site plan requirements. B. For existing.buildings(prior to April 9, 1957)non-conforming uses,or buildings and"pre-existing"land uses: 1. Accurate survey'of property.showing all property lines, streets,building and unusual natural or topographic features. 2. A properly completed application and consent to inspect signed by the applicant.If a Certificate of Occupancy is denied, the Building Inspector shall state the reasons therefor in writing to the applicant.' C. Fees 1. Certificate of Occupancy-New dwelling$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= $100.60 3. Copy of Certificate of Occupancy-$.25 4. Updated Certificate of Occupancy- $50.00 5. Temporary Certificate.of.Occuparicy-Residential$15.00, Commercial$15.00 Date. jA 611,19 -New Construction: Old or Pre-existing Building: v (check one) Location of Property: 61 S k1 A►N. AAA' t'l I s House No. Street Hamlet Owner or Owners of Property:.. Sic Vl W (A i\iA4a t S LAN ��► 1 Lt 1 Suffolk County Tax Map No 1000, Section Block Z Lot— Subdivision Filed Map. Lot: Perinit No. Date of Permit. Applicant:: 6n1W'JNU( Health Dept. Approval: I` I A r;.j 1,V1 ��te Underwriters Approval: . j ie&" W. j ojoS Planning Board Approval: Request for: Temporary Certificate Final Certificate: (check one)— Fee Submitted: $ �o -S il, q L I Applicant Signature 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: G&S Electrical Contractor Certificate No.: 10909 Rough In Inspection Date: August 17 ,2009 Final Inspection Date: August 17 ,2009 Application No.: 10909 Building Permit No.: 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, Main Road, East Marion, NY 11939 Owner's Address (if different): Residential Indoor 'Basement Service Shed - Commercial i Outdoor First Floor ?Pool Hottub New 'Renovation 'Second Floor !Attic Garage Addition l_ Survey Other: INVENTORY Single Phase Heat Duplex Recpt Ceiling Fixture HID Fixtures Three Phase Hot Water GFCI Recpt Wall Fixture Smoke Main Panel AC Cond Single Recpt Recessed Fixture Co Detect Sub Panel AC Blower Range Recpt Flourescent Pumps Transformer Appliances Dryer Recpt Emergency Time Clock Disconnect Switches Twist Lock Exit Fixtures TVSS GFCI Breaker Heat Pump Electric Heat Pool Luminaire Exhaust Fan Other Equipment installed 2-emergency/exit combo lights 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 License No.: 578E&31568-ME Inspected By: Gene Surdi Date Of Certificate: Sep 01 , 2009 Signature: .•.rf_j��/-CJ��"L `�-�f _ OF SO(/ TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] IN LOTION [ ] FRAMING / STRAPPING [ FINAL [ ] FIREPLACE A CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION REMARKS: r r, DATE �© INSPECTOR ,-' FIELD INSPECTION REPORT DATE COMMENTS 1 n FOUNDATION(IST) -- --- ------- - .----------------- FOUNDATION(2ND) t� 1 z 0 C� ROUGH FRAMING& ' H PLUMBING INSULATION PER N.Y. y STATE ENERGY CODE KIM 1. FINAL ADDITIONAL COMMENTS - -o� /2-6 ASP E- C-1-70,0 Ex_.ri-5 3) t--LG Ft--rS s occ-u PANG `75 c2_ i z c) z° x z� � d TOWN OF SOUTHOLD BUILDING PERMIT APPLICATION CHECKLIST BUILDTNG DEPARTMENT Do you have or need the following,before applying? TOWN HALL Board of Health SOUTHOLD,NY 11971 4 sets of Building Plans TEL: (631) 765-1802 Planning Board approval FAX: (631) 765-9502 q Survey SoutholdTown.NorthFork.net PERMIT NO. L` g I 1 Check Septic Form N.Y.S.D.E.C. Trustees Q Flood Permit Examined 12002 Storm-Water Assessment Form Contact: Approved ,20 09 Mail to: Disapproved a/c Expiration 20 0 0 r 2008 Building Inspector KDG.DEPT. APPLICATION FOR BUILDING PERMIT TOWN 0F S !'THof� Date , 20 Og 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 waterways. c. The work covered by this application may not be commenced before issuance of Building Permit. d.Upon approval of this application,the Building Inspector will issue a Building Permit to the applicant. Such a permit shall be kept on the premises available for inspection throughout the work. e.No building shall be occupied or used in whole or in part for any purpose what so ever until the Building Inspector issues a Certificate of Occupancy. f. Every building permit shall expire if the work authorized has not commenced within 12 months after the date of issuance or has not been completed within 18 months from such date. If no zoning amendments or other regulations affecting the property have been enacted in the interim,the Building Inspector may authorize, in writing,the extension of the permit for an addition six months.Thereafter, a new permit shall be required. APPLICATION IS HEREBY MADE to the Building Department for the issuance of a Building Permit pursuant to the Building Zone Ordinance of the Town of Southold, Suffolk County,New York, and other_a licable Laws, Ordinances or Regulations, for the construction of buildings, additions, or alterations or for removal or e liti a herein described.The applicant agrees to comply with all applicable laws, ordinances,building code,housi c e, d gulations, and to admit authorized inspectors on premises and in building for necessary inspections. (Sig e o Tt-oY name,—if a corporation) Sri r ST, CJ CH_3 C-v 14, (Mailing address of applicant) State whether applicant is owner, lessee, agent, architect, engineer, general contractor, electrician,plumber or builder A b�T Name of owner of premises IN �16r-J,,,AAIS (As on the tax roll or latest deed) If-applicant is a corporation, signature of duly authorized officer :3 GT—A-1 l/N 4e,( S ple�ID��u? (Name and title of corporate officer) Builders License No. Plumbers License No. Electricians License No. Other Trade's License No. 1. Location of land on which proposed work will be done: SW5 M44N House Number Street Hamlet County Tax Map No. 1000 Section �3 5 Block 2- Lot 14 Subdivision Filed Map No. Lot 2. State existing use and occupancy of premises and intended use and occupancy of proposed construction: a. Existing use and occupancy (2Q;S'1A-x)>( fl,-�-1 b. Intended use and occupancy m', 3. Nature of work(check which applicable): New Building Addition Alteration_ Repair Removal Demolition Other Work (Description) 4. Estimated Cost 4 � l fl z�o Fee (To be paid on filing this application) 5. If dwelling, number of dwelling units Number of dwelling units on each floor If garage, number of cars 6. If business, commercial or mixed occupancy, specify nature and extent of each type of use. 50 �� r 7. Dimensions f i, ting structures, if any: Front 15 Rear -7 Depth Height I'2`� g- Number of Stories 1 Dimensions of'� me.structure with alterations or additions: Front y� Rear V Depth `� Height l 2 Number of Stories 1 8. Dimensions of entire new construction: Front SA A f✓ Rear Depth Height Number of Stories i 9. Size of lot: Front Rear ZA - Yq Depth 2�i• �. 10. Date of Purchase Name of Former Owner 11. Zone or use district in which premises are situated Iti Ll� 12. Does proposed construction violate any zoning law, ordinance or regulation? YES NO_>5� 13. Will lot be re-graded? YES NO >10 Will excess fill be removed from premises? YES NO_,kl 3-,0 MAeLV- CSC (f• H A-z(-,- _ 14. Names of Owner of premises Ux A-P.'A4-'S Address 5t9EkM22S Phone No. 63 I y77-�► Name of Architect Address Phone No Name of Contractor Address Phone No. 15 a. Is this property within 100 feet of a tidal wetland or a freshwater wetland? *YES/Kj_NO * 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 * IF YES, D.E.C. PERMITS MAY BE REQUIRED. 16. Provide survey, to scale, with accurate foundation plan and distances to property lines. 17. If elevation at any point on property is at 10 feet or below, must provide topographical data on survey. 18. Are there any covenants and restrictions with respect to this property? * YES NO IF YES, PROVIDE A COPY. STATE OF NEW YORK) SS: COUNTY OF ) �q�1�yi(-► Q is being duly sworn, deposes and says that(s)he is the applicant (Name of individual signing contract) above named, (S)He is the ,A t!j�lJ r (Contractor,Agent, Corporate Officer, etc.) of said owner or owners,and is duly authorized to perform or have performed the said work and to make and file this application; that all statements contained in this application are true to the best of his knowledge and belief; and that the work will be performed in the manner set forth in the application filed therewith. Sworn to before me this day of - THERESA E.ED . ' RDS w� '10tary Public,State' f eWY Notary Public Qualified in, u o� Signature of Applicant No,01 ED50103 My Comrni.:,sipn Expir s 3-29-2011 v APPEALS BOARD MEMBERS ��OF SO(/Ty0 Southold Town Hall Ruth D. Oliva,Chairwoman 53095 Main Road• P.O.Box 1179 Gerard P.Goehringer 411 #t Southold,NY 11971-0959 Vincent Orlando v, Office Location: James Dinizio,Jr. � • �O Town Annex/First Floor,North Fork Bank Michael A. Simon �'�COUrlm N 54375 Main Road(at Youngs Avenue) ' Southold,NY 11971 http://southoldtown.northfork.net RECEI"D BOARD OF APPEALS lo:y S f n TOWN OF SOUTHOLD MAY 2 5 Tel.(631)765-1809•Fax(631)765-9064 FINDINGS, DELIBERATIONS AND DETERMINATION SO -hold a�Cl 1 C MEETING OF MAY 12, 2005 ZBA Ref. 5699-JOHN GIANNARIS and GEORGE GIANNARIS Property Location: Hellenic Restaurant, 5145 Main Road, East Marion CTM 35-2-14. Zone District: Limited Business. SEQRA DETERMINATION: The Zoning Board of Appeals has visited the property under consideration in this application and determines that this review falls under the Type 11 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 Giannaris 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 variance 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 duly 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 does 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 addressed in this action. Vote of the Board: .Ayes: Members Oliva (Chairwoman), Orlando, Dinizio, and Simon. (Member Goehringer was absent.) This Resol was duly optVVIZA,;,_4 O y Ruth D. Oliva, Chairwoman 5/20/05 Approved for Filing k009-06-8 09:44 RMT Inc./Hellenic/Ge 6317713142» P 112 ��rj2xjrx', t,. MAILING ADDRESS: PLANNING BOARD MEMBERS a f ,\& SQ(l 40 F} Sou h 1d,oNY 11971 MART 1N H. 3IUOR �- A0 l� . Chair OFFICE LOCATION: WILLIAM J.CREMERS rra Town Hall.Annex KENNETH L.EDWARDS � � pA-. 54375 State Route 25 GEORG E D.SOLOMON � 0� i} (cur.MEiin 1W. &Youngs Ave.), JOSEPH L.TOWNSENU `rtr CQU n� {�", i Southold, NY Telephone: 631 765-1938 Fax: 631 765-3136 PLANNING BOARD OFFICE TOWN OF SOUTHOLD 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.. Giannaris: 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 js 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 V09-06-26 09:44 RMT Inc./Hellenic/Ge 6311713142» P 2/2 Hellenic Restaurant No Two June 23 2009 RESOLVED, that the Southold Town Planning Board grants a 9 month'extension retro-active from March 12, 2009 to December 12, 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 r MAILING ADDRESS: PLANNING BOARD MEMBERS riF SU(/r P.O. Box 1179 MARTIN H.SIDOR ���` y�1 Southold,NY 11971 Chair OFFICE LOCATION: WILLIAM J.CREMERS Town Hall Annex KENNETH L.EDWARDS G Q 54375 State Route 25 JOSEPH L.TOWNSEND Ql (cor. Main Rd. &Youngs Ave.) DONALD J.WILCENSKI yCOUNTY, Southold, NY Telephone: 631 765-1938 Fax: 631 765-3136 PLANNING BOARD OFFICE August 10, 2010 TOWN OF SOUTHOLD 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, Planniner Director Building Department Hellenic Snack Bar&Restaurant 5145 Main Rd. E.Marion,NY 11939-0506 (631)477-0138 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 of the 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, d (p GY1671�`- George Giannaris Manager. VV U (631)477-0138 (Work) �� CL (631) 806-5750 (cell) `(r�v✓J Toth, Vicki From: W inser, 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 parts 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(cDtown.southold.ny.us l SO�lyo Town Hall Annex ~O l0 Telephone(63 l)765-1802 54375 Main Road Fax(631)765-9502 P.O.Box 1179 G Southold,New York 11971-0959 4UNT`I,� BUILDING DEPARTMENT TOWN OF SOUTHOLD OFFICE OF THE BUILDING INSPECTOR. TOWN OF SOUTHOLD To: George Giannaris 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 pF SO(/l�Qlo Town Hall Annex Telephone(631)765-1802 54375 Main Road CA Fax(631)765-9502 P.O.Box 1179 G • OQ Southold,NY 11971-0959 �Q �ycoUrm,��' BUILDING DEPARTMENT TOWN OF SOUTHOLD 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. lr�-"—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 PlanningBoard approval. Final Fire Inspection from Fire Marshal. Final Inspection from the Building Dept. Final Landmark Preservation approval. Building Permit: 34819-Z alteration Sec. Table 2-22 Ty, A Stress Type of Member or Component ....owable Stress C" 3.4. Allowable Stresses for BUILDING and Similar Type Structures TENSION,axial Any tension member 1 9.5 F 5 6063-T5 Rectangular tubes,structural shapes bent around strong axis 0-T 2 9.5 65 Extrusions TENSION IN BEAMS, (Thickness up thru 0.500 in.) '' _ extreme fiber, Round or oval tubes !10_ 3 11.5 k $0 V net section WHITE BARS Shapes bent about weak axis, I _ f-i 4 12.5 g 5 apply to nonwelded members and to welded bars,plates members at locations farther than 1.0 in.from a weld. SHAUEb BAW5i apply within 1.0 in.of a weld. On rivets and bolts 2.' 17 Equations that straddle the shaded and unshaded areas apply to both. BEARING On flat surfaces and pins and on bolts in slotted 'For tubes with circumferential welds,equations of Sections 3.4.10, holes 6 IS ii 5 F 3.4.12,and 3.4.16.1 apply for Rr,/t<_ 20, � F Allowable Allowable Stress Sec. Type of Stress Type of Member or Component Stress Slenderness Slenderness Slenderness Allowable Stress 3.4. Slenderness s S, Limit S, Between S,and S, Limit SZ Slenderness Z S2 COMPRESSION IN COLUMNS, 7 kUr 0 8.9 0.037(kUr) Wr=99 51.0001(kUr)' axial, gross All columns section 6 5' kCr 65 B 9 !l 037(ktJr) kf.1r 99 51 0U0!(kUr)' Flat plates supported along one 9.5 b%r=2.3 10-0.22(10) b/r=16 101/(b/t) edge columns buckling about a 8 r symmetry axis Flat plates supported along one 9.5 b/t 2.3 10 0.22(b1t) b/i 18 1970/(17/r)' edge-columns not buckling about -L-+� $,1 „ a symmetry axis 6 5 bJt iti «: 10 b 22(b/r)' blt 18 19701(b1t)z COMPRESSION Flat plates with both 9 '9.5 h/r 7.0 10.0 0.071 (h!r) b/t 50 320WO) IN edges supported -i b i *�5h b/t 49 3201(bil COMPONENTS �zs..t <. OF COLUMNS Flat plates with one edge gross supported and other edge with 9,1 See Section 3.4.9.1 section stiffener C_ Flat plates with both � "I m N edges supported and with I I 9.2 See Section 3.4.9.2 an intermediate stiffener N O o Curved plates supported R, R, R� 9 5 RF/r 12 9 8 0 27 Rn/t R,It270 3200 on both edges,walls of 10* round or oval tubes 6 5 R /t i0 7 0 22 R It (R /r)(1 R h/35)Z y RF/t Si0 n n ' J Allowable. Allowable Stress Slenderness Allowable Stress Sec. Slenderness � Type of Stress Type of Member or Component Stress Slenderness W 3.4. lenderness•s S,• Limit S� Between S,and S, Limit Sz Slenderness z S, rQ 9 5 L r 28 10 5 0 036E r o Single web beams bent about _T _[ _ ✓ ,/ L,/r 119 87,000 o strong axis 1 L 11 L(Jry )1 a 10 5, 0 036L1Jr� L�f� 119 (LFI r.Y)z �> COMPRESSION Rb R„ R„ 11.5 R,lr 43 17.5-0.92 Rhlr R,/t 140 Round or oval tubes 12* 3 Same as IN BEAMS, 8 2 RyJt 62 12 8 0�1 �R-i-t-i r 5 V,. Section 3.4.10 extreme fiber '- `� • E�� '• >' b•> � �; .. R 206 gross Solid rectangular and 12.5 d/i F,/d 18 17.2 0.26d/t L,Id d/t„Lt,/d 45 11.400 section round section beams —I E[d• 13 3 dtt L�ld 33 17 2 1)26d/t L Id rill C /d 45 (dlt)'-(Lhld) Rectangular tubes and 14 9.5 I / 5 204 10 5 0 070 L�S �.5 h J Lr,S,/.5 / I =3830 24.000 _4._Q n_ nS , I 1 box sections 1 ,iu, iul5 t is�r q LvJ 3270, 10S 007U L S S L S l5 1 J 3830 I (L S./•5 ) h e , Flat plates supported on b1 t-—1 rb. 9.5 lilt 8.5 11.8 0.27 lilt lilt 16 ]20/(!y/r) one edge I ,v 15 ,5 xZ A R, b$ bIt 18 1201(btt) COMPRESSION Flat plates with both fib~—/1-b-~ - 9.5 b/t 28 11.8-0.083 htt lilt 50 380/(b/t) 16 IN edges supported T �/ blt Sg 380J(bR) t z � 6 5 COMPONENTS :.t ,1rat,:.<U, :•? s ,• z., n OF BEAMS, Curved plates supported Y h p pported Rb 11 5 Rh/t O 1 11 6 0 32 R /t R Ir 270 3800 (component on both edges 16.1* ,s $L RJt {L3 l9 t)i9 Rylt R!t 510 (Rnlr)(1 R�/r/35)z under uniformf�.,,.<: ., ., ,� <• Ff ,F Q>,. „_ R s x.„ compression), Flat plates with one edge gross section supported and the other 16.2 See Section 3.4.16.2 edge with stiffener Fiat plates with both edges supported and with 16.3 See Section 3.4.16.3 an Intermediate stiffener COMPRESSION Flat plates with —L 12 5 h/t 12 17.2 0.39 bh b/t 29 4.9001(b/t)Z IN compression edge free, - b 17 COMPONENTS tension edge supported 8 5 rlt ?2v 17 2 0 39 blt b/r 29 4 900/(btt)' OF BEAMS, Flat plate with both edges Ih 1s12 5 lilt 64 17 2 0 074 I✓r lilt 115 990/(h/() (component supported h116 9901(h/t) under bending in : �x x. ,,e .. ' Flat plate with horizontal lo.aa, own plane) TId 12.5 lilt 147 17.2 0.032 h/t lilt 270 2300/(/r/t) stiffener,both edges I - 19 gross section L supported 5 f + A 8 5 lilt 270 23001(Ir/i) _< SHEAR Unstiffened r---�Ih 20 5.5 hIr 44 6.7 0.027 10 h1r 99 39.000/(I/r)2 7- IN WEBS, flat webs z< 3 9 lilt 100 39,000/(h/t)2 gross Stiffened flat webs ,a, A 5.5 5.5 a,It=99 53,0001(a,/t)z section 1_�ZIP' 21 ae=a,/ 1 -0.7(a�/a2)2 g 3 9 a !t 117 53 000/(a h)Z- ,A, a§, -w454s•f . Table 2-23 Ty, �f Stress Type of Member or Component sec miiowable Stress 0 3 4 Allowable Stresses for BUILDING and Similar Type Structures TENSION,axial Any tension member 1 15 6063-T6 Rectangular tubes,structural T 1 TENSION IN shapes bent around strong axis o-1 � 2 15 65 Extrusions, Pipe BEAMS, extreme fiber, Round or oval tubes (�O_ 3 1g y g p net section V WHITE BARS Shapes bent about weak axis, apply to nonwelded members and to welded bars,plates 4 2U• members at locations farther than 1.0 in.from a weld. :'SHADED$ARS; apply within 1.0 in.of a weld. On rivets and bolts ) 31 17 3 Equations that straddle the shaded and unshaded areas apply to both. BEARING On flat surfaces and pins and on bolts in slotted *For tubes with circumferential welds,equations of Sections 3.4.10, holes 6 21 it 5 3.4.12,and 3.4.16.1 apply for R,/t<_ 20. Allowable j Allowable Stress Sec. Slenderness Slenderness Allowable Stress Type of Stress Type of Member or Component 3.4 Stress Limit S Slenderness Limit S Slenderness i S Slenderness s S, , Between S,and S, x z COMPRESSION IN COLUMNS, 7 kl/r 0 14.2 0.074(W) Wr 78 51 0001(kUr)' axial,gross All columns section SF ' ' f 6 W 89 1,0 kl/r)=` �,., .i 5 �( Flat plates supported along one 15 17/1=2.4 16.1 -0.46(b/t) bIr=12 1291(10) edge-columns buckling about a -I- -�-- $ k symmetry axis 6 6 5 b/t 20 1291(61t) Flat plates supported along one 15 b/r 2.4 16.1 -0.46(b/r) lilt 15 1970/(1)/1)2 edge-columns not buckling abou7. t -�-- u $.1 65 a symmetry axis 6 5 b/t 17 19701(b/t)' COMPRESSION Flat plates with both 9 15 b/r 7.6 16.1 0 144(b/r) h/r 39 4101(17/r) IN edges supported b G- 6 5 y 6 5 b/t 63 4101(bh) COMPONENTS OF COLUMNS Flat plates with one edge gross supported and other edge with 9.1 . See Section 3.4.9.1 section stiffener Flat plates with both m sy edges supported and withF N-7 I I 9,2 See Section 3.4.9.2 an intermediate stiffener N O o Curved plates supported R, Rb R 15 Rhl1 1.4 15.6 0.50 R,lr R,,/r 188 3200 on both edges,walls of 10* (R round or oval tubes � � 6 5 r Rb/t lU ; 7 2 D 22 Ilblt R/r 510 h n 1 W Allowable Allowable Stress Sec. Slenderness Slenderness Allowable Stress Type of Stress Type of Member or Component Stress Slenderness 3.4. Limit S, Between S end S. Limit S2 Slenderness Z S2 IN Slenderness s S, , 2 N C 15 L + lr 23 16.7 0 073L!r Lr/r, 94 87,000 O Single web beams bent about r h o — �-L o strong axis C S 5 L�r ltfi lL+,/r,)z 18 R t 33 27 7 1 70 VR,lt R r 102 COMPRESSION R°� �(R�(Rh * ✓ V ^ Same as IN BEAMS, Round or oval tubes -�}t"tttJ� 1 2 sK Section 3.4.10 MUM 62 h 12 8 0 61 rill 206 extreme fiber .•., t :s a•.ar gross Solid rectangular and r�~ 20 d/r Lh/d 15 27.9 0 Sid/r L,,/d d/t Lr,ld 35 11.400 section round section beams —I— d 13L 37 1/t)2(Lhld Rectangular tubes and O- 14 15 LtiS,/5 1 I 145 16.7 0.141 t GFS,/ 5 I / Lt,S,1 5 I+1 2390 24.000 L box sections " L 5 I,J e65 65 L S /5 I J 3690 ( h ,�•5 J, ) Flat plates supported on b1 r--1 rb�i 15 lilt 7.4 19.0 0.54 b/r b/r 12 1521(17/t) I � 15 one edge 6 5 r lilt 23 1521(blt) -I b r—j b F- M 15 V< b/t=24 19.0-0.170 b/i w b/r=39 480/(b/r) COMPRESSION Flat plates with both 16 IN edges supported T V 6 5 5 5 lilt 74 4&01(bR) COMPONENTS .: OF BEAMS, Curved plates supported Rb * 18 RF/t 0.7 18.5 0 59 Rh/r R,lt 188 3800 on both edges 16.1 (component $ ' ){lilt b 3 7 9 0 19 Rblt Rb/t 510 (Rn11)(I + Rt,lt l35)z under uniform a . compression), Flat plates with one edge gross section supported and the other 16.2 See Section 3.4.16.2 edge with stiffener Flat plates with both edges supported and with 16,3 See Section 3.4.16.3 an intermediate stiffener 7�74F7 .. . Flat plates with _ z COMPRESSION I I 20 lilt 9 8 27.9 0.91 lilt lilt 23 4.900/(1+/t) compression edge free, t y-�-T 17 IN $5 $5 b71 24 4,900/b!r) COMPONENTS tension edge supported 4 OF BEAMS, Flat plate with both edges 20 lilt 51 27.9 0.155 Ur lilt 90 1260/(1✓t) hh 14$ 1260/(!t/t) (component supported g IIli 18 5 $5 under bending in s ' own plane) Flat plate with horizontal T-1c d, 20 lilt 118 27.9 0.067 10 lilt 209 2900/(!t/t) stiffener,both edges I 1.9 gross section supported SHEAR Unstiffened h 8.5 hlt 39 10.7 0.056 lilt /r/t 78 39 000/(1✓t)2 flat webs 20 3 4 3 9 lilt 100 3 39;[)001(h/t)z �l IN WEBS, a, a. 2 �., a ye. : gross Stiffened flat webs 8.5 9.5 a,/r=79 53.000/(a,/r)2 section I_�}Z°�1 21 ae=at/ 1 0.7(at/az)z 9 g ct�11 117 53,00tl/(ct�lt)2, TABLE 6. NOMINAL SHEAR AND TENSILE STRESSES FOR STAINLESS STEEL STEEL BOLTS NAME TYPE DIAMETER AREA DIA. HEAD F., F„t P„ Pt in in` in. ksi ksi Ibs Ibs #6 S.S. 0.13E 0.015 0.262 33.7 56.0 295 565 # 8 S.S. 0.164 0.021 0.312 33.7 56.0 416 798 # 10 S.S. .0.190 0.028 0.361 33.7 56.0 559 1071 # 14 S.S. 0.242 0.046 0.480 33.7 56.0 9D6 1738 1/4 " S.S. 0.250 0.049 0.480 33.7 56.0 967 1855 # 17 S.S. 0.285 0.064 0.500 33.7 56.0 1257 2410 3/8 " S.S. 0.375 0.110 0.625 33.7 56.0 2176 4173 1/2 " S.S. 0.500 0.196 0.75D 33.7 56.0 3869 7418 3/4 " I S.S. 1 0.750 0.442 1.000 1 33.7 1 56.0 1 8705 1 16691 REFERENCE: ASCE STANDARD: Specification for the design of Cold-Formed Stainless_Steel Structural Members ASCE-8-90 page 29 BUILD the BEST 230 SUN AND SHADE ROOMS: FOUR SEASONS WALLS ONLY SYSTEM fir► I! N R O O M S Madr.In N,t�n'�eric.t:for 3D Years ENGINEERING AND STRUCTURAL LOADING INFORMATION _.__-_...._.._....-.._...._.., ttil O+er EFFECTIVE DATE B-04 LD REVISION: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 NIA B ELECTRIC H COLUMNS 140 120 ELECTRIC H COLUMNS WITH 713P POST 180 150 LITE H COLUMNS WITH RAFTER STIFFENERS 180 150 LITE H COLUMNS 100 NIA C ELECTRIC H COLUMNS 130 105 ELECTRIC H COLUMNS WITH 713P POST 180 150 LITE H COLUMNS WITH RAFTER STIFFENERS 180 150 LITE H COLUMNS 95 NIA D ELECTRIC H COLUMNS 115 NIA ELECTRIC H COLUMNS WITH 713P POST 180 NIA LITE H COLUMNS WITH RAFTER STIFFENERS 180 1 N/A I lA Y i +rw-lrV . ALABAMA ARIZONA ARKANSAS CALIFORNIA COLORADO CONNECTICUT DELAWARE FLORIDA GEORGIA IDAHO ILLINOIS r w�i��': i "F iq,,...:cJ S�wti•.F.. „t,'Raret� J 1� �' yy. ♦ fit. „w+'' •w.�r6 w y;;l INDIANA IOWA KANSAS KENTUCKY LOUISIANA MAINE MARYLAND MASSACHUSETTS MICHIGAN MINNESOTA MISSISSIPPI w i. HmgistY �F:—.. �� w�'...f. utu �' ;J�•�t%��.f'• :.r _i�•'{" !� N� . �J :•t �J 1�•y, ' �t «T %o�'h""t•, �"1� ci ,•.ti,,, :lf3�o.}Q,,•}1 _�..� �< ..k��.�� /....... '1�y, '�.r�a:::.i/I �•fa.v'I 'h...,»»'� ,... �"�..'� '�'y,?.o+ .,.� L:�.✓ 4pno w� ��'/ MISSOURI MONT�ANA NEBRASKA NEVADA NEW HAMPSHIRE NEW JERSEY NEW MEXICO NEW YORK NORTH CAROLINA NORTH DAKOTA wOHIO _ NOTES: 1)ALUMINUM ALLOY IS 6005-T5 OKLAHOMA OREGON PENNSYLVANIA PUERTO RICO RHODE ISLAND SOUTH CAROLINA 2)ALL UNITS SHOWN ON THIS PAGE ARE ACCEPTABLE FOR CONSTRUCTION IN .F~"�"'r f 7 t•°�'r pw+.o•_., SEISMIC ZONE 4. >r 3)DEFLECTION LIMITS ARE U120. 4)THIS SUMMARY PERTAINS TO THE STRUCTURAL INTEGRITY OF OUR UNIT UP TO, •.s' �h �i °"� ''� 1�a �` ' BUT NOT INCLUDING,THE CONNECTIONS TO THE EXISTING STRUCTURE AND/OR '?q '••ax 'an� ANY NEW CONSTRUCTION.ALL SUBSTRUCTURE DESIGN REQUIREMENTS AND SOUTH DAKOTA TENNESSEE TEXAS UTAH VERMONT VIRGINIA CONNECTIONS TO THE EXISTING STRUCTUREARE NOT INCLUDED IN THE SCOPE OF WORK FOR THE FOUR SEASONS PRODUCT,AND MUST BE DESIGNED BY .M1w v y ., OTHERS. 5)THE ENGINEERING DESIGN SCOPE FOR THE FOUR SEASONS PRODUCT DOES r:2f� /� N__��•,�z C -"'!t �'e ," 'k- NOTACCOUNT FOR SPECIAL LOAD CONDITIONS CREATED BY ATTACHMENT TO THE EXISTING STRUCTURE.THESE MAY INCLUDE SNOW DRIFTING OR -.--� `.•+7; �' %.;`M� ° +,�„ .g� UNBALANCE SNOW LOADING.ANY SPECIAL LOADING CONDITIONS MUST BE EVALUATED BY OTHERS. WASHINGTON WESTVIRGINIA WISCONSIN WYOMING D.C. 6)ENGINEERS 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 NUMBER 1120 C SUNROOMS•CONSERVATORIES•PATIO ROOMS •� GLASS&SCREEN ENCLOSURES•SKYLIGHTS Outdoor Living-..Indoore 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" P ROD . BY 3 0'-0 5/8" FRONT WA L L WITH ELECTRIC-H COLUMNS AND 713P AND ELECTRIC-H AND LITE-H COLUMNS FOR THE GIANNARIS RESID LOCATED AT 5145 MAIN ROAD EAST MARION, NY 11939 5 ,. DATE: June 2, 2009 00�O�ESS`0��� . THE ABOVE INDICATED PROJECT HAS BEEN EXAMJNFD FOB A.S. Engineering ervlce , .C. 112 Wilson Drive port]ele,on,NY 120 mph EXPOSURE C WIND LOAR07-2596 AS PER THE 2007 NEW YORK STATE BUILDING CODE AND EITHER MEETS OR EXCEEDS THESE LOADINGS NOTES: 1. 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 FOOR 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 DESIGN PROFESSIONAL. ' 1 on I011111% • •9M - 0i SUNROOMS•CONSERVATORIES•PATIO ROOMS GLASS&SCREEN ENCLOSURES•SKYLIGHTS Outdoor Living...Indoore 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" P ROJ . BY 3 0'-0 5/8" FRONT WA L L WITH ELECTRIC-H COLUMNS AND 713P AND ELECTRIC-H AND LITE-H COLU.MNS FOR THE GIANNARIS RESIDEN LOCATED AT5145 MAIN ROAD EAST MARION, NY 11939 DATE: June 2, 2009 Z THE ABOVE INDICATED PROJECT HAS BEEN EXAMINER Fil '�0� A's' Eftg neeg112 Wilson DrIV• 120 mph EXPOSURE C WIND LOA �So�° AS PER THE 2007 NEW YORK STATE BUILDING CODE AND EITHER MEETS OR EXCEEDS THESE LOADINGS NOTES: 1. 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 BYA DESIGN PROFESSIONAL. SUNROOMS•CONSERVATORIES•PATIO ROOMS GLASS a SCREEN ENCLOSURES•SKYLIGHTS Outdoor Living...Indoore FOUR SEASONS SOLAR PRODUCTS CORP. 5005 Veterans Memorial Highway,Holbrook, New York 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 713P AND ELECTRIC-H AND LITE-H COL NS FOR THE GIANNARIS RESIDEN LOCATED AT 5145 MAIN ROAD �✓ ,�; EAST MARION NY 11939 DATE: June 2 2009 �0;0 0023vb est THE ABOVE INDICATED PROJECT HAS BEEN EXAMINED FORS A.S. Engineering services, .C• 112 Vyil,son Drive NY 120 mph EXPOSURE C WIND LOe4 )g072596 AS PER THE 2007 NEW YORK STATE BUILDING CODE AND EITHER MEETS OR EXCEEDS THESE LOADINGS NOTES: 1. 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 DESIGN PROFESSIONAL NorUl Awtt&u's Premity Skvti.room MAtn.u.fuotkrer 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 NCrth A.xrLCA'L A'Lvui{r SUMroow.MpwafpUurfr JOB: 230 SUN AND SHADE:WALLS ONLY SYSTEM SHEET NO: 1 OF: q CALCULATED BY: Lawrence Duffy DATE: 10/1/2003 CHECKED BY: Surya Lamsal DATE: 10/1/2003 Outdoor Living...lndoors li'i. AX OL7l APRAM■ PLC STAMPED BY: DATE: [.wi<N���.r � SUMMARY SHEET MEMBER STRESSES MODEL NUMBER: ALLOWABLE ACTUAL ALLOWABLE ACTUAL CORNER COLUMN ELECTRIC H COLUMN WITH BEAM POST TENSION= 9500 psi psi TENSION= 19000 psi psi COMPRESSION:= 5774 psi psi COMPRESSION:= 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 psi COMPRESSION:= 2305 psi psi BENDING:= 19000 psi psi SHEAR= 9652 psi psi COMBINED= LITE COLUMN WITH RAFTER STIFFENER TENSION= 19000 psi ~psi COMPRESSION:= 2204 psi psi BENDING:= 11353 psi psi SHEAR= 4848 psi psi COMBINED= ELECTRIC H COLUMN TENSION= 19000 psi psi COMPRESSION:= 4687 psi psi BENDING:= 15813 psi psi SHEAR= 10962 psi psi COMBINED= North ArxricAY A'[rui[r SUKroDw MpnufActHK.r JOB: 230 SUN AND SHADE:WALLS ONLY SYSTEM SHEET NO: 2 OF: 4 CALCULATED BY: Lawrence Du 4; • • ffy DATE: 10/1/2003 CHECKED BY: Surya Lamsal DATE: 10/1/2003 Outdoor Living...Indoors'(I'f'. STAMPED BY: DATE: BC,T l A Fl AM■ V L C ^prn ncy.�:y"" SUMMARY SHEET CONNECTION LOADING MODEL NUMBER: ALLOWABLE ACTUAL SILL TO FOUNDATION DETAIL ON TENSION= 1478 # # SHEAR= 1786 # # SILL TO CORNER COLUMN DETAIL ON TENSION= 438 # ## SHEAR= 1530# ## 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 TENSION= 438 # # SHEAR= 1530 #• # FEAVE TO LITE H COLUMN DETAIL ON TENSION= 580 # # Y SHEAR= 1299 # # EAVE TO ELECTRIC H COLUMN DETAIL ON TENSION= 660 # # SHEAR= 1299 # # EAVE TO EXIST.STRUCTURE DETAIL ON TENSION= 1478 # # SHEAR= 1786 # # is.toi+..e.tcaam,«1e.sk..00n.nnn u{acwn JOB: 230 SUN AND SHADE:WALLS ONLY SYSTEM 2-m=./ SHEET NO: 3OF: 4 CALCULATED BY: Lawrence Duffy DATE: 10/1/2003 CHECKED BY: Surya Lamsal DATE: 10/l/2003 Outdoor Living...indoors ij'r STAMPED BY: UL*■..■.,.. .<< ;. DATE: C„a;r- 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 I; + FOR ALL SUPPORT REACTION VALUES PLEASE REFER TO PAGES THROUGH IN THE STAAD MODEL OUTPUT NDMV A-MW'S Prfl'-Lb SNMr00-MA—fActk.er JOB: 230 SUN AND SHADE:WALLS ONLY SYSTEM SHEET NO: 4 OF: 4 i CALCULATED BY: Lawrence Duffy DATE: 10/1/2003 CHECKED BY: Surya Lamsal DATE: 10/1/2003 Outdoor Living—Indoors y," STAMPED BY: DATE: tN YLTRAP■AM■ PLC ^..ou.'-N'�:l� SUMMARY SHEET STAAD LOCATION INFORMATION MODEL NUMBER: CORNER COLUMN ELECTRIC H COLUMN WITH 713P POST STAAD INPUT MEMB NO. STAAD INPUT MEMB NO. MEMBER STRESSES: PAGES TO MEMBER STRESSES: PAGES TO JOINT DISPLACEMENTS: PAGES TO JOINT DISPLACEMENTS: PAGES TO SECTION DISPLACEMENTS: PAGES TO SECTION DISPLACEMENTS: PAGES TO LITE COLUMN STAAD INPUT MEMB NO. MEMBER STRESSES: PAGES TO JOINT DISPLACEMENTS: PAGES TO SECTION OISPLACEMENTS: PAGES TO LITE COLUMN WITH RAFTER STIFFENER —k STAAD INPUT MEMB NO. MEMBER STRESSES: PAGES TO JOINT DISPLACEMENTS: PAGES TO _. SECTION DNSPLACEMENTS: PAGES TO ELECTRIC H COLUMN STAAD INPUT MEMB NO. MEMBER STRESSES: PAGES TO JOINT DISPLACEMENTS: PAGES TO SECTION DISPLACEMENTS: PAGES TO North Anwiw's M:rtier c""cOm MQn fnetwer JOB: 230 SUN AND SHADE:WALLS ONLY SYSTEM s SHEET NO: 1 OF: CEOo CALCULATED BY: Lawrence Duffy DATE: 10/1/2003 CHECKED BY: Surya Lamsal DATE: 10/1/2003 Outdoor Liiping...lndoora'i}'. STAMPED BY:U LT 2 APO AMR P LC DATE: 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 CONFIGURATIION IS AS FOLLOWS: UNITS: I.E. INCHES TYPE OF SECTIONS I.E. PRISMATIC DATE REFERENCE FOR INTERNAL PURPOSES (LIST OF ZEROS ARE PLACC HOLDERS) TYPES-OF MEMBERS FOL•LS}WING BELOW I.E.WALLS (LIST OF ZEROS ARE PLACE HOLDERS) PROPERTY NAME I.E. 7C97NFJ 90 CORNER. POST PROPERTY VALUES PROPERTY VALUES-ARE AS FOLLOWS: AX IZ IY IX AY AZ :YD ZD AX: CROSS SECTIONAL AREA IZ: MOMENT OF INERTIA 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 SHADE.txt UNIT INCHES PRISMATIC 11_21_2003 0 0 0 0 0 0 0 0 WALLS 0 0 0 0 0 0 0 0 7C97NFJ_90_CORNER_POST 1.876200 3.072300 3.066100 0.001000 0.664000 0.664000 3.571000 3.574000 7111U7NFJ_LITECOL 1.139300 1.088600 0.600500 0.585354 0.231125 0.226300 3.004000 1.825000 7111U7NFJ4R_LITECOL_STIFFENER 2.347000 7.214000 1.182000 0.001000 0.872000 0.362000 5.561000 1.825000 71457NFJ_ELECTRIC_H 1.629700 1.746800 4.380900 0.324977 0.317000 0.023414 3.045000 4.114000 71457BP7NFJ_EL_H_BEAMPOST 3.243000 5.593000 5.848000 5.987210 0.323302 0.122980 4.090000 4.114000 71457TB7NFJ_EL_H_TUBEBEAM 4.943000 36.38600 7.160000 7.714920 0.661687 1.612050 7.716000 4.114000 EAVE 0 0 0 0 0 0 0 0 7144_7133_ELECTRIC_EAVE 1.221600 1.417400 1.633800 2.472510 0.164000 0.430000 2.733000 3.151000 7EBT_7133-ADJUSTABLE_EAVE 1.653000 1.974000 2.291000 2.472510 0.276919 0.435260 3.109000 3.151000 7E3B_7133 1.430600 2.406100 2.270900 2.472510 0.545920 0.276919 3.842400 3.161000 RIDGE 0 0 0 0 0 0 0 0 7TB_TUBEBEAM - 3.312000 25.42200 2.777900 7.714920-0.661687 1.612050 7.130000 2.370000 7TBCN7144_TUBEBEAM_STEEL 6.167900 37.34740 4.764200 13.31536 1.021360 2.179260 7.130000 2.370000 12 LW. .. .5.930700 98.56040 4.524600 13.00000 4.320000 1.252000 12.00000 2,000000 12LW4RSB 7.138200 154.4656 5.106840 12.15510 4.320000 1.252000 14.08600 2.000000 Page 1 Job No Sheet No Rev 1 Software licensed to FSSP Part Job Title Ref By Date28-May-09 Chd Client File walls only.std Daterrime 03-Jun-2009 14:26 2 a a 0 8 6 0 4 1 9 2 8 0 5 3 1 1 5359 7 Load 1 Print Time/Date:03/06/2009 16:25 STAAD.Pro for Windows Release 2006 Print Run 1 of 1 Job No Sheet No Rev / 1 Software licensed to FSSP Part Job Title Ref By Date28-May-09 chd Client File walls only.std Date/Time 03-Jun-2009 14:26 a 5 9 6 0 0 8 1 9 1 3 2 4 0 4 5 1 5 11 0 7 11 11 47 6 10 1 99 32 7 98 g 3 6 1 3 0 8 2 5 2 g Load 1 Print Time/Date:03/06/2009 16:26 STAAD.Pro for Windows Release 2006 Print Run 1 of 1 Job No Sheet No Rev ® 1 Software licensed to FSSP Part Job Title Ref By Date28-May-09 chd Client File walls only.std Date/Time 03-Jun-2009 14:26 36 137 28 13 129 13 40 13 13 141 32 133 142 9 134 40 4 4 35 3 42 12 1 6 0 :5 108 6 105 5 37 12 71 84 102 10 10 81 7 10 38 83 7r 80 Load 1 Print Time/Dale:03/06/200916:26 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= JUN 3, 2009 * Time= 16:26:21 * * * USER ID: FSSP **************************************************** 1. STA,AD SPACE 230 WALLS ONLY PATIO ROOMW INPUT FILE: walls_only.STD 2. START JOB INFORMATION 3. ENGINEER DATE 28-MAY-09 4. END JOB INFORMATION S. INPUT WIDTH 72 G. UNIT INCHES POUND 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 11. 14 -96 92 108; 15 -84 0 108; 16 -84 92 108; 17 -36 0 108; 18 -36 92 108 12. 19 24 0 108; 20 24 92 108; 21 72 0 108; 22 72 92 108; 23 132 0 108 13. 24 132 92 108; 25 192 0 108; 26 192 92 108; 27 240 0 108; 28 240 92 108 14. 29 252 0 -420; 30 252 0 -408; 31 252 0 -336; 32 252 0 -300 15. 33 252 0 -264; 34 252 0 -252; 35 252 0 -132; 36 252 0 -12; 37 252 0 108 16. 38 252 23.125 -420; 39 252 80.125 -420; 40 252 80.125 -408 17. 41 252 80.125 -336; 42 252 80.125 -300; 43 252 80.125 -264 18. 44 252 92 -264; 45 252 92 -252; 46 252 92 -132; 47 252 92 -12 19. 48 252 92 108; 49 -96 23.125 -189; 50 -96 23.125 -153 20. 51 -96 23.125 -132; 52 -96 23.125 -12; 53 -96 23.125 108 21. 54 -96 80.125 -189; 55 -96 80.125 -153; 56 -96 80.125 -132 22. 57 -96 80.125 -12; 58 -96 80.125 108; 59 -84 23.125 108 23. 60 -84 80.125 108; 61 -36 23.125 108; 62 -36 80.125 108 24. 63 24 23.125 108; 64 24 80.125 108; 65 72 23.125 108; 66 72 80.125 108 25. 67 132 23.125 108; 68 132 80.125 108; 69 192 23.125 108 26. 70 192 80.125 108; 71 240 23.125 108; 72 240 80.125 108 27. 73 252 23.125 -408; 74 252 23.125 -336; 75 252 23.125 -300 28. 76 252 23.125 -264; 77 252 23.125 -252; 78 252 23.125 -132 29. 79 252 23.125 -12; 80 252 23.125 108; 81 252 80.125 -252 30. 82 252 80.125 -132; 83 252 80.125 -12; 84 252 80.125 108 31. MEMBER INCIDENCES 32. 1 1 7; 2 2 49; 3 3 50; 4 4 51; 5 5 52; 6 6 53; 7 7 8; 8 49 54; 9 50 55 33. 10 51 56; 11 52 57; 12 53 58; 13 8 9; 14 54 10; 15 55 11; 16 56 12 34. 17 57 13; 18 58 14; 19 15 59; 20 59 60; 21 60 16; 22 17 61; 23 61 62 35. 24 62 18; 25 19 63; 26 63 64; 27 64 20; 28 21 65; 29 65 66; 30 66 22 36. 31 23 67; 32 67 68; 33 68 24; 43 25 69; 44 69 70; 45 70 26; 46 27 71 37. 47 71 72; 48 72 28; 49 29 38; 50 30 73; 51 31 74; 52 32 75; 53 33 76 38. 54 34 77; 55 35 78; 56 36 79; 57 37 80; 58 38 39; 59 73 40; 60 74 41 39. 61 75 42; 62 76 43; 63 77 81; 64 78 82; 65 79 83; 66 80 84; 67 43 44 40. 68 81 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\05-31-09\GIANNARIS\walls only.anl Page 1 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 2 41. 90 82 83; 91 83 84; 92 10 9; 93 11 10; 94 12 11; 95 13 12; 96 13 14 42. 97 14 16; 98 16 18; 99 18 20; 100 20 22; 110 22 24; 111 24 26 43. 112 26 28; 113 28 48; 114 40 39; 115 41 40; 116 41 42; 117 42 43 44. 118 45 44; 119 46 45; 120 47 46; 121 47 48 45. ELEMENT INCIDENCES SHELL 46. 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 47. 39 7 49 54 8; 40 49 50 55 54; 41 50 51 56 55; 42 51 52 57'56 48. 71 52 53 58 57; 72 8 54 10 9; 73 54 55 11 10; 74 55 56 12 11 49. 75 56 57 13 12; 76 57 58 14 13; 77 6 15 59 53; 78 53 59 60 58 50. 79 58 60 16 14; 80 15 17 61 59; 81 59 61 62 60; 82 60 62 18 16 51. 83 17 19 63 61; 84 61 63 64 62; 85 62 64 20 18; 101 19 21 65 63 52. 102 63 65 66 64; 103 64 66 22 20; 104 21 23 67 65; 105 65 67 68 66 53. 106 66 68 24 22; 107 23 25 69 67; 108 67 69 70 68; 109 68 70 26 24 54. 122 25 27 71 69; 123 69 71 72 70; 124 70 72 28 26; 125 27 37 80 71 55. 126 71 80 84 72; 127 72 84 48 28; 128 30 29 38 73; 129 31 30 73 74 56. 130 32 31 74 75; 131 33 32 75 76; 132 34 33 76 77; 133 35 34 77 78 57. 134 36 35 78 79; 135 37 36 79 80; 136 73 38 39 40; 137 74 73 40 41 58. 138 75 74 41 42; 139 76 75 42 43; 140 77 76 43 81; 141 78 77 81 82 59. 142 79 78 82 83; 143 80 79 83 84; 144 81 43 44 45; 145 82 81 45 46 60. 146 83 82 46 47; 147 84 83 47 48 61. START USER TABLE 62. TABLE 1 SHADE.TXT 63. END 64. MEMBER PROPERTY AMERICAN 65. 1 7 13 49 TO 51 58 TO 60 UPTABLE 1 7111U7NFJ_LITECOL 66. 92 TO 100 110 TO 121 UPTABLE 1 7144_7133_ELECTRIC_EAVE 67. MEMBER PROPERTY AMERICAN 68. 87 TO 90 - 69. 91 PRIS AX 3.3995 IX 23.4568 IY 3.9084 IZ 3.6513 YD 3.5492 ZD 3.6419 70. MEMBER PROPERTY AMERICAN 71. 6 12 18 57 66 86 UPTA13LE 1 7C97NFJ_90_CORNER_POST 72. MEMBER PROPERTY AMERICAN 73. 2 TO 4 8 TO 10 14 TO 16 19 TO 33 43 TO 48 52 TO 54 61 TO 63 67 - 74. 68 UPTABLE 1 71457NFJ_ELECTRIC_H 75. MEMBER PROPERTY AMERICAN 76. 5 11 17 55 56 64 65 69 70 UPTABLE 1 71457BP7NFJ_EL_H BEAMPOST 77. ELEMENT PROPERTY 78. 34 TO 42 71 TO 85 101 TO 109 122 TO 147 THICKNESS 0.25 79. MEMBER RELEASE 80. 13 TO 18 21 24 27 30 33 45 48 67 TO 70 END MY MZ 81. DEFINE MATERIAL START 82. ISOTROPIC MATERIALI 83. E 1E+007 84. POISSON 0.33 85. DENSITY 0.09549 86. ISOTROPIC MATERIAL2 87. E 12000 88. POISSON 0.22 89. DENSITY 0.0902778 90. ISOTROPIC ALUMINUM 91. E 1E+007 92. POISSON 0.33 93. DENSITY 0.098 94. ALPHA 1.28E-005 95. DAMP 0.03 96. ISOTROPIC STEEL C:\RR-DRAFTING SERVICES\STAAD.PRO PROJECTS\MAY\05-31-09\GIANNARIS\walls only.anl 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 6.5E-006 101. DAMP 0.03 102. END DEFINE MATERIAL 103. UNIT FEET POUND 104. CONSTANTS 105. BETA 90 MEMB 6 12 18 TO 33 43 TO 48 57 66 86 106. MATERIAL MATERIALI MEMB 1 TO 4 7 TO 10 13 TO 16 19 TO 33 43 TO 54 58 - 107. 59 TO 63 67 68 92 TO 100 110 TO 121 108. MATERIAL MATERIAL2 MEMB 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 STRUCTURE 113. SELFWEIGHT Y -1 114. LOAD 2 LIVE 120 MPH EXP C WIND LOAD 115. ELEMENT 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 ANALYSIS ** WARNING ** A SOFT MATERIAL WITH (1.0 / 2.625E+02) TIMES THE STIFFNESS OF CONCRETE ENTERED. 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 P R O B L E M S T A T I S T I C S ----------------------------------- 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\05-31-09\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 1 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 2 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 3 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 4 -698.14 84.56 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 5 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 6 4 -381.53 18.28 -49.92 0.00 0.00 0.00 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 7 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 8 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 0.00 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 9 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 10 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.PRO PROJECTS\MAY\05-31-09\GIANNARIS\wa11s only.anl Page 5 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 6 SUPPORT REACTIONS -UNIT POUN INCH STRUCTURE 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 3.32 565.04 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 80.11 565.33 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-DRAFTIATG SERVICES\STAAD.PRO PROJECTS\MAY\05-31-09\GIANNARIS\wa11s 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 STRUCTURE 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 -519.18 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 0.00 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 -104.08 392.89 -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\05-31-09\GIANNARIS\walls only.anl Page 7 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 8 SUPPORT REACTIONS -UNIT POUN INCH STRUCTURE TYPE = SPACE ----------------- JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM Z 8 19.20 2.85 -0.07 0.00 0.00 0.00 30 4 -286.78 42.33 0.08 0.00 0.00 0.00 5 -332.00 25.40 0.06 0.00 0.00 0.00 6 -332.00 25.40 0.06 0.00 0.00 0.00 7 -464.08 42.33 0.09 0.00 0.00 0.00 8 -464.08 42.33 0.09 0.00 0.00 0.00 31 4 -376.07 53.28 -0.05 0.00 0.00 0.00 5 -435.37 31.99 0.05 0.00 0.00 0.00 6 -435.37 31.99 0.05 0.00 0.00 0.00 7 -608.58 53.29 0.00 0.00 0.00 0.00 8 -608.58 53.29 0.00 0.00 0.00 0.00 32 4 -259.57 38.82 -0.04 0.00 0.00 0.00 5 -300.50 23.41 0.31 0.00 0.00 0.00 6 -300.50 23.41 0.31 0.00 0.00 0.00 7 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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 -0.60073 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 ANALYSIS RESULT ************** 139. PRINT SECTION MAX DISPL NSECT 12 ALL C:\RR-DRAFT.TNG 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 AND 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 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 21 59 0.10590 23.75 7 538 60 0.15638 23.75 7 364 61 0.08115 23.75 8 702 62 0.02525 19.00 8 2257 63 0.23708 28.50 7 240 64 0.16995 28.50 8 335 65 0.14521 28.50 7 392 66 0.04425 28.50 7 1288 67 0.00193 4.95 8 6168 68 0.00495 4.95 8 2397 69 0.00267 4.95 7 4452 70 0.00276 4.95 7 4295 86 0.00197 6.93 8 6023 87 0.00636 60.00 4 18880 88 0.00856 60.00 4 14020 89 0.00858 60.00 7 13984 90 0.00580 70.00 7 20678 91 0.01473 50.00 7 8147 92 0.00001 5.00 4 0 93 0.00012 15.00 4 294048 94 0.00021 8.75 4 98024 95 0.00775 50.00 4 15477 96 0.00811 60.00 4 14797 97 0.00014 7.00 4 83837 98 0.00104 20.00 5 46223 99 0.00067 20.00 4 89789 100 0.00039 16.00 5 123321 110 0.00023 50.00 7 261181 111 0.00039 15.00 7 153290 112 0.00097 24.00 7 49594 113 0.00365 7.00 7 3290 114 0.00002 5.00 4 0 115 0.00080 36.00 4 89774 116 0.00005 9.00 4 0 117 0.00010 21.00 7 0 118 0.00010 5.00 4 118671 119 0.00564 60.00 8 21284 120 0.00509 50.00 8 23583 121 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\05-31-09\GIANNARIS\walls only.anl Page 21 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 22 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 1 4 1 1.26 -0.19 0.05 0.54 -0.19 -0.57 7 1.26 0.19 -0.05 -0.54 -1.06 -3.91 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 2 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 3 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 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 4 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\walls only.anl Page 22 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- 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 6 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 7 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 8 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 9 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\05-31-09\GIANNARIS\walls only.anl Page 23 of 64 Wednesday, June 03, 2009, 04:2 6 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 24 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 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 10 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 11 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 12 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 13 4 8 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\05-31-09\GIANNARIS\walls only.anl Page 24 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 25 MEMBER END FORCES STRUCTURE TYPE = SPACE ----------------- ALL UNITS ARE -- POUN INCH (LOCAL ) MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-2 TORSION MOM-Y MOM-Z 14 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 15 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 16 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 17 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 18 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.PRO PROJECTS\MAY\05-31-09\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 ----------------- ALL UNITS ARE -- POUN INCH (LOCAL ) MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 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 19 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 20 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 21 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 22 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-DRAFT.TNG SERVICES\STAAD.PRO PROJECTS�MAY\05-31-09\GIANNARIS\walls only.anl Page 26 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 27 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 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 23 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 24 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 -491.56 -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 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UNITS ARE -- POUN INCH (LOCAL ) MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 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 -25.53 -422.98 -0.41 -0.10 -9.20 9781.50 6 21 27.69 422.98 0.41 0.10 -0.29 -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 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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 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 32 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 -10868.06 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 0.00 114.97 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 33 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 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5839.67 C:\RR-DRAFTING SERVICES\STAAD.PRO PROJECTS\MAY\05-31-09\GIANNARIS\walls only.anl Page 29 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 30 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 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 10.50 4.21 -2.37 0.04 609.40 355.61 45 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 46 4 27 17.38 -215.41 -55.88 0.38 -103.01 -0.11 71 -13.78 215.41 55.88 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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 51 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 52 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 53 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:\RR-DRAFTING SERVICES\STAAD.PRO PROJECTS\MAY\05-31-09\GIANNARIS\walls only.anl Page 31 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 32 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 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 54 4 34 60.89 385.06 1.21 1.38 -18.40 0.76 77 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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 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SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 62 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 63 4 77 -3.20 -91.01 1.60 8.36 -4.06 -6895.01 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 64 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 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Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 35 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 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 67 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 68 4 81 -77.48 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-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\wa11s 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 ARE -- POUN INCH (LOCAL ) MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 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 86 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 87 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 88 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 89 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 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 37 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 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 -102.22 212.17 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 1.29 -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 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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 95 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 96 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 97 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 98 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\05-31-09\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 ARE -- POUN INCH (LOCAL ) MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 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 99 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\05-31-09\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 SHEAR-Z TORSION MOM-Y MOM-Z 112 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 1.26 -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 40.16 113 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 5849.63 114 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 -1.09 -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 -2.14 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 1.78 115 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 2.51 -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 -45.69 116 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 SERVICESISTAAD.PRO PROJECTS�MAY\05-31-09\GIANNARIS1wa11s only.anl Page 40 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 41 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 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 -7.20 117 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 -13.58 118 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 0.00 -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 0.25 119 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 -113.53 120 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\05-31-09\GIANNARIS\walls_only.anl Page 41 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 42 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 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 -145.45 121 4 47 0.00 7.71 1.05 14.67 -86.53 170.49 48 0.00 6.29 -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. PRINT MEMBER STRESSES ALL C:\RR-DRAFTING SERVICES\STAAD.PRO PROJECTS\MAY\05-31-09\GIANNARIS\walls only.anl Page 42 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 43 MEMBER STRESSES --------------- ALL UNITS ARE POUN/SQ INCH MEMB LD SECT AXIAL BEND-Y SEND-Z COMBINED SHEAR-Y SHEAR-Z 1 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 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 5 .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 3 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 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 5 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 STRESSES --------------- ALL UNITS ARE POUN/SQ INCH MEMB LD SECT AXIAL BEND-Y BEND-Z COMBINED SHEAR-Y SHEAR-Z 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 6 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 7 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 2.7 C 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 8 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 6 .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 9 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:\RR-DRAFTING SERVICES\STAAD.PRO PROJECTS\MAY\05-31-09\GIANNARIS\walls only.anl Page 44 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 45 MEMBER STRESSES --------------- ALL UNITS ARE POUN/SQ INCH MEMB LD SECT AXIAL BEND-Y BEND-Z COMBINED SHEAR-Y SHEAR-Z 10 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 11 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 12 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 13 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 14 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.E 5.2 1.00 10.6 T 0.0 0.0 10.6 631.E 5.2 C:\RR-DRAFTING SERVICES\STAAD.PRO PROJECTS\MAY\05-31-09\GIANNARIS\walls only.anl Page 45 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 46 MEMBER STRESSES --------------- ALL UNITS ARE POUN/SQ INCH MEMB LD SECT AXIAL BEND-Y BEND-Z COMBINED SHEAR-Y SHEAR-Z 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 15 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 16 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.E 22.3 6 .0 31.8 T 2.9 6465.4 6500.1 1970.E 22.3 1.00 32.5 T 0.0 0.0 32.5 1970.E 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 17 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 3401.0 168.7 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 18 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 76.0 135.6 258.3 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\05-31-09\GIANNARIS\walls only.anl Page 46 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 47 MEMBER STRESSES --------------- ALL UNITS ARE POUN/SQ INCH MEMB LD SECT AXIAL BEND-Y BEND-Z COMBINED SHEAR-Y SHEAR-Z 19 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 3162.5 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 20 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 21 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 22 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 0.0 31.1 81.3 50.7 1.00 28.2 C 13.5 519.2 560.9 81.3 50.7 23 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:\RR-DRAFTING 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 STRESSES --------------- ALL UNITS ARE POUN/SQ INCH MEMB LD SECT AXIAL BEND-Y BEND-Z COMBINED SHEAR-Y SHEAR-Z 6 .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 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 24 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 25 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 26 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 8525.5 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 27 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.anl Page 48 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 49 MEMBER STRESSES --------------- ALL UNITS ARE POUN/SQ INCH MEMB ID SECT AXIAL BEND-Y BEND-Z CONBINED SHEAR-Y SHEAR-Z 28 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 8545.5 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 29 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.E 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 30 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 1550.6 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 31 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.E 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 32 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\GIANNARIS\Wa11s only.anl Page 49 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 50 MEMBER STRESSES --------------- ALL UNITS ARE POUN/SQ INCH MEMB ID SECT AXIAL BEND-Y BEND-Z COMBINED SHEAR-Y SHEAR-Z 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 33 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 43 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 44 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 45 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\05-31-09\GIANNARIS\walls only.anl Page 50 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 51 MEMBER STRESSES --------------- ALL UNITS ARE POUN/SQ INCH MEMB LD SECT AXIAL BEND-Y BEND-Z COMBINED SHEAR-Y SHEAR-Z 46 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 47 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.E 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.E 48 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 49 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 0.1 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 50 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 SERVICES\STAAD.PRO PROJECTS\MAY\05-31-09\GIANNARIS\walls only.anl Page 51 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 52 MEMBER STRESSES --------------- ALL UNITS ARE POUN/SQ INCH MEMB LD SECT AXIAL BEND-Y BEND-Z COMBINED SHEAR-Y SHEAR-Z 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 51 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 0.0 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 1.1 0.0 35.2 1843.6 0.0 1.00 31.9 C 1.1 13595.8 13628.8 1843.6 0.0 52 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 53 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 54 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\05-31-09\GIANNARIS\walls only.anl Page 52 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 53 MEMBER STRESSES --------------- ALL UNITS ARE POUN/SQ INCH MEMB LD SECT AXIAL BEND-Y BEND-Z COMBINED SHEAR-Y SHEAR-Z 55 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 56 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 57 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 3846.0 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 58 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.E 2666.3 196.0 0.0 6 .0 1.6 C 0.5 898.9 901.0 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.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 89 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 159.0 213.8 374.5 9.3 1.5 90 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 1.00 3.5 T 130.3 189.8 323.5 8.8 1.6 91 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.E 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 92 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 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 58 MEMBER STRESSES --------------- ALL UNITS ARE POUN/SQ INCH MEMB LD SECT AXIAL BEND-Y BEND-Z COMBINED SHEAR-Y SHEAR-Z 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 93 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 94 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 6.5 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 95 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 96 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\05-31-09\GIANNARIS\walls only.anl Page 58 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 59 MEMBER STRESSES --------------- ALL UNITS ARE POUN/SQ INCH MEMB LD SECT AXIAL BEND-Y BEND-Z COMBINED SHEAR-Y SHEAR-Z 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 80.8 131.1 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 0.0 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 98 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 13.1 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 99 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 0.0 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 0.0 100 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 0.0 T 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 0.0 110 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 ARE POUN/SQ INCH MEMB LD SECT AXIAL BEND-Y BEND-Z COMBINED SHEAR-Y SHEAR-Z 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 0.0 111 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 0.0 112 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 36.7 42.0 11.9 0.2 113 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 11.1 114 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 STRESSES --------------- ALL UNITS ARE POUN/SQ INCH MEMB LD SECT AXIAL BEND-Y BEND-Z COMBINED SHEAR-Y SHEAR-Z 115 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 0.1 116 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 13.1 8.9 0.6 117 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 1.7 118 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 0.0 T 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 2.7 119 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 24.5 1.4 C:\RR-DRAFTING SERVICES\STAAD.PRO PROJECTS\MAY\05-31-09\GIANNARIS\walls only.anl Page 61 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 62 MEMBER STRESSES --------------- ALL UNITS ARE POUN/SQ INCH MEMB LD SECT AXIAL BEND-Y BEND-Z COMBINED SHEAR-Y SHEAR-Z 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 1.9 120 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 6.0 121 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 2.6 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 60.4 115.0 175.4 41.0 3.9 ************** END OF LATEST ANALYSIS RESULT ************** 143. FINISH C:\RR-DRAFTING SERVICES\STAAD.PRO PROJECTS\MAY\05-31-09\GIANNARIS\walls only.anl Page 62 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 63 *********** 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 (G04)G29 6087 staad@dowco.com * UK +44(1454)207-000 support@reel.co.uk * FRANCE +33(0)1 64551084 support@reel.co.uk * GERMANY +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 +91(033)2357-3575 support@calcutta.reiusa.com * JAPAN +81(03)5952-6500 eng-eye@crc.co.jp * CHINA +86(411)363-1983 support@reiasia.net * THAILAND +66(0)2645-1018/19 support@thai.reiusa.com * * * North America support@reiusa.com * Europe support@reel.co.uk * Asia support@reiasia.net C:\RR—DRAFTING SERVICES\STAAD.PRO PROJECTS\MAY\05-31-09\GIANNARIS\walls only.anl Page 63 of 64 Wednesday, June 03, 2009, 04:26 PM 230 WALLS ONLY PATIO ROOMW -- PAGE NO. 64 Information about the key files in the current distribution Modification Date CRC Size (Bytes) File Name ----------------------------------------------------------------------------------------- 07/18/2006 Ox3881 13000704 SProStaad.exe 07/18/2006 Ox100 05738496 SProStaadStl.exe 09/19/2003 Ox2fc0 00081970 CMesh.dll 05/30/2006 Ox3c0 02486272 db5ectionInterface.dll O1/23/2001 Ox9b40 00073728 LoadGen.dll 09/25/2003 Ox6340 00704512 MeshEngine.dll 09/22/2003 Oxce00 00069632 QuadPlateEngine.dll 12/22/2005 Ox4181 00094208 SurfMesh.dll O1/03/2006 Ox81c1 00493568 aiscsections.mdb 06/13/2006 Oxd4cl 01204224 AISCSectionsRCeco.mdb O1/05/2005 Ox79cl 00319488 aiscsections_all_editions.mdb O1/05/2005 0x4b81 01810432 aiscsteeljoists.mdb O1/05/2005 Oxcacl 03651584 aitctimbersections.mdb O1/27/2005 Oxeb01 005529GO aluminumsections.mdb O1/05/2005 Oxcd01 00163840 australiansections.mdb O1/05/2005 Ox6a41 0022937G britishsections.mdb 07/08/2005 0x9d41 00434176 bscoldformedsections.mdb 06/28/2005 Ox8201 00327680 butlercoldformedsections.mdb O1/05/2005 OxabcO 00262144 canadiansections.mdb 05/31/2005 0x9e81 00450560 canadiantimbersections.mdb 06/09/2006 0x1f81 00774144 ChineseSections.mdb O1/05/2005 Oxd6c0 00600064 dutchsections.mdb O1/05/2005 0x1a00 00354304 europeansections.mdb O1/05/2005 Oxd301 00202752 frenchsections.mdb O1/05/2005 Oxllcl 00233472 germansections.mdb O1/05/2005 Ox3c40 00264192 indiansections.mdb O1/05/2005 Oxd540 00180224 iscoldformedsections.mdb 03/23/2006 0xa080 00200704 japanesesections.mdb 11/08/2005 Ox9081 00376832 Kingspancoldformedsections.mdb O1/05/2005 Oxb740 00174080 koreansections.mdb 02/03/2005 Oxda00 00096256 lysaghtcoldformedsections.mdb 02/07/2005 Ox9a00 00243712 mexicansteeltables.mdb 06/13/2006 Ox3501 00421888 RCecoColdFormedSections.mdb 02/03/2005 Ox9b4O 00307200 russiansections.mdb O1/05/2005 Ox9081 00206848 southafricansections.mdb O1/06/2005 Ox9341 00194560 spanishsections.mdb O1/04/2006 Ox8680 00223232 uscoldformedsections.mdb O1/05/2005 OxbacO 00149504 usersectionstemplate.mdb O1/20/2006 Ox8e40 00159744 venezuelansections.mdb ----------------------------------------------------------------------------------------- C:\RR DRAFTING SERVICES\STAAD.PRO PROJECTS\MAY\05-31-09\GIANNARIS\walls only.anl Page 64 of 64 JOB �I /v lvk q 1*5 FOUR SEASONS SOLAR PRODUCTS LLC SHEET NO. OF 5005 Veterans Memorial Highway HOLBROOK, NEW YORK 11741 CALCULATED By DATE-- TEL(631)563-4000 CHECKED BY DATE FAX (631)563-4010 JOB NUMBER ...... ....... .. ........................................................... ............ ........ ..................... ...................... ............................................ ..................................... ............................................ ............................ ............. ............. ............ .......................... .................. ...........- ........... ............. ................... -.......................................... ........... ......................................... ............................i........................................... ...................................................................... .................................. ............. .............. l it ............ .................................. ........................... .......................... .................................... .......... ................ ........................................................................................................................................... ............ ......... ...................... ........... .......... ..................................................... ........ ........................................ ..........n. t.......... ...........u NI/ ........................................ .......................... .. .... ............... ........................ ............................ ..................... .. .......... ................... ........................................................................... ............. ........... 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I(�1add V. 0(1 ............ ...... � ...................... ......... ..020 ....... ............. .......... ........... ................... ............ .3 6 x 10 1,2636 2,3783 1,9992 1,5500 1- Areas 3,3995 Perimeter; 21,2951 Bounding box; X; -1,2636 -- 2,3783 Y; -1,5500 -- 1,9992 Centroid: X; 0,0000 Y; 0,0000 Moments of inertia; X; 3,6513 Y; 3,9084 Product of inertia; XY; 2,5976 Radii of gyration; X; 1,0364 Y; 1,0722 Principal moments and X-Y directions about centroid; 1; 1,1790 along C0,7244 0,68941 J; 6,3807 along C-0,6894 0.72441 North Amtrica's Premier Sunroont mumk faeturer R 230 SUN AND SHADE: WALLS ONLY SYSTEM ENGINEERING CALCULATIONS: ALLOWABLE MEMBER STRESSES AND CONNECTION LOADS FOUR SEASONS SOLAR PRODUCTS 5005 Veterans Memorial Highway Holbrook,New York 11741 (631)563-4000 Fax:(631)218-9076 Morth R`xGli.,^.A'$Prcrwitr SunrcAxa MatufAe:uKr JOB: 230 SUN AND SHADE:WALLS ONLY SYSTEM SHEET NO: 1 OF: 13 ♦ ojpm- CALCULATED BY: Lawrence Duffy DATE: 10/1/2003 CHECKED BY: Surya Lamsal DATE: 10/1/2003 Outdoor Living...Indoors O' STAMPED BY: DATE: 90 DEGREE CORNER COLUMN WITH WINDOW JAMBS(7C9 7NFJ) ALLOY:6063-T5 INPUTS Allowable Stresses for Building Effective Length Factor, k: 1.00n SPEC 3.4.1 Length, L(in): 108.000 6= 9500 psi Radius of Gyration, r(in): 1.278 SPEC 3.4.2 2 EDGE Width of Section, b (in): 2.839 Cr= 9500 psi Corresponding Thickness, t(in): 0.062 SPEC 3.4.7 SHEAR Height of Section, h (in): 3.571 6= 8.9-0.037(kUr) = 5774 psi Corresponding Thickness, t(in): 0.062 SPEC 3.4.9 Unbraced Length, Lb(in): 108.000 6= 10-0.071(b/t) = 6749 psi Radius of Gyration, ry(in): 1.278 SPEC 3.4.14 Moment of Inertia, Strong Axis(in4): 3.072 6= 9500 = 9500 psi Moment of Inertia,Weak Axis (in4): 3.066 SPEC 3.4.16 Centroid to Outer Fiber Com ): 1.958 a= 11.8-0.083(b/t) = 7999 psi EA ): 3.672 SPEC 3.4.18 6= 12500 12500 psi SPEC 3.4.20 NSTANTS v= 6.7-.027(h/t) = 5145 psi = 84.492 = . 45.79 SHEAR h/t= 57.60 Lb/ry= 84.49 MAXIMUM ALLOWABLE STRESSES Lblx/(0.5`Y`(ly`J)^0.5)= 100.70 TENSION = 9500 psi COMPRESSION: = 5774 psi o 0 BENDING: = 7999 psi SHEAR= 5145 psi i �LX l I 0.07a - TZ m Imo- N -1 1.590 ---3.574 N O O �9 un 0.078 Ln m L I .984 I .590 3.574 ----------------- REGIONS -------------- _ Area: 1,8762 Perimeter 54.6695 Bounding box: X: 1,9836 -- '2,2152 Y; -19884 -- 2,2111 Centroid; X: 0,0000 Y: 0,0000 Moments of inertia; X; 3.0723 Y: *3.0661 Product of inertia: XY; -0,6028 Radii of gyration; X: 1.2797 Y: 1.2783 Principal moments and X-Y directions about centroid; I: 2,4664 along 10,7053 -0.70891 J 3,6720 along 10,7089 0.70531 N0. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6063-T5, 6005-T5 1 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.078, 0.062 HOLBROOK, NEW YORK 11741 WALL 2 it DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH N 3 TITLE SECTION PROPERTIES DIE NO. 8562, 4582C 4 90 DEGREE CORNER PART NO. 7C9, 7NFJ 5 DO NOT SCALE DRAWINGS SCALE »_� » DRAWN BY LJD DWG. 6 TOLERANCES + N N APPROVED N DATE 08-08703 7C9-7NFJ NCNh Artatri.:A'b i'rt.xitrSwv pox Mpyua{Ac:uYtr JOB: ^nQ_SUN AND SHADE:WALLS ONLY SYSTEM SHEET NO: 2 OF: 13 • • CALCULATED BY: Lawrence Duffy DATE: 10/1/2003 CHECKED BY: Surya Lamsal DATE: 10/1/2003 Outdoor Living...Indoors"1', STAMPED BY: DATE: LIT7HCOLUMNS' WITH WINDOW JAMBS (7111-7NFJ) Y:6005-T5 INPUTS Allowable Stresses for Building Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 108.000 a= 19000 psi Radius of Gyration, r(in): 0.726 SPEC 3.4.2 2 EDGE Width of Section, b (in): 1.134 a= 19000 psi Corresponding Thickness, t(in): 0.050 SPEC 3.4.7 SHEAR Height of Section, h (in): 3.004 Cr= 51000/(k*Ur)^2 = 2305 psi Corresponding Thickness, t(in): 0.050 SPEC 3.4.9 Unbraced Length, Lb(in): 108.000 a- 23.1-0.25(b/t) = 17430 psi Radius of Gyration, ry(in): 0.726 SPEC 3.4.16 Moment of Inertia, Strong Axis(in4): 1 MI?9 6= 27.3-0.29(b/t) = 20723 psi Moment of Inertia,Weak Axis (in4): 0.6(01 o�.. SPEC 3.4.18 Centroid to Outer Fiber Comp. Side, Y(in): 1.5�f 6 6= 28000 = 28000 psi Torsional Constant,J (in4): 1.01A9 SPEC 3.4.20 a= 15.6-.099(h/t) . = 9652 psi MEMBER CONSTANTS. KUr= 148;Pe6__ 2 EDGE b/t= 22.(,TP SHEAR h/t= 60.(�8 Lb/ry 148.116 LbIX/(0.51*(ly*J)"0.5)= 74.E, MAXIMUM ALLOWABLE STRESSES TENSION = 19000 psi 0.050 i-- COMPRESSION: = 2305 psi I �� BENDING: = 19000 psi o.062 U SHEAR= 9652 psi C- i m 1 1 -�- 0.944 �— I--- 1.825 0.050 0.062 --► m Ln O O co 0 0.881 0.944 1 .825 ---------------- REGIONS °------- Area: 1,1393 Perimeter: 40,4717- Bounding bbx: X: -1,520.3 1,5548 Y: -1,419fi} -- 1,6002 Centroid: X: 0,0000 Y: 0,0000 Moments of inertia: X: 1,0886 Y: 0,6005 Product of inertia: XY: -0.0021 Radii of gyration: X: 0,9775 Y: 0,7260 Principal moments and X-Y directilons about centroid: I: 0.6005 along 10,0044 -1.00001 J: 1,0886 along [1,0000 0,00441 NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TE PER 6105-T5, 6005-T5 0 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.050, 0.062 00 HOLHROOK, NEW YORK 11741 WALL - 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH - 3 TITLE SECTION PROPERTIES DIE NO. 5328B, 4582 4 LITE H COLUMNS PART NO. 7*111,7NFJ 5 DO NOT SCALE DRAWINGS SCALE 1 11-1 " DRAWN BY LJD DWG. s TOLERANCES + - - N APPROVED DATE 08-08-03 7111 U-7NFJ NC.t{;ANaCriGA'f.91C1µiCrguwyOMMAY.u{AE:a(rtv JOB: 230 SUN AND SHADE:WALLS ONLY SYSTEM ,� , r , , '� SHEET NO: 3 OF: 13 F - CALCULATED BY: Lawrence Duffy DATE: 10/1/2003 CHECKED BY: Surya Lamsal DATE: 10/1/2003 Outdoor living.-Indoors l' .N Y L T A A I R A M N PLC STAMPED BY: _ • DATE: = •.. .....,n r� • LITE H COLUMS WITH WINDOW JAMBS AND RAFTER STIFFENER(7111 7NFJ 4RSB) ALLOY:6005-T5 INPUTS Allowable Stresses for Building Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L (in): 108.000 Cr= 19000 psi Radius of Gyration, r(in): 0.710 SPEC 3.4.2 1 EDGE Width of Section, b (in): 2.563 6= 19000 psi Corresponding Thickness, t (in): 0.159 SPEC 3.4.7 2 EDGE Width of Section, b (in): 1.188 6= 51000/(k`Ur)^2 = 2204 psi Corresponding Thickness, t(in): 0.050 SPEC 3.4.8 SHEAR Height of Section, h (in): 5.561 a= 154/(b/t) = 9554 psi Corresponding Thickness,t (in): 0.062 SPEC 3.4.9 Unbraced Length, Lb (in): 108.000 a= 23.1-0.25(b/t) = 17160 psi Radius of Gyration, ry(in): 0.710 SPEC 3.4.15 Moment of Inertia, Strong Axis(in4): 7.214 6= .183/(b/t) = 11353 psi Moment of Inertia,Weak Axis (in4): 1.182 SPEC 3.4.16 Centroid to Outer.Fiber Comp. Side, Y (in): 2.945 6= 27.3-r.29(b/t) = 20410 psi Torsional Constant,J (in4): 7.215 SPEC 3.4.17 6= 40.5-1.11(b/t) = 17772 poi MEMBER CONSTANTS SPEC 3.4.18 KUr= 152.11 a= 28000 = •28000 psi 1 EDGE b/t= -16.12 SPEC 3.4.20 2 EDGE b/t= 23.76 6= 39000/(h/t)^2 = .4848 psi SHEAR h/t= 89.69 Lb/ry= 152.11 LbIX/(0.5l*(ly`J)^0.5)= 12.02 MAXIMUM ALLOWABLE STRESSES ,,o TENSION = 19000 psi I� COMPRESSION: = 2204 psi BENDING: = 11353 psi SHEAR= 4848 psi Fg a.ae JG �r o4z, 1 .710 U N 0.105 0.050 1? Ln O.OG2 Ln v m N 0.904 0.92 1 1 .825 --------------=- REGIONS ---------------- Area: 2.347 sq in Perimeter: 55.869. in Bounding box: X: -1.529 -- 1.546 in Y: -2.957 -- 2.616 in Centroid: X: 0.000 in Y: 0.000 in Moments of inertia: X: 7.214 sq in sq in Product of inertia: XY: Yi 1.182 sq in sq in 0.028 sq in sq in Radii of gyration: X: 1.753 in Y: 0.710 in Principal moments (sq in sq in) and X-Y directions about centroid: I: 1.182 along [0.005 1.000] J: 7.215 along [-1.000 0.0051 NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. ALLOY TEMPER 6i�-15,so�-Ts,6W�15 1 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.050, 0.062 HOLBROOK, NEW YORK 11741 WALL 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH - 3 TITLE SECTION PROPERTIES DIE NO.53288, 4582, 7249 4 LITE H COLUMNS WITH RAFTER STIFFENER PART N0.7*111 7NFJ,4RSB 5 DO NOT SCALE DRAWINGS SCALE3/4y-1 DRAWN BY LJD DWG. 6 TOLERANCES + ti N APPROVED - DATE 08-08-03 7111U-7NFJ-4RSB NctF Anatri.:A't.Ple-it,Suwrpax MANu{A�:u2� JOB: 230 SUN AND SHADE:WALLS ONLY SYSTEM ti , DOW WIN , # SHEET NO: 4 OF: 13 luau CALCULATED BY: Lawrence Duffy DATE: 10/1/2003 Outdoor Living...bidoors j� CHECKED BY: Surya Lamsal DATE: 10/1/2003 'an utrrwrwww• rtc ...,.....�....,�br STAMPED BY: DATE: ELECTRIC H COLUMN WITH WINDOW JAMBS(7145 7NFJ) ALLOY: 6005-T5, 6005-T5 INPUTS Allowable Stresses for Building Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 108.000 6= 19000 psi Radius of Gyration, r(in): 1.035 SPEC 3.4.2 1 EDGE Width of Section, b (in): 0.612 Cr= 19000 psi Corresponding Thickness,t(in): 0.053 SPEC 3.4.7 2 EDGE Width of Section, b (in): 2.366 Cr= 51000/(k*Ur)^2 = 4687 psi Corresponding Thickness,t(in): 0.066 SPEC 3.4.8 SHEAR Height of Section, h (in): 3.045 6= 154/(b/t) = 13307 psi Corresponding Thickness, t(in): 0.065 SPEC 3.4.9 Unbraced Length, Lb(in): 108.000 Cr= 490/(b/t) = 13669 psi Radius of Gyration, ry(in): 1.640 SPEC 3.4.14 Moment of Inertia, Strong Axis(in4):. 4.381 6= 21000 = 21000 psi Moment of Inertia, Weak Axis (in4): 1.747 SPEC 3.4.15 Centroid to x-axis,Y, comp. side(in): 1.7.96 . 6= 183/(b/t) = 158.13 psi Torsional Constant,J (in4): .4.381 SPEC 3.4.16 6= 580/(b/t) _• 16180 psi MEMBER CONSTANTS SPEC 3.4.17 KL/r=. 104.32 a= 40.5-1.41(b/t) = 24182 psi 1 EDGE b/t= 11.57 _ SPEC 3.4.18 2 EDGE b/t=. 35.85 6= 28000 = 28000 psi SHEAR h/t= 46.85 SPEC 3.4.20 Lb/ry= -65.87 6= 15.6-.099(h/t) = 10962 psi Lbl,,/(0.5*Y*(ly*J)^0.5)= 47.95 MAXIMUM ALLOWABLE STRESSES 0.062 0.066 TENSION = 19000 psi COMPRESSION: = 4687 psi o _ m BENDING: = 15813 psi �• N SHEAR= 10962 psi Lr. I 1 1 2.056 i-p,058 r 4.114 I O.OG 2 0.000 � m Ln O m m N 2.05G 2.058 4. 1 14 ---------------- REGIONS . -------- Area; 1,-6297 Perimeter) 50.96.79 Bounding box: X; -2.6815 -- 2.6828 Y: 1.2666 =- 1.7956 Centroid: X: 0,.000.0 Y: 0,0000 _ Moments of inertia: X; 1,7468 - Y 1 4,3809 Product of inertia: XY: 0.0017 _ Radii of gyration: X: 1,0353 Y: 1.6396 Principal moments and X-Y directions about centroid; I: 1,7468 along [1,0000 0.00071 J; 4,3809 along 1-0,0007 1.00001 N0. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6005-T5, 6005-T5 50.05 VETERANS MEMORIAL HIGHWAY TYPICAL a HOLBROOK, NEW YORK 11741 WALL 0.066, 0.062 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH - 3 TITLE SECTION PROPERTIES DIE NO. 5339C, 4582 4 ELECTRIC H COLUMN PART N0. 7*145, 7NFJ 5 DO NOT SCALE DRAWINGS SCALE 1 "-1 " DRAWN BY LJD DWG. 6 TOLERANCES + N - - APPROVED ,. DATE 08-0T- 3 7145-7NFJ North AntrkO'L FVCnaitr Suxvl,Mu MG.w{aeturer JOB: 230 SUN AND SHADE:WALLS ONLY SYSTEM ' r , ' SHEET NO: 5 OF: 13 - � 1111:41110weAhl CALCULATED BY: Lawrence Duffy DATE: # 1# CHECKED BY: Surya Lamsa! DATE: Outdoor Living...Indoors lYr, Y LT RA PRA M■ PLC STAMPED BY: DATE: ;=.N ,].:.Lis.:e..�:�-- ELECTRIC H COLUMN WITH 7BP POST AND WINDOW JAMBS (7145 7BP 7NFJ) ALLOY:6005-T5, 6005-T5 INPUTS Allowable Stresses for Building Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 108.000 a= 19000 psi Radius of Gyration, r(in): 1.313 SPEC 3.4.2 1 EDGE Width of Section, b(in): 0.612 a= 19000 psi Corresponding Thickness,t(in): 0.053 SPEC 3.4.7 2 EDGE Width of Section, b(in): 3.170 Cr= 51000/(k*Ur)A2 = 7538 psi Corresponding Thickness,t(in): 0.130 SPEC 3.4.8 SHEAR Height of Section, h (in): 4.090 Cr= 154/(b/t) = 13307 psi Corresponding Thickness,t(in): 0.130 SPEC 3.4.9 Unbraced Length, Lb(in): 108.000 a= 23.1-0.25(b/t) = 17004 psi Radius of Gyration, ry(in): 1.343 SPEC 3.4.14 Moment of Inertia, Strong Axis(in4): 5.848 6= 21000 = 21000 psi Moment of Inertia,Weak Axis (in4): 5.593 SPEC 3.4.15 Centroid to x-axis,Y, comp. side(in): 2.298 6= 183/(b/t) = 15813 psi Torsional Constant, J (in4): 5.848 SPEC 3.4.16 Cr= 27.3-0.29(b/t) = 20228 psi MEMBER CONSTANTS SPEC.:.AA KUr= 82.25 6= 40.5-1.41(b/t) = 24182 psi 1 EDGE b/t= 11.57 SPEC 3.4.18" 2 EDGE b/t= 24.38 Cr= 28000 = 28000. psi SHEAR h/t= 31.46 SPEC 3.4.20 Lb/ry= 80.42 6= 11000 = 11000 psi Lbl,l/(0.5*Y*(ly*J)A0.5)= 89•90 MAXIMUM ALLOWABLE STRESSES 0.130_17— III TENSION = 19000 psi 0.062 0.066 OI COMPRESSION: = 7538 psi c o BENDING: = 15813 psi L � SHEAR= 11000 psi I�c � 2.056- 2.058 0. 130 N N O.OG2 O.OGG n 0 N 2.05G 2.058 .4. 1 14 ---------------- REGIONS ----------------- Area: 3.243 sq in Perimeter: 73.301 in Bounding box: X: -2.681 -- 2.683 in Y: -1.809 - 2.298 in Centroid: X: 0.000 in Y: 0.000 in Moments of inertia: X: 5.593 sq in sq in Y: 5.848 sq in sq in Product of inertia: XY: 0.001 sq in sq in Radii of gyration: X: 1.313 in Y: 1.343 in Principal moments (sq in sq in) and X-Y directions about centroid: I: 5.593 along [1.000 0.005] J: 5.848 along [-0.005 1.000] N0. REVISION BY FOUR SEASONS SOUR PRODUCTS CORP. TEMPER 600545, 6005-T5 1 0 5005 VETERANS_ MEMORIAL HIGHWAY TYPICAL 0.066, 0.052 HOI BROOK, NEW YORK 11741 WALL 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH TITLE SECTION PROPERTIES DIE No. �3 9C., 4582 4 ELEC I RIB, H tom.OLUMN WITH H BEAM [D liST PART NO.7s145, -78P a DO NO I SCALEDIRAWINGS1 SCALE 1 - i '° DRAWN BY LJD DWG, 6 TOLERANCES N - r , APPROVED DATE 05-06-03 ;145-7BP-?I`F•J ro.tHahe.waL�r.,tc.sw.,eo .tea {at.e. JOB: 230 SUN AND SHADE:WALLS ONLY SYSTEM SHEET NO: 6 OF: 13 i CALCULATED BY: Lawrence Duffy DATE: 10/1/2003 CHECKED BY: Surya Lamsa! DATE: 10/1/2003 Outdoor Living...Indoorsi1l'; STAMPED BY: DATE: Au YLTRAPRAR1R PLC t':•+tt i-.:h �• SILL (7CS) TO FOUNDATION FASTENERS: 2 0.500 "X 3.000 " LAG BOLTS DETAIL ON AT EACH COLUMN AND 16"O.C. Equation In uts: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-T5 Pns =2(D1)(T1)(Ft„1)/n„ T1:Thickness of Piece 1 (in): .055 _( .500 )( .055 )( 38 )2/2.34= 893.2# Fastener Type: LAG BOLTS Pas =Ns'Pnsmin Thread Type: SPACED THREADS _( 2 )( 893.2 )= 1786.3 # Crown(C)or Valley(V)Fastening: C D2:Diameter of Head/Washer(in): 1.5 D1:Nominal Diameter of Fastener(in): 0.500 L:Length of Fasteners(in): 3.000 ALLOWABLE CONNECTION TENSION Ns:Number of Screws: 2 Pnov =(D2-D1)(T1)(Ftu1)(C)/ns _( 1.5 - 0.5 )( .055 )( 38 )( 1 )/3= 696.7# Pat =Ns'Pn.in Aluminum Alloy Structural Values _( 2 )( 696.7 ) = 1393.3# Ft11: Ultimate Tension of Piece 1.(ksi): 38 Fty1:Yield Tensir-,n^"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.- y MAXIMUM ALLOWABLE LOADS SHEAR: 1786.3 # TENSION 1478.3 # NOTE: THESE CALCULATIONS PERTAIN TO THE CONNECTIONS UP TO,BUT NOT INCLUDING, THE CONNECTIONS TO THE EXISTING STRUCTURE AND/OR ANY NEW CONSTRUCTION. THE CONNECTIONS TO THE EXISTING STRUCTURE AND/OR ANY NEW CONSTRUCTION MUST BE ANALYZED ACCORDING TO CONDITIONS SPECIFIC TO EACH JOB BY OTHERS. UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT REVISION DATE 10-01-2003(UD) Calculations Conform to(AA)ADM2000 OUT5IDE 1N151DE OF OF ROOM ROOM EXR'D ALUMINUM CL05ED 51LL(A'7C5) FOUNDATION �II . (BY OTHER5) MINIMUM OF(2) 1/2"FASTENER w/1 1/2"WA5HER 14 AT EACH COLUMN AND EVERY I G"O.C. I; ACTUAL DE51GN OF THESE CONNECTIONS MUST BE DETERMINED BY OTHER5. SIDE VIEW T V (DRAWN BY: DESCRIPTION:SILL TO FOUNDATION DWG.#:06 DATE:10/20103 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: NOrLH FxCYiGA'Ei'.'[v.I1Cr SNxYOCIx MAxN{ACG4rer JOB: 230 SUN AND SHADE:WALLS ONLY SYSTEM SHEET NO: 7 OF: 13 . - &Me CALCULATED BY: Lawrence Duffy DATE: 10/1/2003 CHECKED BY: Surya Lamsal DATE: 10/1/2003 Outdoor Living...Indoors I)' STAMPED BY: DATE: -a Y LT NA!!AM■ •LC C —,- N'Z>�- SILL TO CORNER COLUMN FASTENERS: 8 0.164 "X 0.500 " TEK SCREWS DETAIL ON Ecivation Inputs: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-T5 Pns =2(D1)(T1)(Fti1)/nu T1:Thickness of Piece 1 (in): .055 =( .164 )( .055 )( 38 )2/2.34= 293.0# A2:Alloy of Piece 2: 6063-T5 Pns =2(D1)(T2)(Ftu2)/nu T2:Thickness of Piece 2(in): .062 =( .164 )( .062 )( 22 )2/2.34= 191.2# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5`4.2(Fu2)for T2<=T1 Thread Type: SPACED THREADS =(( .062 )( .062 )( .062 )( 0.164 ))E0.5'4.2( 22000 )= N/A Crown(C)or Valley(V)Fastening: C Pas =Ns'Pnsn;n D2:Diameter of Head/Washer(in): .322 _( 8 - )( 191.2 )= 1529.5 # D1: Nominal Diameter of Fastener(in): 0.164 L: Length of Fasteners(in): 0.500 Asn:Thread Stripping Area of Internal Thread(Per Inch): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pno, =(D2-D1)(T1)(Ftut)(C)/ns tc,Thread Engagement Depth: 0.062 _( .322 0.164 )( .055 )( 38 )( 1 )/3= 110.1 # Ns:Number of Screws: 8 Pno ij= (Ks)(D1)(tc)(F1y2)/ns. 54.8# Pat p Ns'Prinin _( -8 )( 54.8 ) = 438.2# Aluminum Alloy Structural Values Ft,,: Ultimate Tension of Piece 1 (ksi): 38 Ftyt:Yield Tension of Piece 1 (ksi): 35 Ftu2: Ultimate Tension of Piece 2(ksi): 22 Fty2:Yield Bearing of Piece 2(ksi): 16 MAXIMUM ALLOWABLE LOADS Coeffiecients: SHEAR: 1529.5# Coeffiecient,Ks= 1.01 TENSION 438.2 # Coeffiecient 2/n= 0.0625 Coeffiecient,4/n= 0.125 UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT REVISION DATE 10-M-2003(UD) Calculations Conform to(AA)ADM2000 CONT. EXTR'D ALUMINUM CL05ED SILL(A-7C5) BELOW EXTR'D ALUMINUM WINDOW JAMB(A7.131 U) #8 x 1/2"TEK SCREW(117'150) EIGHT AT EACH CORNER EXTR'D ALUMINUM CORNER COLUMN (A-7C9) PLAN VIEW - T/V T/V DRAWNBY:JP DESCRIPTiON:SILL TO CORNER COLUMN rDWG.#:09 DATE:10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: Nghh A, rLWGPT,itr Sun m--A—fVM.1f' JOB: 230 SUN AND SHADE:WALLS ONLY SYSTEM SHEET NO: 8 OF: 13 CALCULATED BY: Lawrence Duffy DATE: 10/1/2003 CHECKED BY: Surya Lamsal DATE: 10/1/2003 Outdoor Living...lndoors a'(' STAMPED BY: DATE: SILL TO LITE H COLUMN FASTENERS: 6 0.164 "X 0.500 " TEK SCREWS DETAIL ON Equation In uts: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-T5 Pns =2(D1)(T1)(F,u1)/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)(Fw2)/nu T2:Thickness of Piece 2(in): .05 =( .164 )( .05 )( 38 )2/2.34= 266.3# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5'4.2(Ftu2)for T2<=T1 Thread Type: SPACED THREADS =(( .05 )( .05 )( .05 )( 0.164 ))E0.5"4.2( 38000 )= 722.6 Crown(C)or Valley(V)Fastening: C Pas =Ns'Pnsmin D2:Diameter of Head/Washer(in): .322 _( 6 )( 266.3 )= 1597.9 # D1:Nominal Diameter of Fastener(in): 0.164 #8 FASTENER MAXIMUM SHEAR IS 216.5# L: Length of Fasteners(in): 0.500 Asn:Thread Stripping Area of Internal Thread(Per Inch): 0.014 ALLOWABLE CONNECTION TENSION in,Threads Per Inch: 32 Pnov =(D2-D1)(T1)(Ftuj)(C)/ns tc,Thread Engagement Depth: 0.05 _( .322. - 0.164 )( .055 )( 38 )( 1 )/3= 110.1 # Ns: Number of Screws: 6 Pnot = (Ks)(D1)(tcKFty2)/ns 96.6# Pat =Ns'Pr6in _( 6 )( 96.6 ) = 579.7# Aluminum Alloy Structural Values Ftut:Ultimate Tension of Piece 1 (ksi): 38 Ft,1:Yield Tension of Piece 1 (ksi): 35 Ftu2: Ultimate Tension of Piece 2(ksi): 38 FW:Yield Bearing of Piece 2(ksi): 35 MAXIMUM ALLOWABLE LOADS Coeffiecients: SHEAR: 1299.0# Coeffiecient,Ks= 1.01 TENSION 579.7# Coeffiecient 2/n= 0.0625 Coeffiecient,4/n= 0.125 UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT REVISION DATE 10-01-2003(UD) Calculations Conform to(AA)ADM2000 CONT. EXTR'D ALUMINUM CL05ED 51LL(A'7C5) BELOW #8 x 112"TEK SCREW(H7'150) 51X AT EACH COLUMN EXTR'D ALUMINUM WINDOW JAMB (A7 131 U) EXTR'D ALUMINUM H-CHANNEL(AT I I I) PLAN VIEW T V DRAWNBY:JP DESCRIPTION:SILL TO LITE H COLUMN DWG.#:07 DATE:10/20103 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: NM'LI`RWCIiCA'L T!'CYi1CY SUMlAO,M,MA-fatNn, ,JOB: 230 SUN AND SHADE:WALLS ONLY SYSTEM -A IngL ( SHEET NO: 9 OF: 13 CALCULATED BY: Lawrence Duffy DATE: 10/1/2003 CHECKED BY: Surya Lamsal DATE: 1 0/112 0 0 3 Outdoor Lllving...Indoors()'. STAMPED BY: DATE: LTRAPPANS PLC C--, SILL TO ELECTRIC H COLUMN FASTENERS: 6 0.164 "X 0.500 " TEK SCREWS DETAIL ON Equation In uts: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-T5 Pns =2(D1)(T1)(Ftu1)/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)(Ftu2)/nu T2:Thickness of Piece 2(in): .066 =( .164 )( .066 )( 38 )2/2.34= 351.5# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(Ftu2)for T2<=T1 Thread Type: SPACED THREADS =(( .066 )( .066 )( .066 )( 0.164 ))E0.5*4.2( 38000 )= N/A Crown(C)or Valley(V)Fastening: C Pas =Ns*Pnsn,in 132:Diameter of Head/Washer(in): .322 _( 6 )( 293.0 )= 1757.7 # D1:Nominal Diameter of Fastener(in): 0.164 #8 FASTENER MAXIMUM SHEAR IS 216.5# L:Length of Fasteners(in): 0.500 Asn:Thread Stripping Area of Internal Thread(Per Inch): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pnov =(D2-D1)(T1)(Ftu1)(C)/qs tc,Thread Engagement Depth: 0.066 _( .322 : 0.164 )( .055 )( 38 )( 1 )/3= 110.1 # Ns:Number of Screws: 6 Pnot•= ((Ks)(D1)(Fty2)(4/n-tc)+3.26(D1)(Ftu2)(tc-2/n))/ns 137.7# Pat =Ns*Pr6in _( 6 )( 110.1 ) = 660.4# Aluminum Alloy Structural Values Ftu1: Ultimate Tension of Piece 1 (ksi): 38 Ftyt:Yield Tension of Piece 1 (ksi): 35 Ftu2: Ultimate Tension of Piece 2(ksi): 38 Ftyz:Yield Bearing of Piece 2(ksi): 35 MAXIMUM ALLOWABLE LOADS Coeffiecients: SHEAR: 1299.0# Coeffiecient,Ks= 1.01 TENSION 660.4# Coeffiecient 2/n= 0.0625 Coeffiecient,4/n= 0.125 UNC THREADS:Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT REVISION DATE 10-01-2003(LJD) Calculations Conform to(AA)ADM2000 #8 x 1/2"TEK SCREW(H7'150) 51X AT EACH COLUMN EXTR'D ALUMINUM ELECTRIC H-CHANNEL(AT 145) EXTR'D ALUMINUM WINDOW JAMB(AT 131 U) PLAN VIEW CONT. EXTKD-ALUMINUM - CL05ED 51LL(A'7C5) BELOW T V DRAWNBY:JP DESCRIPTION:SILL TO ELECTRIC H COLUMN DWG.#:08 DATE:10/20103 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: Nmk.A. ,ica'La.-U,Sw... - JOB: 230 SUN AND SHADE:WALLS ONLY SYSTEM .Y, , 0 L , SHEET NO: 10 OF: 13 CALCULATED BY: Lawrence Duffy DATE: 10/1/2003 CHECKED BY: Surya Lamsal DATE: 10/1/2003 Outdoor Living...Indoors 4'r't STAMPED BY: DATE: ..n 0LTRA.■AM■ PLC E"E TO CORNER COLUMN FASTENERS: 8 0.164 "X 0.500 " TEK SCREWS DETAIL ON Equation Inputs: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-T5 Pns =2(D1)(T1)(Fti1)/n„ T1:Thickness of Piece 1 (in): .055 _( .164 )( .055 )( 38 )2/2.34= 293.0 # A2:Alloy of Piece 2: 6063-T5 Pns =2(D1)(T2)(Ft„2)/n„ T2:Thickness of Piece 2(in): .062 _( .164 )( .062 )( 22 )2/2.34= 191.2# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5'4.2(F„2)for T2<=T1 Thread Type: SPACED THREADS =(( .062 )( .062 )( .062 )( 0.164 ))E0.5"4.2( 22000 )= N/A Crown(C)or Valley(V)Fastening: C Pas =Ns'PnSmin D2:Diameter of Head/Washer(in): .322 _( 8 )( 191.2 )= 1529.5 # - D1: Nominal Diameter of Fastener(in): 0.164 L:Length of Fasteners(in): 0.500 Asn:Thread Stripping Area of Internal Thread(Per Inch): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pnov =(D2-D1)(T1)(Fti1)(C)/ns tc,Thread Engagenent Depth: 0.062 _( .322 - 0.164 )( .055 )( 38 )( 1 )/3= 110.1 # Ns:Numbelrof Screws: 8 Pnot = (Ks)(D1)(tc)(Fty2)/ns = 54.8 # } Pat =Ns'Prnin _( 8 )( 54.8 ) = 438.2# Aluminum,Alloy Structural Values Ftu1: Ultimate Tension of Puce 1 (ksi): 38 - Fty1:Yield Tension of P'lece 1 (ksi): 35. Fti2: Ultimate Tension of Piece 2(ksi): 22 Fty2:Yield Bearing of Pi`.ece 2(ksi): 16 MAXIMUM ALLOWABLE LOADS Coeffiecients: SHEAR: 1529.5# Coeffiecient,Ks= 1.01 TENSION 438.2# Coeffiecient 2/n= 0.0625 Coeffiecient,4/n= 0.125 UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT REVISION DATE 10-01-2003(UD) Calculations Conform to(AA)ADM2000 NAHt:A"KliGA'6 rrtnuL15YNA0Mi.MAwt{AGt,.,T. JOB: 230 SUN AND SHADE:WALLS ONLY SYSTEM SHEET NO: 11 OF: 13 CALCULATED BY: Lawrence Duffy DATE: 1 0/112 0 0 3 CHECKED BY: Surya Lamsal DATE: 10/1/2003 Outdoor Living...Indoors t''! STAMPED BY:AV V LTEAPRAMN PLC DATE: E"E TO LITE H COLUMN FASTENERS: 6 0.164 "X 0.500 " TEK SCREWS DETAIL ON E uation In uts: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-T5 Pns =2(D1)(T1)(Ftut)/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)(Ftu2)/nu T2:Thickness of Piece 2(in): .05 _( .164 )( .05 )( 38 )2/2.34= 266.3# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5'4.2(Fu2)for T2<=T1 Thread Type: SPACED THREADS =(( .05 )( .05 )( .05 )( 0.164 ))E0.5'4.2( 38000 )= 722.6 Crown(C)or Valley(V)Fastening: C Pas =Ns'Pns,n;n D2:Diameter of Head/Washer(in): 322 _( 6 )( 266.3 )_ . 1597.9 # D1:Nominal Diameter of Fastener(in): 0.164 #8 FASTENER MAXIMUM SHEAR IS 216.5# L:Length of Fasteners(in): 0.500 Asn:Thread Stripping Area of Internal Thread(Per Inch): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pn,, =(D2-D1)(T1.)(F„u1)(C)/ns tc,Thread Engagement Depth: 0.05 _(. .322 - 0.164 )( .055 )( 88 )( 1 )/3= 110.1 # Ns:Number of Screws: 6 P,,,: _ (Ks)(D1)(tc)(Fty2)/ns 96.6# Pat =Ns`Pr6in _( 6 )( -96.6 -) — 579.7# Aluminum Alloy Structural Values Flu,: Ultimate Tension of Piece 1 (ksi): 38 - Ftyt:Yield Tension of Piece 1 (ksi): 35 Fti2: Ultimate Tension of Piece 2(ksi): 38 Fty2:Yield Bearing of Piece 2(ksi): 35 MAXIMUM ALLOWABLE LOADS Coeffiecients: SHEAR: 1299.0# Coeffiecient,Ks= 1.01 TENSION 579.7# Coeffiecient 2/n= 0.0625 Coeffiecient,4/n= 0.125 UNC THREADS:Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT REVISION DATE 10-01-2003(UD) Calculations Conform to(AA)ADM2000 NOItI•.AiL(YtGq•6i+rLY.IiLr Sl1WOCNt Mq..:,{actrnr JOB: 230 SUN AND SHADE:WALLS ONLY SYSTEM ' , SHEET NO: 12 OF: 18 CALCULATED BY: Lawrence Duffy DATE: 10/1/2003 CHECKED BY: Surya Lamsal DATE: 10/1/2003 Outdoor Living...Indoors('i�)', STAMPED BY:AN W LIMA FRAME PLC—IM, DATE: E"E TO ELECTRIC H COLUMN FASTENERS: 6 0.164 "X 0.500 " TEK SCREWS DETAIL ON Equatio nInputs. ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: Pns =2(D1)(T1)(Ftii1)/nu T1:Thickness of Piece 1 (in): _( .164 )( .055 )( 38 )2/2.34= 293.0# A2:Alloy of Piece 2: Pns =2(D1)(T2)(Ftu2)/nu T2:Thickness of Piece 2(in): .066 _( .164 )( .066 )( 38 )2/2.34= 351.5# Fastener TypeJHRWEADS CREWS Pns =((T2)(T2)(T2)(D1))E0.5`4.2(Fi2)for T2<=T1 Thread Type THREADS _(( .066 )( .066 )( .066 )( 0.164 ))E0.5`4.2( 38000 )= N/A Crown(C)or Valley( : CPas =Ns`Pns ;nD2: Diameter of Head : .3226 )( 293.0 )= 1757.7 # D1: Nominal Diameter of ): 0.164#8 FASTENER MAXIMUM SHEAR IS 216.5# L:Length of F : 0.500 Asn:Thread Stripping Area of Internal Thread(Per Inch): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pnov =(D2-D1)(T1)(Fti1)(C)/N tc,Thread Engagement Depth: 0.066 _( .322 - 0.164 )( .055 )(. 38 )( 1 )/3= 110.1 # Ns: Number of Screws: 6- Pnot = ((Ks)(D1)(Fty2)(4/n-tc)+3.26(D1)(Ftu2)(tc-2/n))/ns .137.7# Pat =Ns`Pr}nin _( 6 )( 110.1 ) = 660.4#' Aluminum Allo Structural Values Ftii1: Ultimate Tension of Piece 1 (ksi): 38 F1y1:Yield Tension of Piece 1 (ksi): 35 Ftu2: Ultimate Tension of Piece 2(ksi): 38 Fty2:Yield Bearing of Piece 2(ksi): 35 MAXIMUM ALLOWABLE LOADS Coeffiecients: SHEAR: 1299.0 # Coeffiecient,Ks= 1.01 TENSION 660.4# Coeffiecient 2/n= 0.0625 Coeffiecient,4/n= 0.125 UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT REVISION DATE 10-01-2003(LJD) Calculations Conform to(AA)ADM2000 N.th JOB: 230 SUN AND SHADE:WAL LS ONLY SYSTEM SHEET NO: 13 OF: 13 v CALCULATED BY: Lawrence Duffy DATE: 10/1/2003 CHECKED BY: Surya L.amsai DATE: lu/1/2003 Outdoor Living...Iudoorst). STAMPED BY: - DATE: E"E TO EXISTING STRUCTURE FASTENERS: 2 0.500 "X 3.000 " LAG BOLTS DETAIL ON AT EACH COLUMN AND 16"O.C. E uation Inputs: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-T5 Pns =2(D1)(T1)(Fti1)/nu T1:Thickness of Piece 1 (in): .055 _( .500 )( .055 )( 38 )2/2.34= 893.2# Fastener Type: LAG BOLTS Pas =Ns'Pns,nin Thread Type: SPACED THREADS _( 2 )( 893.2 )= 1786.3 # Crown(C)or Valley(V)Fastening: C D2: Diameter of Head/Washer(in): 1.5 D1:Nominal Diameter of Fastener(in): 0.500 L:Length of Fasteners(in): 3.000 ALLOWABLE CONNECTION TENSION Ns:Number of Screws: 2 Pnov =(D2-D1)(T1)(Ftut)(C)/ns _( 1.5 - 0.5 )( .055 )( 38 )( 1 )/3= 696.7# Pat =Ns'Pnrnin Aluminum Alloy Structural Values _( 2 )( 696.7 ) = 1393.3 # Ftu1: Ultimate Tension of Piece 1 (ksi): 38 Fty1:Yield Tension of Piece.1 (ksi): 35 WASHER OF 1.5" 16"O.C.WILL CONTIBUTE A MAXIMUM OF 85#BASED ON A 0.1"DEFLECTION OF SILL. MAXIMUM ALLOWABLE LOADS SHEAR: 1786.3# TENSION 1478.3# NOTE: THESE CALCULATIONS PERTAIN TO THE CONNECTIONS UP TO,BUT NOT INCLUDING, THE CONNECTIONS TO THE EXISTING STRUCTURE AND/OR ANY NEW CONSTRUCTION. THE CONNECTIONS TO THE EXISTING STRUCTURE AND/OR ANY NEW CONSTRUCTION MUST BE ANALYZED ACCORDING TO CONDITIONS SPECIFIC TO EACH JOB BY OTHERS. UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT REVISION DATE 10-01-2003(LJD) Calculations Conform to(AA)ADM2000 Nartl� t4vu.erica's�rew+.i�er Su.►n.r00vu. Mav�ufacturer rs Outdoor Liuingg...In,doo =•. tV U LTRAFRAME PLC % r, t1F � N ✓ ALUMINUM DESIGN MANUAL REFERENCES FOUR SEASONS SOLAR PRODUCTS 5005 Veterans Memorial Highway Holbrook, New York 11741 (631)563-4000 Fax:(631)218-9076 Table 3.3-1 MINIMUM MECHANICAL PROPERTIES FOR ALUMINUM ALLOYS TENSION COMPRESSION SHEAR COMPRESSIVE ALLOY THICKNESS MODULUS OF AND PRODUCT RANGE Fwt Fryt F y F,,, I F.y ELASTICITY$ TEMPER IN. ksi ksi ksi ksi ksi E ksi 110D-1-112 Sheet,Plate All 14 11 10 9 6.5 10,100 -1-114 (Rolled Rod&Bar) All 16 14 13 10 8 10,100 2014-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 -1-116 Drawn Tube All 24 21 19 14 12 10,100 -H18 Drawn Tube All 27 24 21 15 14 10,100 Alclad 3003-1-112 Sheet&Plate 0.017-2.000 16 11 9 10 6.5 10,100 -H14 Sheet&Plate 0.009-1.000 19 16 13 12 9 10,100 -1-116 Sheet 0.006-0.162 23 20 17 14 12 10,100 -1-118 Sheet 0.006-0.128 26 23 - 19 15 13 10,100 Alclad 3003--1-114 Drawn Tube 0.025-0.259 19 16 15 12 9 10,10D -1-118 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 0.009-1.OD0 32 25 22 19 14 10,100 -H36 Sheet 6.006-0.162 35 28 25 20 16 10,100 -1-138 Sheet 0.006-0.128 38 31 29 21 18 10,100 3004-H34 Drawn Tube 0.018-0.450 32 25 24 19 14 10,100 •-H36 Drawn Tube 0.018-0.450 35 28 27 20 16 10,100 Alelad- 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 -1-136 Sheet 0.006-0.162 34 27 24 19 16 10,100 -1-138 Sheet 0.006-0.128 37 30 28 21 17 10,100 -H131, H241.H341 Sheet 0.024-0.050 31 26 22 18 15 10,100 -1-1151, H261,H361 Sheet 0.024-0.050 34 30 28 19 17 10,100 3005-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 5005-1-112 Sheet&Plate 0.017-2.000 18 14 13 11 8 10,100 -H14 Sheet&Plate 0.009-1.000 21 17 15 12 10 10,100 -H16 Sheet 0.006-0.162 24 20 18 14 12 10,100 -H32 Sheet&Plate 0.017-2.000 17 12 11 11 7 10,100 -1-134 Sheet&Plate 0.009-1.000 20 15 14 12 8.5 10,100 -H36 Sheet 0.006-0.162 23 18 16 13 11 10,100 5050-1-132 Sheet 0.017-0.249 22 16 14 14 9 10,100 -H34 Sheet 0.009-0.249 25 20 18 15 12 10,100 -H32 Cold Fin. Rod&Bart All 22 16 15 13 9 10,100 Drawn Tube -1-134 Cold Fin. Rod&Bart All 25 20 19 15 12 10,100 Drawn Tube For all footnotes,see last page of this Table January 2000 I-A-15 Table 3.3-1 MINIMUM MECHANICAL PROPERTIES FOR ALUMINUM ALLOYS COMPRESSION SHEAR COMPRESSIVE ALLOY THICKNESS TENSION MODULUS OF AND PRODUCT RANGE Fmt Ft F., F_ F., ELASTICITY$ TEMPER IN. ksi ksi ksi ksi ksi E ksi 5052-0 Sheet& Plate 0.006-3.DOD 25 9.5 9.5 16 5.5 10,200 -1-132 Sheet& Plate \ All 31 23 21 19 13 10,200 -1-134 Cold Fin.Rod&Bar All 34 26 24 20 15 10,200 (Drawn Tube -1-136 Sheet 0.006-0.162 37 29 26 22 17 10,200 5083-0 Extrusions up thru 5.000 39 16 16 24 9 10,400 -1-1111 Extrusions up thru 0.500 40 24 21 24 14 10,400 -1-1111 Extrusions 0.501-5.000 40 24 21 23 14 10,400 -0 Sheet& Plate 0.051-1.500 40 18 18 25 10 10,400 -1-1116 Sheet& Plate 0.188-1.500 44 31 26 26 18 10,400 -1-1321 Sheet&Plate 0.188-1.500 44 31 26 26 18 10,4D0 -1-1116 Plate 1.501-3.000 41 29 24 24 17 10,400 -1-1321 Plate 1.501-3.000 41 29 24 24 17 10,400 50B6-0 Extrusions up thru 5.000 35 14 14 21 8 10,400 -H111 Extrusions up thru 0.500 36 21 18 21 12 10,400 -H111 Extrusions 0.501-5.000 36 21 18 21 12 10,400 -0 Sheet&Plate 0.020-2.000 35 14 14 21 8 10,400 -1-1112 Plate 0.250-0.499 36 18 17 22 10 10,400 -1-1112 Plate 0.500-1.000 35 16 16 21 9 10,400 -1-1112 Plate 1.001-2.000 35 14 15 21 8 10,400 -1-1112 Plate 2.001-3.000 34 14 15 21 8 10,400 -1-1116 Sheet&Plate All 40 28 26 24 16 10,400 -1-132 Sheet&Plate All 40 28 26 24 16 10,400 Drawn Tube -H34 Sheet&Plato All 44 34 32 26 20 .10,400 Drawn Tube 5154-H3B Sheet 0.006-0.128 45 35 33 24 20 10,300 5454-0 Extrusions up thru 5.000 $1 12 12 19 7 10,400 -1-1111 Extrusions up thru 0.500 33 19 16 20 11 10,400 --H111 Extrusions 0.501-5.000 33 19 16 19 11 10,400 -1-1112 Extrusions up thru 5.000 31 12 13 19 7 10;400 -0 Sheet&Plate 0.020-3.000 31 12 12 19 7 10,400 -1-132 Sheet&Plate 0.020-2.000 36 26 24 21 15 10,400 -1-134 Sheet&Plate 0.020-1.000 39 29 27 23 17 10,400 . 5456-0 Sheet&Plate 0.051-1.500 42 19 19 26 11 10,400 - -H116 Sheet&Plate 0.188-1.250 46 33 27 27 19 10,400 -1-1321 Sheet&Plate 0.188-1.250 46 33 27 27 19 10,406 -1-1116 Plate 1.251-1.500 44 31 .25 25 18 10,400 _ -H321 Plate 1.251-1.500 44 31 25 25 18 10,400 -1-1116 Plate 1.501-3.000 41 29 25 25 17 10,400 -H321 Plate 1.501-3.000 41 29 25 25 17 10,400 6005-T5 Extrusions up thru 1.000 38 35 35 24 20 10,100 6061-T6,T651 Sheet&Plate 0.010-4.000 42 35 35 27 20 10,100 -T6,T6510,T6511 Extrusions All 38 35 35 24 20 10,100 -T6,T651 Cold Fin.Rod&Bar up thru 8.000 42 35 35 25 20 10,100 -T6 Drawn Tube 0.025-0.500 42 35 35 27 20 10,100 -T6 Pipe All 38 35 35 24 20 10,100 6063-T5 Extrusions up thru 0.500 22 16 16 13 9 10,100 -T5 Extrusions 0.500-1.000 21 15 15 12 8.5 10,100 -T6 Extrusions&Pipe All 30 25 25 19 14 10,100 6066-T6,T651 0.T6511 Extrusions All 50 45 45 27 26 10,100 6070-T6,T62 Extrusions up thru 2.999 48 45 45 29 26 10,100 6105-T5 Extrusions up thru 0.500 38 35 35 24 20 10,100 6351-T5 Extrusions up thru 1.000 38 35 35 24 20 10,100 6463-T6 Extrusions up thru 0.500 30 25 25 19 14 10,100 t Fn,and F,y,are minimum specified values(except F,y for 1100-1-112,-1-114 Cold Finished Rod and Bar and Drawn Tube,Alclad 3003-H18 Sheet and 5050-1-132,-1-134 Cold Finished Rod and Bar which are minimum expected values);other strength properties are corresponding minimum expected values. *Typical values.For deflection calculations an average modulus of elasticity is used;this is 100 ksi lower than values in this column. -A-16 January 2000 For angles,the gross width shall be the sum of the widths 5.1.10 Spacing of Stitch Rivets,Screws and Bolts of the legs less the thickness.The gage for holes in opposite in Webs legs shall be the sum of the gages from the back of the angles,less the thickness. Where two or more web plates are in contact,there shall For splice members,the thickness shall be only that part be stitch rivets,screws or bolts to make them act in unison. of the thickness of the member that has been developed by In compression members,the pitch and gage of such rivets rivets or bolts,beyond the section considered. or bolts shall be determined as outlined in Section 5.1.9.In tension members,the maximum pitch or gage of such rivets, 5.1.7 Effective Sections of Angles screws or bolts shall not exceed a distance,in inches,equal to 3+201,(in mm,76+20t)in which t is the thickness of the If a discontinuous angle(single or paired)in tension is outside plates. connected to one side of a gusset plate, the effective net section shall be the net section of the connected leg plus 5.1.11 Edge Distance of Rivets,Screws or Bolts one-third of the section of the outstanding leg unless the outstanding leg is connected by a lug angle. In the latter The minimum distance from the center of rivet,screw or case,the effective net section shall be the entire net section bolt under computed stress to the edge of the sheet or shape of the angle.The lug angle shall be designed to develop at toward which the pressure is directed shall be twice the ]east one-half the total load in the member and shall be nominal diameter of the rivet,screw or bolt when using the allowable bearing stress shown in Tables 5.1.1.3-] and-2. connected to the main member by at least two fasteners. For double angles placed back-to-back and connected to When a shorter edge distance is used,the allowable bearing both sides of a gusset plate,the effective net section shall be stress shall be reduced by the ratio: actual edge dis- thenet section of the connected legs plus two-thirds of the tance/twice the fastener diameter(See Section 3.4.5). The edge distance shall not be less than 1.5 times the fastener section of the outstanding legs. For intermediate joints of continuous angles,the effec- diameter to extruded, sheared, sawed, rolled or planed tive net area shall be the gross sectional area less deductions edges. for holes. 5.1.12 Blind Rivets 5.1.8 Grip of Rivets,Screws and Bolts Blind rivets shall not be used unless the grip lengths and if the grip (total thickness of metal being fastened) of rivet-hole tolerances are as recommended by the respective rivets-, screws or bolts carrying calculated stress exceeds manufacturers. four and one-half times the diameter,the allowable load per rivet,screw or bolt shall be reduced.The reduced allowable 5.1.13 Hollow-End (Semi-tubular)Rivets" load shall be the normal allowable load divided by If hollow-end rivets with solid cross sections for a [1/2+GJ/(9D)]in which Gfis the grip and D is the nominal portion of the length are used, the strength of these rivets diameter of the rivet or bolt.If the grip of the rivet exceeds shall not be taken equal to the strength of solid rivets of the six times the diameter,special care shall be taken to insure same material,unless the bottom of the cavity is at least 25 that holes_will be filled completely. percent of the rivet diameter from the plane of shear, as measured toward the hollow-end,and further provided that 5.1.9 Spacing of Rivets,Screws and Bolts they are used in locations where they will not be subjected Minimum distance between rivet centers shall be 3 times to appreciable tensile stresses. the nominal rivet diameter; minimum distance of bolt or screw centers shall be 2'/z times the nominal diameter. In 5.1.14 Steel Rivets built-up compression members the pitch in the direction of Steel rivets shall not be used in aluminum structures stress shall be such that the allowable stress on the individ- unless the aluminum is to be joined to steel or where ual outside sheets and shapes,treated as columns having an corrosion resistance of the structure is not a requirement,or effective length equal to one half the rivet, screw or bolt where the structure is to be protected against corrosion(See pitch exceeds the calculated stress.The gage at right angles Section 6.6.1). to the direction of stress shall be such that the allowable stress in the outside sheets, calculated from Section 3.4.9 5.1.15 Lockbolts exceeds the calculated stress. In this case the width b in Section 3.4.9 shall be permitted to be taken as 0.8g where g Lockbolts shall only be used when installed in confor- is the gage. mance with the lockbolt manufacturer's specifications and when the body diameter and bearing areas under the head and nut, or their equivalent, are not less than those of a f conventional nut and bolt. January 2000 I-A-59 5.1.16 Steel Bolts In addition to the requirements of Section 5.1.17.4,bolts When steel bolts are used they shall be hot-dip shall be proportioned so that the allowable slip load per unit galva- of bolt area determined from the following table is not nized,mechanically galvanized,zinc electro-plated,alumi- exceeded.The nominal diameter of the bolt shall be used to nized, or 300 series stainless steel. When other platings calculate its area. and/or coatings are to be used,evidence shall be submitted Hole Type and Direction of Load to substantiate the corrosion resistance of these products. Any Direction ransverse Parallel 5.1.17 Slip-Critical Connections Contact Surface oversize of Bolted Parts Standard &Short Long Slots Long Slots 5.1.17.1 General Slots Slip-critical connections between aluminum members or (ksi) MPa)Tl�I) (ksi) (MPa) (ksi) (MPa) between aluminum and steel members shall comply with the Class B(Slip 28 195 2D 140 17 115 Research Council on Structural Connections (RCSC) Coefficient 0.50) Specification for Structural Joints Using ASTM A325 or A490 Bolts, Allowable Stress Design, except as modified Bolts shall be installed to develop the minimum bolt here.The shear on a bolt in a slip-critical connection shall tension specified in Section 5.1.17.7. not exceed the allowable shear for the bolt (Section The effect on slip resistance oftemperature changes from 5.1.17.4),the allowable bearing for the connected members the installation temperature and the difference in coeffi- (Section 3.4.5),or the allowable slip load(Section 5.1.17.5). cients of thermal expansion of aluminum and steel shall be addressed. 5.1.17.2 Material 5.1.17.6 Washers Aluminum used in slip-critical connections shall have a tensile yield strength of at least 15 l;si (105 MPa). Bolts a) Washers shall be used under bolt heads and under shall comply with ASTM A325, nuz, shall comply with nuts. ASTM A563 Grade.DH or ASTM :194 Grade 2H, and b) At a long slotted hole in an outer ply, a galvanized washers shall comply with ASTM I1436. Bolts, nuts, and steel plate washer or bar at least 5/16 in. (8 mm)thick with. washers shall be zinc coated by the lice-dip or mechanically standard holes,shall be used. The plate washer or bar shall .deposited processes as specified in A?_STM A325. . completely cover the slot but need not be hardened. c) Where the outer face of the bolted parts has a slope 5.1.17.3 Holes greater than 1:20•with respect to a plane normal to the bolt axis,a beveled washer shall be used. Holes shall be standard holes, ;iversize holes, short slotted holes,or long slotted holes.This-nominal dimensions 5.1.17.7 Installation for each hole type shall not exceec'those shown in the RCSC Specification Table..I. Bolts shall be tightened in accordance with the RCSC Specification.- 5.1.17.4 Design for Strength The shear stress on a bolt shall np»t exceed 21 ksi (145 -5.2 Metal Stitching Staples MPa) for bolts with threads in the shear plane and 30 ksi Allowable strength values for metal stitches in joints (205 MPa)for bolts without threads in the shear plane. Bolt carrying calculated loads shall be established on the basis of shear stresses are based on the nominal cross sectional area tests in accordance with Section 8. (unthreaded body area)of a bolt. The bearing stress on the connected parts shall not exceed the allowable bearing stress 5.3 Tapping Screw Connections specified in Section 3.4.5. The following notation applies to this section: 5.1.17.5 Design for Slip Resistance As„ = thread stripping area of internal thread per Aluminum surfaces abrasion blasted with coal slag to unit length of engagement SSPC SP-5 to an average substrate profile of 2.0 mils(0.05 C = coefficient which depends on screw location mm) in contact with similar aluminum surfaces or zinc painted steel surfaces with a maximum dry film thickness of D = nominal screw diameter 4 mils (0.1 mm) are Class B surfaces. Slip coefficients for D, = nominal hole diameter other surfaces shall be determined in accordance with the = nominal washer diameter RCSC Specification Appendix A. I-A-60 January 2000 D,,,, = larger of the nominal washer diameter and the screw head P,s shall be the lesser of F,, = tensile ultimate strength of member in p� = 2F.tu1 Dt� ns (Eq. 5.3.1.1-2) s contact with the screw head nu F,ny = tensile ultimate strength of member not in contact with the screw head Pns = 2Ftuz Dt2 ns (Eq. 5.3.1.1-3) Fug = tensile yield strength of member not in nu contact with the screw head Ks = coefficient which depends on member For t,lt, _< 1.0,Pn,shall not also exceed thickness Pus = 4.2(tZD)"-'Fru2 (Eq. 5.3.1.1-4) n = number of threads per unit length for a screw ns = factor of safety=3.0 5.3.1.2 Shear in Screws Pa = allowable shear force per screw The ultimate shear capacity of the screw shall be deter- P� = nominal shear strength per screw mined by multiplying the allowable shear capacity deter- mined according to Section 5.1.1 by the factor of safety Pa, = allowable tensile force per screw used or by test according to Section 8.The ultimate shear Pn, = nominal tensile strength per screw capacity of the screw shall not be less than 1.25 Pns. Pno = nominal pull-out strength per screw 5.3.2 Tension Pno, = nominal pull-over strength per screw For screws which carry tensile loads, the head of the t, = thickness of member in contact with the screw or washer, if a washer is provided,. shall have a screw head diameterD,,,not less than 5116 in.(8 mm).Washers shall be at least 0.050 in. (1.3 mm)thick. _ t, = thickness of member not in contact with the The tension force shall not' exceed Po, calculated as screw head . follows: t, = depth of full thread engagement of screw . pay = p„r1 ns (Eq. 5.3.2-1) into.tZ not including tapping or drilling point Pn,shall be taken as the lesser of Pno,and Pno,,determined All the requirements of this section shall apply to tapping below in Sections 5.3.2.1 and 5.3.2.2. screws with diameter D=0.164 in. (4.2 mm)through 0.25 in. (6.3 mm). The screws shall be -thread-forming or 5.3.2.1 Pull-Out thread-cutting,with or without a self-drilling point.Alterna- tively, design values for a particular application shall be The nominal pull-out strength,Pno,,for pulling a screw permitted to be'based on tests according to Section 8. out of a threaded part,is: Screws shall be installed and tightened in accordance 1)for UNC threads(screw thread types C,D,F, G, and T) with the manufacturer's specifications. The tensile stress on the net section of each member a)for 0.060 in. -< t<_ 0.125 in. (1.5 mm < t< < 3 mm) joined by a screw connection shall not exceed the allowable pnn =Ks t,Fnz (Eq. 5.3.2.1-1) stress from Sections 3.4.1 through 3.4.4. The net section shall be determined according to Section 5.1.6. where K,= 1.01 for 0.060 in. < t<<0.080 in. (1.5 mm < t�<2 mm) 5.3.1 Shear K,= 1.20 for 0.080 in. < t, < 0.125 in. The shear force shall not exceed the allowable bearing (2 mm < t< < 3 mm) force for a screw according to Section 3.4.5 nor the allow- b)for 0.125 in.<t,<0.25 in. (3 mm<t<<6.3 mm) ables according to subsections of this section. pnnl= 1.2D Fty-,(0.25- t,.)+ 1.16Asn F(u-,(tc -0.125) 5.3.1.1 Connection Shear (Eq. 5.3.2.1-2) The shear force per screw shall not exceed P.calculated c)for 0.25 in. < t<_ 0.375 in. (6.3 mm < t, < 10 mm) as follows: P =0.58A F E . 5.3.2.1-3 P.., sn t r a2 ( (1 ) Pas = Pnslns. (Eq. 5.3.1.1-1) where January 2000 I-A-61 ?) for spaced threads (screw thread types AB, B, BP, BF, The block shear rupture allowable force P,., of welded and BT) connections on a failure path with shear on some segments a)for 0.038 in. _< t�= 2/n (1 mm s t, <_ 2/n) and tension on the other segments is: Pnn,=K D t,F,,,, (Eq.5.3.2.1-4) for Fn,A,,> F,n AR,, where K,= 1.01 for 0.038 in. s it.<0.080 in. P„_ (F,.,.Agv+ F,,,A,,)ln„ (Eq. 5.4-3) (1 mm <- t,<2 mm) otherwise K,= 1.20 for 0.080 in. :5 t, <_ 2/n P„_ (F,.Ag"+FYA,,)ln„ (Eq. 5.4-4) (2 mm s t,._< 2/n) where b)for 2/n<t,<4/n Ag„=gross area in shear Pna,= 1.2D F,,,,(4/n- t,)+3.26D F,,,,(t,- 2/n) A,,,=gross area in tension (Eq. 5.3.2.1-5) An,.=net area in shear An,=net area in tension c) for 4/n _ t,:- 0.375 in. (4/n -< t�_< 8 mm) Pno,= 1.63D t,Fn,Z (Eq.5.3.2.1-6) 5.5 Laps in Building Sheathing 5.5.1 Endlaps 5.3.2.2 Pull-Over Minimum endlaps shall be those expressed in Table The nominal pull-over strength, P. , for pulling con- 5.5.1-1. nected material over the head of a screw or washer, if present,is: 5.5.2 Sidelaps Pnot, = C'tl F.,(D.,-D) (Eq.5.3.2.2-1) For a sinusoidal corrugated sheet,the minimum sidelap where C is a coefficient that depends on screw location(1.0 for roofing shall have a width equal to the pitch of the cor- for valley fastening and 0.7 for crown fastening),D.,is the rugations,and the minimum sidelap for siding shall have a larger of the screw head diameter or the washer diameter, width equal to half the pitch. and shall betaken not larger than 1/2 in. (13 mm). For a trapezoidal sheet of a depth greater than 1 in. (25 . mm)the minimum sidelap for bosh roofing and siding shall 5.3.2.3 Tension in Screws have a developed width equal to the width of the nairowest flat plus 2 in. (50 mm)A trapezoidal sheet with a depth of The ultimate tensile capacity of the screw shall be 1 in.(25 mm)or less shall have an overlap of proven des;Gn determined by multiplying the allowable tensile capacity including an antisiphoning feature. determined according to Section .5.1.1 by the factor of safety used or by tests according to Section 8.The ultimate 5.5.3 Fasteners in Laps tensile capacity of the screw shall not be less than 1.25 Pn,. • Minimum size of#12 screws or 3/16 in.(5 mm)diameter 5.4 Block Shear Rupture rivets shall be used in end laps and side laps. Maximum spacing for required sidelap fasteners shall be 12 in. (300 The block shear rupture allowable force P„ of bolted mm).Endlap fasteners added for the purpose of improving connections on a failure path with shear on some segments closure shall be located not more than-2 in. (50 mm)from and tension on the other segments is: the end of the overlapping sheet. for Fn,An, > F•au An.• 5.6 Flashings and Closures P„_ (F,,.AF„+Fn,Ajhi� (Eq.5.4-1) Flashings shall be formed from aluminum alloy sheet of otherwise approximately the same thickness as the roofing or siding Ps,_ (F,nAn,.+F,,,AB,)hlu (Eq.5.4-2) sheet. Unless engineering computations determine other- wise,use minimum#12 screws or 3/16 in.(5 mm)diameter rivets to secure flashings to the roofing or siding. I-A-62 January 2000 Table 5.5.1-1 MINIMUM END LAPS Minimum End Laps rN Depth of section Roofing,slope greater than 2 on Roofing slope 3 on 12 or more Siding 12,less than 3 on 12 1 in.or less 6 in. 4 in. (25 mm or less) (150 mm) (100 mm) Greater than 1 in., less than 2 in. 9 in. 6 in. 4 in. (greater than 25 mm, (230 mm) (150 mm) (100 mm) less than 50 mm) 2 in.or more 9 in. 6 in. 6 in (50 mm or more) (230 mm) (150 mm) (150 mm) January 2000 I-A-63 Section 6. Fabrication 6.1 Laying Out c. Some elevated temperature processes, such as factory paint curing or firing of porcelain enamel coatings,can a. Hole centers shall be center punched and cutoff lines reduce the mechanical properties of the metal.Since the shall be punched or scribed.Center punching and scrib- amount of the reduction will vary with the alloy and ing shall not be used where such marks would remain on temper used, as well as with the elevated temperature fabricated material. exposure,the supplier shall be consulted for mechanical b. A temperature correction shall be applied where property specifications for the processed material. necessary in the layout of critical dimensions. The coefficient of expansion shall be taken as 0.0000]3 per 6.4 Punching, Drilling, and Reaming degree Fahrenheit(0.000023 per degree Centigrade). The following rules for punching,drilling,and reaming shall be observed: 6.2 Cutting a. Rivet or bolt holes shall be either punched or drilled. a. Material shall be sheared, sawed, cut with a router,or Punching shall not be used if the metal thickness is arc cut. All edges which have been cut by the arc greater than the diameter of the hole. The amount by process shall be planed to remove edge cracks. which the diameter of a sub-punched hole is less than b. Cut edges shall be true and smooth, and free from that of the finished hole shall be at least 1/4 the excessive burrs or ragged breaks. thickness of the piece and in no case less than 1/32 in. c. Re-entrant cuts shall be filleted by drilling prior to (0.8 mm). cutting. b. The finished diameter of holes for cold-driven rivets shall be not more than 4% greater than the nominal d. Oxygen cutting shall not be used on aluminum alloys. diameter of the rivet. 6.3 Heating c. The finished diameter of holes for hot-driven rivets shall be not more than 7%greater than the nominal diameter $tructural material shall not be heated, with the follow- of the rivet. ing exceptions: d. The finished diameter of holes for bolts shall be not a. Material shall be permitted to be heated to a temperature spore than 1/16 in.(1.6 mm)larger than the nominal bolt not exceeding 400°F (200 °C). for 'a period not diameter,unless slip-critical connections are used. exceeding 30 minutes.Such heating shall be done only e. If any holes must be enlarged to admit the rivets or when proper temperature controls and supervision are provided to insure that the limitations.on temperature bolts,they shall be reamed.Poor matching of holes shall and time are carefully observed.If structural material is be cause for rejection.Holes shall not be drifted in such subjected to.elevated temperatures or times in excess of a manner as to distort the metal. All chips lodged the foregoing, the allowable stresses shall be.red uced between contacting surfaces shall be removed before consistent with mechanical properties specified for the assembly. material after the hearing process. 6.5 Riveting b. For 5XXX series alloys with magnesium contents greater than 3 percent,holding within the temperature 6.5.1 Driven Head range from 150 (66 °C) to 450 °F (230 °C) must be The driven head of aluminum alloy rivets shall be of the avoided in order to. minimize the possibility of flat or the cone-point type,with dimensions as follows: sensitization to exfoliation and stress corrosion cracking. The length of time at temperature is a critical factor in a. Flat heads shall have a diameter not less than 1.4 times determining the degree of sensitization. Hot forming the nominal rivet diameter and a height not less than 0.4 techniques must include quick heat up to a temperature times the nominal rivet diameter. not to exceed 550°F (290 °C) to minimize loss of b. Cone-point heads shall have a diameter not less than 1.4 mechanical properties. Forming must be completed times the nominal rivet diameter and a height to the before the metal cools below 450°F(230°C).The metal apex of the cone not less than 0.65 times the nominal shall then be fan cooled,to drop the metal temperature rivet diameter. The included angle at the apex of the from 450°F(230°C)to 150°F (66°C)in the minimum cone shall be approximately 127°. time possible to prevent sensitization. I-A-64 January 2000 6.5.2 Hole Filling surfaces shall be given a heavy coat of alkali resistant bituminous paint or other coating providing equivalent Rivets shall fill the holes completely.Rivet heads shall protection before installation.Aluminum in contact with co ntact with the surface of the metal.concentric with the rivet holes and shall be in proper concrete or masonry shall be similarly protected in cases co where moisture is present and corrodents will be 6.5.3 Defective Rivets entrapped between the surfaces. c. Aluminum surfaces to be embedded in concrete Defective rivets shall be removed by drilling. ordinarily need not be painted, unless corrosive components are added to the concrete or unless the 6.6 Painting assembly is subjected for extended periods to extremely Structures of the alloys covered by this Specification are corrosive conditions.In such cases, aluminum surfaces not ordinarily painted. Surfaces shall be painted where: shall be given one coat of suitable quality paint,such as zinc molybdate primer conforming to Federal Speci- a. 2014-T6 alloys are exposed to corrosive environments, fication TT-P-645B or equivalent,or a heavy coating of b. aluminum alloy parts are in contact with,or are fastened alkali resistant bituminous paint, or shall be wrapped to,uncoated steel members or other dissimilar materials, with a suitable plastic tape applied in such a manner as to provide adequate protection at the overlaps. Alumi- c. exposed to extremely corrosive conditions, num shall not be embedded in concrete to which cor- d. required by the designer for reason of appearace. rosive components such as chlorides have been added if the aluminum will be electrically connected to steel. Painting procedure is covered in the following Sections 6.6.1 and 6.6.2, and methods of cleaning and preparation d. Aluminum shall not be exposed to water that has come in contact with a heavy metal such as copper as such are found in Section 6.7. (Treatment and painting of the structure in accordance with United States Military metals can cause corrosion of aluminum. The heavy Specification MIL-T-704 is also acceptable.) metal shall be painted or coated with plastic or the drainage from the metal diverted away from the 6.6.1 Contact with Dissimilar Materials aluminum. e. Prepainted aluminum only requires additional protection Where the aluminum alloy parts are in contact with, or are fastened to,steel members or other dissimilar materials, when specified by the designer to abate extremely the aluminum shall be kept from direct contact with the corrosive conditions. steel or other dissimilar material by painting as follows: . . 6.6.2. Over-All Painting a. Steel surfaces to.be placed in contact with uncoated aluminum shall be painted with good quality non lead Structures of the alloys covered by this Specification are. containing priming paint,such as zinc molybdate,.alkyd either not ordinarily painted for surface protection(with the type primer in accordance with Federal Specification exception of 2014-T6 when exposed to corrosive environ- ' TT-P-645B,followed by two coats of paint consisting of ments) or are made of prepainted aluminum components. • 21b. of aluminum paste pigment(ASTM Specification Where structures are to be exposed to extremely corrosive conditions over-all painting shall be specified. D962-81, Type 2, Class B) per gallon of varnish meeting Federal Specification TT-V-81,Type II,or the equivalent. Where severe corrosion conditions are 6.7 Cleaning and Treatment of Metal expected, additional protection can be obtained by Surfaces applying a suitable sealant to the faying surfaces, prior to field painting of structures, all surfaces to be capable of excluding moisture from the joint during prolonged service in addition to the zinc molybdate, painted shall be cleaned immediately before painting,by a alkyd type primer. Aluminized, hot-dip galvanized or method that will remove all dirt,oil,grease,chips,and other electro-galvanized steel placed in contact with alumi- foreign substances. num need not be painted. Stainless steel (300 series) Exposed metal surfaces shall be cleaned with a suitable placed in contact with aluminum is not required to be chemical cleaner such as a solution of phosphoric acid and painted except in high chloride containing organic solvents meeting United States Military Specifica- environments. tion MIL-M-10578.Abrasion-blasting shall not be used on aluminum less than or equal to 1/8 in. (3 mm)thick. b. Aluminum shall not be placed in direct contact with wood, fiberboard or other porous material that absorbs water and causes corrosion.When such contacts cannot be avoided,an insulating barrier between the aluminum and the porous material shall be installed. Aluminum January 2000 I-A-65 Section 7. Welded Construction 7.1 Allowable Stresses for Welded 7.1.2 Members with Part of the Cross Section Members Weld-Affected For members with part of the cross section weld-af- 7.1.1 General fected,the allowable stress is The weld-affected zone shall be taken to extend 1 in.(25 A", mm) to each side of the center of a weld. Mechanical FP„ - F„ - A (Fn - F„) (Eq. 7.1.2-1) properties for weld-affected metal shall be taken from Table 3.3-2 except that F,,,„, values shall be multiplied by 0.9. The where modulus of elasticity for weld-affected metal is the same as Fp„,= allowable stress on the cross section, part of for non-welded metal. which is weld-affected. Allowable stresses calculated in accordance with Section F„ = allowable stress if no part of the cross section 7.1.1 apply to: were weld-affected. Use buckling constants for 1) Members in axial tension with transverse welds unwelded metal from Table 3.3-3 or 3.3-4 and affecting their entire cross section, mechanical properties from Table 3.3-1. 2)Bearing stresses at weld-affected metal, F„, = allowable stress if the entire cross sectional area 3) Columns or beams supported at both ends with were weld-affected. Use buckling constants for transverse welds affecting their entire cross section and no annealed material(Table 3.3-3)regardless of the farther than 0.05L from the ends, temper before welding,and mechanical proper- 4) Columns or beams of tubes or curved components ties from Table 3.3-2 except that for longitudinal with transverse welds affecting their entire cross section, welds values for F,,,,,, and F,,,„, from Table 3.3-2 and shall be multiplied by 0.75. 5) Flat components of columns or beams with welds at - the supported edges only. A = net cross sectional area of a tension member or tension,flange of a beam; gross cross sectional Allowable stresses for these welded members shall be area pf a column or compression flange of a calculated from the same formulas as for non-welded beam. Abeam flange shall consist of the portion members with the following adjustments. of the section farther than 2c/3 from the neutral 1) Allowable stresses for axial or flexural tension axis,where c is the distance from the neutral axis (Sections 3.4.1 through 3.4.4),bearing(Sections 3.4.5-and to the extreme fiber. 3.4.6),and axial or flexural compression or shear(Sections A„, = weld-affected-cross-sectional area. .3.4.7 through 3.4.21)with slenderness less than S, shall be If A„,<0.15A,A„,shall be taken as zero. calculated using welded mechanical properties from Table 3.3-2. 7.1.3 Columns or Beams with Transverse 2)Allowable stresses for tubes and curved components Welds Away From Supports and in axial or flexural compression or shear(Sections 3.4.10, Cantilevers with Transverse Welds-- 3.4.12, and 3.4.16.1)with slenderness greater than S, shall be calculated using welded mechanical properties from For columns or beams supported at both ends with Table 3.3-2 and buckling constants from Table 3.3-3 transverse welds farther than 0.05L from the member ends regardless of temper before welding. and cantilever columns or cantilever beams with transverse 3)Allowable stresses for all other members and compo- welds,allowable stresses shall be calculated in accordance nents in axial or flexural compression or shear (Sections with Section 7.1.2 as if the entire cross sectional area were 3.4.7 through 3.4.21)with slenderness greater than S, shall weld-affected. be calculated using non-welded mechanical properties from Table 3.3-1 and buckling constants from Table 3.3-3 or 3.3- 7.2 Filler Wire 4 as appropriate for the temper before welding; however, the allowable stress at the weld shall not exceed the allow- Filler alloys shall be selected from Table 7.2-1. The able stress calculated in accordance with (1)above. allowable shear stress in fillet welds shall be taken from Table 7.2-2 or 7.2-3 For filler wires not shown in Table 7.2-2 or 7.2-3 minimum mechanical properties shall be determined by testing in accordance with Section 8. I-A-66 January 2000 < Sec. Table 2-20 Ty, f Stress Type of Member or Component —awable Stress .� 3.a. Allowable Stresses for BUILDING and Similar Type Structures TENSION,axial Any tension member 1 •19 i1U 5„ 6005—T5 Extrusions Rectangular tubes,structural T Thicknesses Up Through 1.00 in. TENSION IN shapes bent around strong axis I}j 2 19p 5 r 6105—T5 Extrusions BEAMS, Round or oval tubes extreme fiber, !10_ 3 242 Thicknesses Up Through 0.50 in. V net section WHITE BARS apply to nonwelded members and to welded Shapes bent about weak axis, bars,plates 4 28 F 13$ 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 39 25 + Equations that straddle the shaded and unshaded areas apply to both. BEARING On flat surfaces and pins and on bolts in slotted `For tubes with circumferential welds,equations of Sections 3.4.10, holes 6 26. 3.4.12,and 3.4.16.1 apply for Rblt 20. Allowable Allowable Stress Slenderness Allowable Stress Sec. Slenderness Type of Stress Type of Member or Component Stress Slenderness 3.4. Slenderness s S, Limit S, Between S,and S2 Limit S, Slenderness z S, COMPRESSION IN COLUMNS, 7' kUr 0 20.2 0.126(kUr) kUr 66 51,000/(kUr)' s axial,gross All column ,t section l0 5' s 10 5 kUr 70 I,0 //kl/r)' 5 �l Flat plates supported along one 21 b/i=2.7 23.1 -0.79(10) b/t=10 154/(15/t) ' edge columns buckling about a $ symmetry axis , 10 5`: 10 5 b/r 15 134t(b/t) n. Flat plates supported along one 21 b/t 2.7 23.1 0.79(b/t) b/r 12 1970/(b/t) edge-columns not buckling about - -- 8.1 � r ys a symmetry axis lU 5 10 5 b/t 14 1970i(b/t)2 b COMPRESSION Flat plates with both j—j 9 21 b/t 8.4 23.1 0.25(10) h/r 33 490/(b/r) IN edges supported b n COMPONENTS bIt 47. 490/(bIt) OF COLUMNS Flat plates with one edge gross supported and other edge with 9,1 See Section 3.4.9.1 section stiffener C— N Flat plates with both � m edges supported and with I I w 9.2 See Section 3.4.9.2 an intermediate stiffener N O o Curved plates supported R, \Rb R,, 21 Rh 2.2 22.2 0 80 VT?-,—It RF/1 141 3200 on both edges,walls of �vl 10* round or oval tubes Rblt 3 1 114 0 40 R IF g�t 340 (Rhlt)(1 + Rh/t/35)z 6 b. =, 2 '"L .✓ .4. 411 CD Sec. Allowable Slenderness Allowable Stress Slenderness Allowable Stress Type of Stress Type of Member or Component 3 4 Stress . Limit S Slenderness Limit S Slenderness z S e lendemess s 5, t Between S,and S, z z w 21 L r 23 23 9 0 124E r L r 79 87,000 o Single web beams bent about _ _ 11 q r� r� 0 strong aXIS —I - a• sa' ,5 n„a',��b.' � �,'' >' ' c,.1 � 1 f a �.s (L lr )2 yfi.c.�.; ,.,�.. .txM.:w w.a.,. : '�3 .. ^nky ..�• 5 ,'> ";mr-k >'. yw+ r�'fi" ri�r h `. COMPRESSION R„ R° �R° 1�* 25 R,/t 28 39.3 2 70 Rr,/r R,lt 81 Same as Round or oval tubes -�1•}f-}F-/} Section 3.4.10 IN BEAMS '" �/ �]' s �y 1 L J e rq e E4 5y<'. �R`f�-� x Rj'1• �JJ` T F, extreme fiber ' N Y 'gross Solid rectangular and t ® 28 d/r Gt,/d 13 40.5 0 93d/t Lh/d d/r F,/d 29 11,400 section round section beams — �d z5 'z Y x 4 13 r dlt 2(L nix 13 5, F< ' dJt''Lbld 23 ( ) nld) Rectangular tubes and [�_[] Jn' 14 21 LyS�/5 !yJ 146 23 9 0 24 LhS� 5 I J L�,S,/5 ICJ 1700 24,000 L S j box sectionsa4e S n LJ 3 " y , .5 :. .. e .. r Flat plates supported on b-11 1—1 F-b 21 b/t=6.8 27.3 0.93 b/t b/t 10 183/(b/r) one edge I /1J 15 y x 5 s a£dY ✓<y 10 Sr a z` sr �t 5 uaE E $11 183/(bJt) ,,,* � r3.b .;x >,�"w^...,.�8 €".z > n�sK � �-Ta��r ,fir �ia>.,,£.Y,�<'23�.P.»:��..,�:s.�>.r t',�"?:.x•t� s, ? .x 4.: . ..-a COMPRESSION Flat plates with both �b~-1 b r' 21' 6/t=22 27.3-0.29 b/t b/r=33 5801(b/t) 16 � n IN edges supported �f �I3S � > 11d 5 COMPONENTS vx 5 • ' 3� 6 � ah ilt 55 M� i"a-u. < Sx8b/( OF BEAMS, Curved plates supported Rb 16.1* 25 R,lt 1.6 26.2 0.94 R�/r RVt 141 3800 _,, (component an both edges ` >jx 13S R /t " f �n R /t )( +1 R / /35t z v `.£s""n 2'...,,7'a ,is.. f r%n '3++� >x. r, -v ..r r r. u aP,v."" :' 'esx` f: & ',�"".s,.�.T�.,vs> ( h h ) under uniform compression), Flat plates with one edge gross section supported and the other 16.2 See Section 3.4.16.2 • edge with stiffener Flat plates with both edges supported and with 16.3 See Section 3.4.16.3 an Intermediate stiffener ' COMPRESSION Flat plates with 28 b/t 8.9 40.5 1.41 b/t b/t 19 4 900/(b/t)' I IN compression edge free, -t -R�J 17 COMPONENTS tension edge supportedIr1MS.p., z : ^�bhi�u n 4 9b0/fib/t)Z ` . et_,. - aL Ana,: -� 3t .� =. a , a, OF BEAMS, Flat plate with both edges Lh 28 h/t 46 40.5 0.27 h/t lilt 75 15201(7✓t) h (component supported I 18x ' _'y g ' �13:5 ':N "' 4 t jr/t 113! i520/(1t), under bending In Flat plate with horizontal lo.4a, own plane) T TId 28 lilt 107 40.5 0.117 lilt lilt 173 3500/(/✓t) stiffener,both edges In 19 gross section L r supported 1� Itlt` 6b y s Ks hasJ: s r s 3; a `, f r 'J5DU1�/tlt) z ,,,._�kes,a `:z •z z _ v,....: :,..,s. SHEAR Unstiffened T �} 12 h/r 36 15.6 0.099 1dt It/t 65 39 000/(h/t)' IN WEBS, flat webs 1 �J 2� f s , ` rb '< # rja� lilt 81 a 3 ,b(1b/(fr/t)z a . ., `.» �.,'�.�,k�u.'>�ss's:�<�•an>,� a`.�.'� z a� ,•� a„ `wf ��.�"..3;fiK rt ��. , �, zs.w.c.:. gross Stiffened flat webs T �1a, a 12 12 a,/r 66 53 0001(a,/r)' section I-III' 21 ae-a�/ 1 +0.7(aI/a2) 6g ,>,.,.:h�.w�N2st.£.�:� �s.,.H•�.,,sa;>::Y>,-��:EF,>,�e%�,APr.�x.,:f�k £i.F.a`��.�.�f.<e*�$,.���•Y.'bi*�E.s�k'&a�: �a s;sa» D�t ��.. 7v,c,.».�.P.ros3: �<u...>?...-:,:5-.w:..ts`.,�n:.cr,,...'�..ra:: IMRound Type of Member or Component See. Table 2-21 yp p owable Stress °' 3.a. Allowable Stresses for BUILDING Any tension member and Similar Type Structures 19 h 6061-T6, -T651, -T6510, -T6511 Rectangular tubes,structural shapes bent around strong axis -1 o-� 2. 19 g.t Extrusions up thru 1 in., Sheet& Plate, Pipe, Standard Structural Shapes, Drawn Tube, or oval tubes �110_ 3 24 1 R1 8 Rolled Rod and Bar, 6351-T5 Extrusions net section ��JJ Y ; °s Shapes bent about weak axis, X4 WHITE BARS apply to nonwelded members and to welded bars,plates I t--r 4 28 ( � members at locations farther than 1.0 in.from a weld. i"� Sl IEE[ AR8 apply within 1.0 in.of a weld. On rivets and bolts 5 39 Equations that straddle the shaded and unshaded areas apply to both. BEARING On flat surfaces and pins and on bolts in slotted 13 , ( `For tubes with circumferential welds,equations of Sections 3.4.10, holes 5 26 1 3.4.12,and 3.4.16.1 apply for R,/t<20. Allowable Allowable Stress Sec. Slenderness Slenderness Allowable Stress Type of Stress Type of Member or Component Stress Limit S Slenderness 3.4. Slenderness s s , Limit S Slenderness z S� Between S,end Sz z z COMPRESSION IN COLUMNS, Wr 0 20.2 0,126(kUr) Wr 66 51 000/(kUr)Z All columns axial,gross 7 �F� f, h section �� �'� 3;z�•�.W':R�nr'>z ;s...m...a...�,�N.±,;,eai,�r�X $3m'ys ra' +�;�,ot_•,�,�f....,.mc.c sa .aac,,.�3"�.�:,eJs,,.� 5�..,.;-.....;i. Flat plates supported along one 21 edge-columns buckling about a 6/r=2.7 23.1-0.79(b/r) b/r=10 154/(h/t) L-I-E-�--� 8 symmetry axis � .r`af..���..sx^�.�•-�;:. ��` �..,,.,..��.a.«.�rz��K`,+,� .�"�.� .u,?'����-�.,�-:.._�.„�� , s �r bh�13�.�;. .,..':r-,£ _..¢ w.N";;i541(bft)m-scr..,.a,s,: Flat plates supported along one 21 b/1 2.7 23.1 0.79(b/r) b/r 12 1970/(b/r)z edge-columns not buckling about -L-� 8.1 Y ,x a symmetry axis jZtsy fi e3 x s e F a 2 bh Y .5�.,.,i,.,.z�.xa z b-..tr,,,...w.,_.�'-'tw,y., .�...h.,.�.d.,....„ash.�,^�,.;'� x::�x::�r,�w'� �'a.s..,�.�:':,�'gt�-2.,�..x,,,..3��.,n, t.,.<rr✓,., 197��b/l� b COMPRESSION Flat plates with both j-j 9 21 b/r 8.4 23.1 0.25(b/t) b/r 33 490/(b/r) IN edges supported -I b I- y COMPONENTS � a � '. , s_,rs`. � t� xa •.f,_y; blt 41# 90/(b/t).�w;,4 2 . OF COLUMNS Flat plates with one edge gross supported and other edge with 9.1 See Section 3.4.9.1 section stiffener C_ A) Flat plates with both �/�� r p) edges supported and with F I I I 9.2 See Section 3.4.9.2 `z an Intermediate stiffener N O o Curved plates supported R6 Rn Rb 21 R Rh/1=2.2 22.2-O.SU /t R /r-141 on both edges,walls of � � 1�* � n � 3200 round or oval tubes r 12�; 1t=91j 1 5 �U50 R /t F $ Raft=�90 (R&11)(1 + Ra/1/35)Z r Allowable Allowable Stress Sec. Slenderness Slenderness Allowable Stress Type of Stress Type of Member or ComponentStress Slenderness pr 3.4. Slenderness!;S, Limit Sr Between 8,and S, Limit S2 Slenderness a S, 0 Single web beams bent about 21 L,/r., 23 23.9-0.124LVi-, L/r, 79 87.000 0 0 strong axis COMPRESSION Rb R° R, 25 Rlt 28 39.3-2.70VRlt R/t 81 Same as IN BEAMS, Round or oval tubes 12 ....... ... .... "43 '2 al 4 Section 3.4.10 4 extreme fiber )0 gross Solid rectangular and 28. dIfFld 13 40.5-0.93 d1r VZ;1 d d1r L, d 29 11.400 section round section beams 13 (d1j)2 (Lbld �L. d j " dif t��- , Rectangular tubes and 21 LAll'.5r1 146 23.9-0.24g, Yj YJ 1700 24,000 box sections 14 (LhS'/.5FYj) Flat plates supported on rb b-I 1-- 21 lilt 6.8 27.3-0.93 lilt b1t 10 1921(blt) one edge 15 1 2t q 18 (b1t �. V., ) --i b b 4 " "!, '�A , , . COMPRESSION Flat plates with both 21 lilt 22 27.3-0.29 lilt lilt 33 5801(bli) IN 16 edges supported 2t bli COMPONENTS OF BEAMS, Curved plates supported Rb 25 R . . ft=1.6 26.2 0.94 VR,,/t R,lt 141 3800 on both edges (component 16.1 A PhIt/35)2 under uniform compression), Flat plates with one edge supported and the other gross section See Section 3.4.16.2 edge with stiffener Flat plates with both edges supported and with 1,6.3 See Section 3.4.16.3 an intermediate stiffener F Flat plates with COMPRESSION 28 lilt 8.9 40.5-1.41 lilt compression edge free, b h/1 19 4.900/(b/02 —T 17 IN COMPONENTS tension edge supported b bl,) OF BEAMS, Flat plate with both edges T Ih h 28 lilt 46 40.5-0.27 lilt lilt 75 1520/(Ii/t) (component supported 1 18 5 under bending in own plane) Flat plate with horizontal 1_,0Ad, 28. lift 107 40.5-0.117 10 lilt 173 stiffener,both edges 7 Id, 19 . 35001(10) gross section - supported 5 SHEAR Unstiffened 20 12. lilt 36 15.6-0.099 IVI lilt 65 39.000/(/i/0' :5 7- flat webs h a) IN WEBS, 391 W,'660/ 7�414 gross -4a,I- -;I a., section Stiffened flat webs i2 12 a,lf=66 53.0000,11)2 a =a )2 LEM-E=1 21 I/Vfi 0.7(a,la2 64 e 7, �— Wood Header I� 0 0 a CD a a o Cn �CD I:::!o COz z 3: � o Cl �— s I i ders/ windows 5/8" COX Plywood #8 1 1/2" wood screws @ 18" D.C. O ,ion' s try 3 x 1/2 hex bolt •0062��0� �'IVE�N 2 1/2" H i l t i x4 doug I asfir Hurricane Shutter Oeta i t Concrete Anchors For Enc I osed Outdoor Patio Model # HDI-L 1/2 Hellenic Restaurant Don i n i ck Sa I vott i & Son Architects @ 32' O.C. 5145 Main Road 175 Rensen Street Concrete ,. East Marion, NY 11939 Brooklyn, NY 11201 Substrate FASTENER SCHEDULE FOR 230 SUN 4-SHADE TO EXISTING 5TRUCTURE5�.FOUNDATIONS 5 E R I E 5 230 5 U N SHADE WALLS ONLY DES 1 G N COMPONENT FASTENER NO.SPACING (MIN.) FASTENERS COLUMN/51LL 112'm BOLT w/ 2(MIN.)@ EACH COLUMN I 1/4°WA5HER AND 1 2"O.C.(MAX.) H_SEAI p,NT 3/8"0 P05T CLIP 2(MIN.)PER CLIP I.ALL SEALANT CONFORMS TO TT-5-001 543-A,TT-5-002306,A5TM C-920 TYPE 5, wi I 1/a°WASHER Lu GENERAL NOTES GRADE N5,CLA55 25. 2 IN TOP G"O"APART) WALL COLUMN 3/8"o 30"O.C.(MAX.)VERTICALLY A Fnl 1NQATInNS I.GASKETS 2 @ EACH SIDE OF PANEL O m 1.ALL SUBSTRUCTURES INCLUDING BUT NOT LIMITED TO FOUNDATIONS 4 DECKS,SHALL BE DESIGNED BY OTHERS. 1.ALL.GA5KET5 ARE CO-EXTRUDED AND ARE NON-MIGRATORY. RIDGE 3/5'o AND 2 @ IG'O.C.(MAX.) 2.CONNECTION DETAILS SHOWN ON DRAWINGS INDICATE MINIMUM REQUIREMENTS BASED ON CAPACITY OF (6 PER LENGTH OF PANEL MIN.) FOUR5 SEASONS COMPONENTS. THE ACTUAL CONNECTIONS TO SUBSTRUCTURE SHALL BE DESIGNED BY OTHERS. J. ROOM 5FECIF!C5 NOTE:ALL FA5TENER5 SHALL BE 5TAINLE55 STEEL$5HALL HAVE MINIMUM 3"EMBEDMENT INTO 5TRUCTURAL FRAMING Q REFERENCE STANDARDS: STRAIGHT SAVE DE51GN AS'N1` "� T'�ICATION-OF .. z w Q I� z I.THE CAPACITY OF THE EXISTING OR NEW STRUCTURE TO RESIST ALL LOADS IMPOSED BY THE FOUR SEASONS ROOMS C E!-; 11 � Ala i"A F i 300 z SHALL BE EVALUATED BY OTHERS. A-,CE'7=05 r� 2.CONNECTION DETAILS SHOWN ON DRAWINGS INDICATE MINIMUM REQUIREMENTS BASED ON CAPACITY OF FOUR SEASONS NAILING & "ONNECTIONSW � � � � COMPONENTS. THE ACTUAL CONNECTIONS TO EXISTING OR NEW STRUCTURES SHALL BE DESIGNED BY OTHERS. a) ✓ALL C;.455 CODE 74,R-VALUE;4.0 REQUIRED FE, Z < °z 0 W c)(3)1ITE COLUMNS +;'", z LC1 Q O !' 9TRI ICTI IRA[ 9TFFI J.)!3)u'IL:?Y°H"COLUMNS W Q d- 0 W 1.ALL STRUCTURAL STEEL CONFORMS TO A5TM A36 OR A5TM A572 GRADE 50. e):1)G'-0 LIDING DOOR ^ < Lo 0 Q AIIWIN IKA v1.ALL STRUCTURAL ALUMINUM CONFORMS TO THE MINIMUM REQUIREMENTS OF 6005-T5 FOR ALLOY AND TEMPER K. DL1-L.ff ION CRITERIAEXCEPT AS NOTED BELOW: 1.A.LL MEMBERS MEET OR EXCEEDS THE FOLLOWING MINIMUM DEFLECTION LIMITS:LL DL+LL Lu CORNER COLUMN...............................6063-T6 a.STRUCTURAL ALUMINUM: --- U120 n Ln �H-COLUMN.........................................6 I O5-T5 GLA 5. U175 ------ H W W w cn 2.ALL STRUCTURAL ALUMINUM WORK CONFORMS TO"PART I-A-SPECIFICATIONS FOR ALUMINUM STRUCTURES- w Q Q O J ALLOWABLE STRESS DESIGN"OR"PART 1-B-SPECIFICATIONS FOR ALUMINUM STRUCTURES-BUILDING LOAD AND L.IU ::-:•IGN LIVE L.OAD5 � C) = Q - -1 K1,;i.," THE Q L to RESISTANCE FACTOR DESIGN"OF THE ALUMINUM ASSOCIATION,INC.SEVENTH EDITION,EFFECTIVE JANUARY 2000. .;5I�: LIR,gL MEMBERS HAVE BEEN DESIGNED FOR F.DSD)FULL D _OARS AND 3.IN ALL INSTANCES WHERE ALUMINUM COMES INTO CONTACT WITH STEEL,PROVIDE DIELETRIC SEPERATION. FOL:_U•"'NG LIVE LOADS IN ACCORDANCE WITH THE 2007 NEW'YORK STATE BUILDING CODE 4.INTERIOR ROOF PANEL FACING 15 ALUMINUM CONFORMING TO REQUIREMENTS FOR 3105-11254 ALLOY AND TEMPER WITH A 0.024 THICKNESS. 1.DEAL`L AU:N/A 5- 5.EXTERIOR ROOF PANEL FACING 15 ALUMINUM CONFORMING TO REQUIREMENTS FOR 3105 ALLOY AND TEMPER ALL CONSTRUCTION SHALL p Q 2. LOAD:N/A MEET THE REQUIREMENTS OF THE DOCUMENTS ARE VALID ONLY S Lam. WITH A 0.024 THICKNESS. U G.ALUMINUM ROOF SKIN PANEL RECEIVES ONE COAT OF PRIMER AND ONE COATOF PAINT. 3.•y,qD LOAD:N/A /'+ I- I �! r1 I ,° WITH AN ORIGINAL STAMP C!� z � 7.ALL E/.PO5ED ALUMINIUM RECEIVES ONE COAT OF PAINT. COLOR TO 15 COORDINATED WITH MODEL AVAILABILITY. B/ ;,.•,'i;;.;(j 3PEEC: 1 20 MPH CODES OF NE� YORK S I A I E, � a :rTG�XPe. uRE:G AND DATED SIGNATURE �) 7 E_FnIk�S_ ": Ir'l'F?ESSLiRE EXPOSURE COEFFICIENT,Kz: ¢ O Ai L`,G BOLTS SHALL CONFORM TO ASTM A3G. Di?FCi CJN<;tIT{FA:: O'„Kr:0.65 2 ALL.LAG BOLTS SHALL HAVE A MINIMUM EMBEDMENT OF 8x BOLT DIAMETER INTO STRUCTURAL FRAMING(G=.45 MIN.) C-iiST=:fT--` FA.C7OR,G:0.55 3.V',G BOLT5 AND SCREWS INTO WOOD FRAMING 5HALL BE PROVIDED WITH PILOT HOLES HAVING A DIAMETER NOT GREATER :' PG'.1;=PI [:('ACTOR,is I.0 APPROVED ��� ,,( g� NOTED 5 - ThAN 70 PERCENT OF THE THREAD DIAMETER OF THE BOLT OR SCREW. ALL I�,G BOLTS AND SCREWS SHALL BE INSERTED 'NTLR?:AL'r`.�.'SUKr COEFFICIENT,GCpc +/-0.55 �9�,® �]�¢9 „� O IN PILOT HOLES BY TURNING AND UNDER NO CIRCUMSTANCES BY DRIVING WITH A HAMMER. C s C D� :GN VONU PRESSURE(WALL):32.76 P5F WINDWARD.35.02 LEEWARD Q� a ? p UJ DOE5 P:OF REQUIRE HURRICANE SHUTTERS,50 LONG A5 THE PROJECT COMPLIES W J _� ��/] U ' x � u 4.ALi EXPANSION ANCHORS SHALL BE DESIGNED(BY OTHERS)IN ACCORDANCE WITH TI1E SPECIFIC MANUFACTURER'S REQUIREMENTS - /n V L B.P.#�' o o [� TH`P<^\'is!ONS %F SECTION 1609.I.2 INCLUDING NOTE aOTE 2 3 K '..hiL'ALLOWABLE LOADS AND SHALL ONLY BE APPLIED IN CONDITIONS ACCEPTABLE TO MANUFACTURER. DATE. � W ;n � Q 5.A(.L FASTENERS CONNECTING ALUMIMUM COMPONENTS ARE STAINLESS STEEL TYPE 300 18-8 UNLESS OTHERWISE NOTED a,),•>,TE"r.i,L DF`:IGN CONTR,CLLED BY W ND. n (J �/ a Z = O ON PLANS. -- V BY: Y p n ENERGi ;P.!p:QR.e4AT1QN: �f 1 ®R ¢ O 4 j C-�= R-'d::L';'."':"SC;L1D ROOF PANEL: 13.4 NOTIFY BUILDING DEPARTMENT l I 1, S.j��1 7 o LOCO;'=1; P i� cX cL w W 1.GLAS5 UNITS CONSISTS OF TWO PANES OF 1/8"THICK TEMPERED GLA55 WITH A 5/8"STAINLESS STEEL SPACER BETWEEN R-VALI!i-4.25"50LID ROOF PANEL: 18.61 765-1802 8 AM TO 4 PM FOR TH /f, ; w o Q Z PANES WITH AN ARGON FILL. -''.'h:_ 775"ROOF GLA55 PANEL:4.0 2.GLASS CONFORMS TO A5TM E 1300. -FIRE INSPECTION ;='F 3•'SOLID WALL PANEL: 13.4 FOLLOWING INSPECTIONS: a./ ,.-; I LAWF 4 x Q 3.ALL MC-16 CLEAR ARGON ROOF GLA55 HAS THE FOLLOWING MINIMUM PROPERTIES: R-VA_UL"7,'8"1vF.LL GLA55 PANEL:4.0 1. FOUNDATION TWO REQUIRED _ C/] o VISIBILITY TRANSMITTANCE = 16% REQUIRED BEFORE r 50LARTRANSMITTANCE = 10% ^•.CO : R.ATiG: H ! f a�J CERTI NG FOR POURED CONCRETE UUU I II.-:�L:R SEASONS SUNROOMS IS NOT RESPONSIBLE FOR VERIFYING 4 COORDi�A? �� _ FRAMING & PLUIv7BIN �,,,�, ULTRAVIOLET TRANSMITANCE =7% L_ C I PAN 1 _Y i Hr-:li.`ORL,•iAi iOf.BETWEEN THESE DRAWINGS 4 ANY OTHER DRAWINGS USE IN ON h i 1�i V 11111 TA\J --+ V151DLE OUTSIDE REFLECTIVITY = I I % - --- lMT I THE5F DRAWINGS. 3. INSULATION V15113LE INSIDE REFLECTIVITY =25% NlUS I O SHADING COEFFICIENT =.18 7 !i.ABBRE%,%AT!ON5 4. FINAL - CONSTRUCTION I p W 50LAP HEAT GAIN COEFFICIENT =.15 C0141:FL Y `'TFi ALL CODES OF THE Fi7L(::;r;IAlG LI5T OF ABBREVIATIONS I5 NOT INTENDED TO REPRESENT ALL THO. �Stmm,PLFTE FOR C.O. w RELATIVE HEAT GAIN =39 NEW YORE S 'AZ -!E5E DRA vINGS,BUT TO SUPPLEMENT THE MORE COMMON ABBREVIATIONS L'SE I I Gr ASHRAE WINTER U VALUE _.25 t E & TOWN CODES ALL CONSTRUCTION STALL MEE THE � A5HRAE WINTER R VALUE =4.0 I 2.Yr,t. .IVf gP. REQUIREMENTS OF THE CCC ES OF NE AS REQUIR D AND CONDITIONS OF 4 ALL MC-5G CLEAR VISIBILITY TPANSMITTAONCE ALL GLA55 HAS THE FOLLOWING MINIMUM PROPERTIES: ' YORK STATE• NOT RESPO RESPONSIBLE (}E NE * ?.!JON-UNLE55 OTHERWISE NOTED REV NO DATE BY SOLAR TRANSMITTANCE =29 SOUTHOLD TOWN ZBA } CONT._COIJT!iJ0005 DESIGN OR CONSTRUCTIO E �.r�1S S R� ULTRAVIOLET TRAN5MITANCE = 13 0.CGNSTRUCTION SAFETY � 4T� 5/26/09 ST VISIBLE OUTSIDE REFLECTIVITY = 10 SOUTHOLD TOWN PLANt4lNG BOARD I. THESE DRAWINGS DO NOT CONTAIN NECESSARY COMPONENTS FOR SAFETY DURING CONSTRUCTION. * y VISIBLE IN51DE REFLECTIVITY = 17 2.THE INSTALLER SHALL PROVIDE ADEQUATE TEMPORARY BRACING,SHORING 4 GUYING OF FRAMING a SHADING COEFFICIENT =.38 SOuTHOLD T I TRUSTEES AGAI"•!ST WIND,CONSTRUCTION LOADS 4 OTHER TEMPORARY FORCES UNTIL NO LONGER REQUIRED _ 2 5/28/09 ST O��iJ TK151�i FOR THE SIUPPORT OF THE FRAMING. SOLAR HEAT GAIN COEFFICIENT =.33 DEC � "„ RELATIVE HEAT GAIN =79 N.Y.S. C Y.PATIO COV%R ~iP A5HP.AE WINTER U VALUE =.25 s t. ,u, ; DRAWN BY:5T ASHRAE WINTER RVALUE =4.0 /i1 1.WHEN U5r_D AS A PATIO COVER THE ROOM COMFORM5 TO ALL APPLICABLE PROVISIONS OF EITHER: �� REVIEWED BY:RR (R�P e�1 -(JJ`ua)A"PF�D;X H OF THE 2000 IRC OR 2003 IRC OR 2000 IRC,WHICHEVER I5 APPLICABLE 082�5j tfjC�rKLF1WEL5 �Ksv �V`�1+� ` lb)A"r^ELIDIX I OF THE 2000 IBC OR 2003 IBC OR 2000 IBC,WHICHEVER I5 APPLICABLE. 10FS1 , CONTRACT DATE:5/1 3/OS I.SEE GENERAL NOTES PART D."ALUMINUM"FOR PANEL SKIN INFORMATION. 2.PANEL CORE FOAM 15 PREFORMED EXPANDED POLY5TERENE BOARD(EP5).WITH A NOMINAL ` `v •V DATE:5/2 I/09 DENSITY EITHER I POUND PER CUBIC FOOT OR 1.5 POUNDS PER CUBIC FOOT AND AS FF Joe#: �� UNDER,WRI. Rs.ai �YT.o '' I��� RETAIN STORM WATER RUNO' "- MANUFACTURED BY EITHER POLAR INDUSTRIES OR CARPENTER FOAM AND LISTED BY RADCO R" PURSUANT TO CHAPTER 236 A.5. ENGINEERING I AN N AI�I 5 UNDER LISTING NUMBES 1201 4 1 182,.RESPECTIVELY. RE4UI 3.PANEL COMPONENTS ARE BONDED TOGETHER BY MORAD M-640 SERIES AS MANUFACTURED \4 a�� 3° OF THE TOWN CODE. SERVICES P.C. �� 8 BY ROHM AND HASS COMPANY. ! v A I�V� 112 WILSON DR. PORT JEFFER5ON , N.Y.1 1 777 I OF 9 (G3 1) 507-259G m m z o = LITE 'h' COLUMN Q o z w � Q0 cz Q � o/ ow UTILITY 'H' COLUMN z 1n Q 0 n Q ' oW CDLnLu, N z O UTIL ITY 'H' COLUMN �, w lu � z � LuzW W o 0 0 STRUCTURE 0 0 = Q UQQ � Lnr) LLI UTILITY 'H' COLUMN p U o w 0 0 H z Z QD UTILITY 'H' COLUMN � a _ 0 UTILITY H COLUMN I O W/ 7BP POST Ln � w ', x '5 �.n as < 00 EXISTING ROOF IS NOT 0 ° W SUPPORTED BY WALLS '� z ADDITIONAL ROOFS AND VERTICAL p z Y F = � < 00 < cf� 3 Z � W.-1 o z ed- STRUCTURAL SUPPORT ARE 0 z 0 TO BE ENGINEERED � BY OTHERS. w (BD , O N EXISTING PIPE COLUMN Q co UTILITY 'H' COLUMN ENGINEERING EVALUATION p Qn W/ 7151" POST AS REQUIRED BY OTHERS EZ UTILITY 'H' COLUMN (TYP.) 11 1 W/ 7BP POST 0� NE *\y S R 0 REV NO DATE I BY 5/26/09 ST UTILITY 'H' COLUMN � " ; �. � 5/28/09 ST TILITY 'H' COLUMN n . u-;-;7 " S DRAWN BY:5T �00 a8235C3 4,�G REVIEWED BY:RR AROPESSIONP� CONTRACT DATE:5/1 3/09 DATE:5/2 1/09 30'-0 5/8"" - I JOB#: PLAN VIEW A.S. ENGINEERING GIANNARIS DOCUMENTS ARE VALID ONLY SME:316=1-0 SERVICES P.C. WITH AN ORIGINAL STAMP I 12 WIL50N DR. PORT JEFFERSON , N.Y.11777 of 9 AND DATED 51GNATUPE (63 I) 807-2596 O_ EXISTING ROOF 6 �— Q — ENGINEERED BY OTHERS > O z w LLJ J °L Q O CD Lu I I-5/8"TALL W z Ln <Q 0 cn V Ow DEG TRANSOMS Ln Li N O z O N to cn iu N N 0- w p o z i u B i- a i- a i- u F w aw LU a � 4 0 51_0114 4 0 5 0 51_O11 4 0 m o o ° Q SLIDER SLIDER 7 SLIDER SLIDER 6 SLIDER SLIDER 58°TALL Q Q = 'WINDOW DOOR 'WINDOW WINDOW DOOR 'WINDOW wlNDows j r A - — D _ C _ 6 — D A OU o w 9 8 8 8 9 . v, a �— H z _ z 22-1/8" TALL 3 KICK PANELS o a < a o a w z Q A B A A C . g c= 3 8 8 7 5 zFo ¢ o 30'-0 5/5" p > z z A ELEVATION - SCALE: s a=l-o W m w 0 v O Q (-n w �u lLl p� N� tS S R �0 REV NO DATE I BY P� 1� 5/26/09 ST 5/28/09 ST n + W Z DRAWN BY:5T �O 082359 �� REVIEWED BY:RR AP� CONTRACT DATE:5/13/09 �OFES S10,1�4 DATE:5/2 1/09 JOB#: A.S. ENGINEERING GIANNARIS DOCUMENTS ARE VALID ONLY SERVICES P.C. ITI1 AN ORIGINAL STAMP I 12 WIL50N DR. PORT JEFFERSON , N.Y.11777 2 OF 9 AND DATED SIGNATURE (63 I)80N , N.Y. 2 DOCUMENTS ARE VALID ONLY WITH AN ORIGINAL STAMP AND DATED SIGNATURE z O m Q CZ z _ z Lu Lu (HEADER) 4R5B STIFFENER NGEXISTING ROOF SEE DETAIL F/b J m/ Q 0 ABOVE ALL QUAD DOORS EINEERED BY OTHER :S Q oL O w W zLnQO (f) Q 'T � OuJ CO (n uj N -) z O 11171111 N N N Z Z tu tu Q (n G I O' QUAD I O' QUAD I O' QUAD I O' QUAD a O Q FVFW SLIDER SLIDER SLIDER SLIDER U ° W_ '-0" RH E DOOR DOOR F DOOR DOOR A U r ch z O OUTSWING — m --- -� Q � Q. o 0MMERCIA 8 8 9 Qry DOOR � a a ¢ o (-n D \ P4 >0 �u \ O x F = o S ¢ CSC a w m z be} w O � s ¢ z F � z° � � g � � Z O 27'-4" 0 c B ELEVATION 0 cN SCALE: 3/8`=1'-0" w �u W OV N CS7NE t5 S y9 �Q� REV NO DATE BY Q� O 1� 5/26/09 ST 5/28/09 ST Lli Lu 2 as as'2- Z DRAWN BY:ST �g2��JI�G REVIEWED BY:RR A�OPESStd CONTRACT DATE:5/1 3/05 DATE:5/2 1/09 JOB#: A.S. ENGINEERING GIANNAR15 SERVICES P.C. 1 12 WIL5ON DR. PORT JEFFER5ON , N.Y.1 1 777 4 OF 9 (G3 1)507-259G DOCUMENTS ARE VALID ONLY WITH AN ORIGINAL STAMP AND DATED SIGNATURE z O m o - > � z LLJz w J � QO SEE DETAIL F/8 (HEADER)4R5B STIFFENER W z Ln Q o(s) ABOVE ALL QUAD DOORS Q 't :2i O W Ln U' LnwN � -) z 0 — N � U1 (n J ] S Q G \ G'-O" 'LLl a = 1 0' QUAD 1 0' QUAD G 10' QUAD 1 0' QUAD I O' QUAD I O' QUAD \ SLIDER SLIDER SLIDER SLIDER SLIDER SLIDER SLIDER \ WINDOW O _w U o LL1 a = DOOR DOOR DOOR DOOR DOOR DOOR 3 O LIB O RI-1 _ C o Q A - F - F - OUT5WING OUT5WING 9 H _ _ g g: 8 OMMER(;*A GVMERCIA UUl NV, DO DOOR u 3 0 QD \ 0Qn � � w a=, ¢ A a O' o � w � W � .o � G 7 � > x 0 n ELL•EVATI N O o (S-) O �D w CV f� W W of N (n ,s S R � REV NO DATE I BY �� t O �1 5/26/09 ST co') � � 5/28/09 ST Ltl 1, DRAWN BY:5T 0� c�G REVIEWED BY:RR do �8235°� w �OFESSt0 4�. CONTRACT DATE:5/1 3/09 DATE:5/2 1/09 JOB#: A.S. ENGINEERING GIANNARI5 5ERVICE5 P.C. 1 12 WIL50N DR. PORT JEFFER5ON , N.Y.1 1 777 5 OF 9 (G3 1)807-259G DOCUMENTS ARE VALID ONLY WITH AN ORIGINAL STAMP AND DATED SIGNATURE 1/4"MIN.SGREW5 @ 12" IN51DE AND OUT5IDE INTO EX15T.5TRUGT.ENGINEERED EXTR'D ALUMINUM ply nru 51LL BASE(A•7W5B) Q _ L EL � z } W cnzz w p/i 1/4"STEEL PLATE C) Q O D SILL AT EXISTING STRUCTURE Q � o w 5CALE:G"= 1'-0' RAFTER STIFFENER z Ln o c17 d Q - O (�( Q w (4R5B) Lf� g "0[ C� In lu N 'n � O N � QUAD DOOR HEADER SECTION NOT TO SCALE W Q 6 7-1C) Q O Q U Q C WINDOW HEAD EXTR'D ALUMINUM 6 SCALE:6'= P-a' 5LIDING DOOR j HEAD(7AH) 51-I0ING DOOR Q INTERLOCK ON STEEL HEADER U o LL I FIXED PANELS WITH ALUMINUM cn x f� GOVE12 H Z 51LL INERT — < z o CUT TO GLEA12 Q 3 _ o #8 x 1/2"TEK 5GREW o P05T o v w o @ 12"O.C. (7.150) SD I P05T(71P) x x (TYP.ALL ELEVATIONS) _ x L a = z P- ¢ moo _ I I EXTRb ALUMINUM 0 3 0 co com \F = I I I BEAUTY GAP a z Q Q _ (4BG) v, x o Z rP m a mod- w 0 z (/] o Z J o ¢ r B WINDOW SILL T U O 6 5CALE:G"= P-0" I MINIMUM CONNECTIONS ARE �+ 5HOWN IN THE 5GHEDULE o CV ON PAGE I.ACTUAL DE51GN O Cn #B x 1/2 TEC SCREW I I I OF THE5E CONNEGTION5 MUST L LJ ( 1p.O.G.ELEVATIONS) BE DETERMINED BY A DE51GN (TYP.ALL.9.EVATIONS) PROFE55IONAL W U � (.n ca 'L BY INSTALLER EXTR'D ALUMINUM F NE cv I SLIDING DOOR SILL Q� �(ca REV NO DATE BY F QUAD DOOR SILL SECTION * * 5/26/09 ST A S1LL 6 NOT TO SOAP r K cc 6 5CALE:G"= 1'-0" + n " 5/28/09 ST 2 y ti � ��' DRAWN BY:ST g23 REVIEWED BY:RR L` AR CONTRACT DATE:5/1 3/09 \ °L CFE S S I MINIMUM CONNECTIONS DATE:5/2 1109 ARE SHOWN IN THE JOB#: 5GHEDULE ON PAGE 1. A.S. ENGINEERING ACTUAL DE516N OF G I A N N A RI 5 THESE GONNEGTION5 SERVICES P.C. MUST BE DETERMINED R. BY A DE51GN PROFE5510NAL. 112 WILSON PORT JEFFERSON , N.Y.Y. 11777 6 OF 9 (G3 1) 807-259G DOCUMENTS ARE VALID ONLY WITH AN ORIGINAL STAMP AND DATED 51GNATURE co L SLIDING DOOR HEADLC7 5CALE: G" 1'-0" — Q Lu 48 x 12" 5ELF 51LIGONE SEALANT W/ ~ o z 1= DRILLING SGREW5 6AGKEI2 120P BY IN15TALLER SHIM BY INSTALLER Q (7*150) Q a/- O w n z Ln Q p cn #8 X I/2" TEIC 5GREW5 (H7*150) z ' C)w GL05ED SILL (7G5) Ln w Ln O D COMMERCIAL DOOR HEAD 6YUN5TAGL�R(7 120) GUT TO FIT 0 0 SCALE:G'= I'-O" n to w 7 1/4 X I 1/4" 5D 5GREW5 zn in � u cn (HN2080) @ 12" O.G. w o 0 o J 0 0 = Q Q <1�I Lo W O � Q ' o Lu x H � _ co � 3 _ z � o 2 P�-x7 a ¢ oo _ z ° w W oz 0. o W z Q O xF = o o zoo Cn 3 5'-0" GOMMERGIAL x DOUBLE DOOR5 8 o Q a CSC Do W O Z cm �D w CV Q — Q W W MINIMUM GONNEGTION5 ARE DOOR 5ADDLE ]IF Ne Qn SHOWN IN THE 5GHEDULE �Q't �s g rp� REV NO DATE I BY ON PAGE I. AGTUAL DE5161\1 co OF THESE GONNEGTION5 * P ' * 1� 5/26/09 ST MUST BE DETERMINED zm TOP OF FIN. FLOOR 2 5/28/09 ST BY A DE51GN PROFE5510NAL. t� p`, .. —9 7 8" (25 CM) 2 aj DRAWN BY:5T N��j c'� R A SLIDING DOOR S I LL U p�� REVIEWED BY:R ARo �� CONTRACT DATE:5/13/09 �'� 7 SCALE. G.= I'-O" p7s$Sl0 4UNITIDTH -� COMMERCIAL DOOR SILL DATE:5/21/09 7 SCALE:6"= I'-O" JOB#: A.S. ENGINEERING GIANNARIS SERVICES P.C. 1 12 WIL50N DR. PORT JEFFER50N , N.Y.1 1 777 7 OF 9 (G3 I) 807-259G DOCUMENTS ARE VALID ONLY WITtl AN ORIGINAL STAMP AND DATED SIGNATURE m � m OUTSIDE NSIDE OF pP #8 x 1/2"TEK SCREW(H7'150) ROOM ROOM LD @ 12"O.C.MAX.EACH SIDE AR �-- = 11 1 O Z �_- EXTR'D ALUMINUM EXTR'D ALUMINUM Lu Z Z LLLJJ z CLOSED SILL(A-7C5) UTILITY COVER(A'5GT) 2xG DECKING OR 3/4'PLYWOOD Q Lu #8 x I/2'TEK SCREW(H7'150) � � � O O LLJ FLOOR SHEATHING 51X AT EACH COLUMN ------------------- (TO 13E EVALUATED BYA 2 1/2"MIN. }' Z It �2 O Lu ______________________ DESIGN PROFESSIONAL) EXTR'D ALUMINUM Q OUTSIDE INSIDE UTILITY H-COLUMN(A7'145) Ln L1 N Q MINIMUM CONNECTIONS ARE OF OF = EXTR'D ALUMINUM SHOWN IN THE SCHEDULE ROOM ROOM F WINDOW JAMB(A7-131 U) Z ON PAGE 1.ACTUAL DE51GN z 0 OF THESE CONNECTIONS \ MINIMUM CONNECTIONS ARE MUST BE DETERMINED BY STRUCTURAL CONCRETE SLAB 1 / SHOWN IN THE SCHEDULE to Un w DESIGN PROFESSIONAL. MINIMUM OF 2000 psi l (n N PAGE I.ACTUAL DESIGN N 0-- 2X6 JOIST 16°O.C. ° $ (TO BE EVALUATED BYA OF THESE CONNECTIONS F- Q Q 0 w C° ° a° ° ° DESIGN PROFESSIONAL) MUST BE DETERMINED IZ � o/ Z G= .49(MINIMUM) ° °I BY A DESIGN PROFESSIONAL. Z p 0 = Q (TO BE EVALUATED BY z MINIMUM CONNECTIONS ARE PLAN VIEW CONT.EXTR'D ALUMINUM u Q Q N DE51GN PROFESSIONAL) :2 III ° Q SHOWN IN THE SCHEDULE 2X BLOCKING & ° a I I ° °° ° ON PAGE 1.ACTUAL DESIGN CLOSED SILL(A'7C5) _• W X BLOCKING (MINIMUM) f '1� OF THESE CONNECTIONS C UTILITY Fi-CHANNEL CONNECTION N_ AT_SIL_L__ e ° IF REQUIRED FOR LAGS. MUST BE DETERMINED BY'A NOT roscu-e ° ° ° ° 8 (TO BE EVALUATED B a DESIGN PROFESSIONAL. YA Q ° ° ° ° u Q W DESIGN PROFESSIONAL) _ 0 _ `-UNIT WIDTH/LENGTH - IPE FOUNDATION 3/4"° UNIT WIDTH/LENGTH ENG NIEERING EVOALUATION E LUMN NOTE B PROJECTIONA A5 REQUIRED BY OTHERS U i.SEE FOR ALTERNATE FOR DETAILS ~-+ "' 8 DETAILS NOT SHOWN 2.CONNECTION TO FOUR SEASONS SILL TO CONCRETE SLAB CONNECTION DETAIL •-` "CON5ERVADECK"SAME AS SHOWN NOT To SCALE Q.I ¢ O v J 8 4R58 STIFFENER ,.,/ O L, LU (NOTCH AROUND BEAM POST) �y O O A SILL TO DECK CONNECTION DETAIL CUSTOM 1/8"THK BENT ALUM ANGLE #1.0 X 3/4"SO SCREWS ;vi x 8 NorroscALE CUSTOM I/8"THK ALUM - (H'2027)(4)INTO SPLICE PLATE a Z 4 Q EXTR'D ALUMINUM SPLICE PLATE Q v� F = O UTILITY COVER(A-5GT) O Q 3 #8 x 1/2"TEK SCREW(H7-150) (j%�J i % 4)TOTAL 1/4 X "5D SCREWS I /4 W m O -b W c� 51X AT EACH COLUMN O i Z F- O z O (HN2080)INTO CLIP EXTR'D ALUMINUM EXTR'D ALUMINUM > z 7BP BEAM PO5T0 Q SLIDING DOOR JAMB UTILITY H-COLUMN(A7-145) o O #8 x I/2"TEK SCREW(H7'150 C/� (7AJ) 51X AT EACH COLUMN '^ Q (J� EXTR'D ALUMINUM ---------------------- -------------------- WINDOW JAMB(A7-13 I U) UTILITY ALUMINUM C/] UTILITY H-COLUMN(A7'145) ,,,,,,/// � (� MINIMUM CONNECTIONS ARE MINIMUM CONNECTIONS ARE Q �j SHOWN IN THE SCHEDULE SHOWN IN THE SCHEDULE \ \ ON PAGE 1. ACTUAL DESIGN Q ON PAGE 1. ACTUAL DE51GN 1 OF THESE CONNECTIONS Vp OF THESE CONNECTIONS O W 1 1 1 1 MUST BE DETERMINED BY 1 MUST BE DETERMINED BY cz A DESIGN PROFESSIONAL. A DESIGN PROF `�.LJJ (- l PLAN PLAN VIEW PLAN VIEW flF VIEW CONT.EXTR'D ALUMINUM CONT.EXTR'D CLOSED SILL(A'7C5) CLOSED SILL( Q`� ,, � 8 �Q REV NO DATE BY 59-1/2" 120 3/4" G R0 'Q DOOR DOOR 5/26/09 ST D SLIDER CONNECTION AT SILL E SLIDER CONNECTION AT SILL F SLIDER CONNECTION AT SILL * . 8 NOT TO SCAN: Q NOT TO SCALE n NOT TO 5CALECc 5/28/09 ST V V J1i.. t.CI DRAWN BY:ST REVIEWED BY:RR A4()pess a CONTRACT DATE:5/1 3/09 DATE:5/2 1/09 JOB#: A.S. ENGINEERING GIANNAR15 SERVICES P.C. 1 12 WIL50N DR. PORT JEFFEPSON , N.Y.1 1 777 8 OF (G3 1)507-255G DOCUMENTS ARE VALID ONLY WITH AN ORIGINAL STAMP AND DATED SIGNATURE m � m o _ Q �\ J W � zz w CONT.EXTR'D ALUMINUM �_ 0 CLOSED SILL(A'7C5)BELOW Q � a-/ Q W zLnQp(J) / z 'T 0Lu GONT.ALUM ANGLE 7.120 Q — Ln EXTR'D ALUMINUM NOTE: TRIM FLANGE A5 SHOWN BY INSTALLER UTILITY COVER(A'5GT) CONNECTION #8 x 1/2"TEK SCREW(H7'150) � Lo LLJ N #8 x 1/2"TEK SCREW(H7'1 50) @ SAVE SIMILAR \ 51X AT EACH COLUMN SIX AT EACH COLUMN INSIDE ROOM FRONT 2 7/8°THK.WALL PANEL JAMB �GIAL DOOR _ N EXTR'D ALUMINUM SIDE OF u� Ln w ROOM #8 x 1/2"TEK SCREW(7'1 50) � � UTILITY H-COLUMN(AT 145) h w w w EIGHT AT EACH CORNER w Q Q z w EXTR'D ALUMINUM ��\ C) Q O= Q WINDOW JAMB(A7-13 I U) 1 EXTR'D ALUMINUM U Q Q � n MINIMUM CONNECTIONS ARE ` (O7C9R COLUMN �� SHOWN IN THE SCHEDULE ON PAGE 1. ACTUAL DESIGNtP \�\ '�5 3/16° 4° 3/16" Q 0 Q OF THESE CONNECTIONS \ / \ 1 MINIMUM CONNECTIONS ARE f 39_I/2" 39-I/2° U O �� 1 1 SHOWN IN THE SCHEDULE ����111 MUST BE DETERMINED BY m ON PAGE 1. ACTUAL DESIGN GOAM�RGIAL DOOR GOMM92GIAL DOOR OTHERS. OF THESE CONNECTIONSUMNUMMUST BE DETERMINED BY UTILITY H-CHANNEL(A7.145) > z OTHERS. COMMERCIAL DOOR JAMB I DN VIEW 3 9/1 G'EXP05ED--� NOT TO scA e Q x CONT.EXTR'D ALUMINUM 9 CLOSED SILL(A'7C5) 120 3/4" PLAN VIEW W x DOOR A CORNER P05T CONNECTION AT 51LL °� 3 C� 9 NOT TO scALe a z u� Q #8 x 1/2"TEK SCREW #8 x 1/2"TEK SCREW C) ¢ O ¢ 3 (H7'1 50)@ I G"O.C. (H7-1 50)@ I G"O.C. EACH SIDE VERTICALLY EACH SIDE VERTICALLY w m -Q-- w OUTSIDE FACE OF OUTSIDE FACE OF z F ,O Z Im EXISTING STRUCTURE EXISTING STRUCTURE (@ STRUCTURAL (@ STRUCTURAL O o x Q FRAMING) FRAMING) EXTR'D ALUMINUM GONT.ALUM ANGLE 7.120 WINDOW JAMB APPLY CAULKING APPLY CAULKING TRIM FLANGE AS SHOWN BY INSTALLER W a O (A7'131 U) BETWEEN SILL 4 WALL BETWEEN SILL 4 WALL C/] Z 27 Z co MINIMUM CONNECTIONS ARE MINIMUM CONNECTIONS ARE GONPv1ERGIAL DOOR SR CAI SHOWN IN THE SCHEDULE SHOWN IN THE SCHEDULE JANB 0 p ON PAGE 1.ACTUAL DESIGN ON PAGE 1.ACTUAL DESIGN OF THESE CONNECTIONS OF THESE CONNECTIONS MUST BE DETERMINED MUST BE DETERMINED BY A DESIGN PROFESSIONAL. BY A DE51GN PROFESSIONAL. iEXTRDALUMINUM, 2 LAG BOLTS @ TOP G"OF 2 LAG BOLTS @ TOP G"OFO � 'JCOLUMN SPACE @ 3"O.C. COLUMN SPACE @ 3"O.C. y vYIVERTICALLY 4 @ 30"O.C. VERTICALLY 4 @ 30"O.C. A� /� REV NO DATEVERTICALLY(COORDINATE VERTICALLY(COORDINATE Q *\s Sp 0WITH SCHEDULE) WITH SCHEDULE) 39 1/2"COMMEP51AL DOOR EXTR'D ALUMINUM 3/16" �J 5TD.H-COLUMN EXT5TD.H-COLUMN `~ G 5/26/09 ST (A7'1 1 1) PLAN VIEW SILL B SE(A-7M L BASE(TRV LLP W5B)INLIM PLAN VIEW (A7'I 1 1) �.fa SILL BASE(A•7WSB) SILL BASE(A•7WSB) - �� 5/28/09 ST C GABLE ATTACHMENT AT HOU5EWALL w/SOLID FILL ( _� l GABLE ATTACHMENT AT HOU5EWALL w/SOLID FILL Lu 9 NOT To 5cALE 9 NOT III ,sii�5cALe ' ' v _ D PAWN BY:5T c. ;r:.. 082� �G REVIEWED BY:RR A�QPEss � �~ CONTRACT DATE:5/1 3/09 DATE:5/2 1/09 JOB#: A.5. ENGINEERING GIANNARI5 SERVICES P.C. 1 12 WIL50N DR. PORT JEFFER50N , N.Y.1 1 777 9 OF 9 (G3 1) 807-259G Young & Young 400 Ostrander Avenue, Riverhead, New York 11901 631-727-2303 pi NOTES: Howard W. Young, Land Surveyor � REMOVE ALL PLASTIC & WIRE TAGS Robert C. Tast, Architect \ Thomas C. Wolpert, Professional Engineer REMOVE ALL PLASTIC CORDS FROM ` N TREE BALL. IF PRESENT \ \ Ronald E. Pfuhl, Landscape Architect F0orc o� NOTES: Douglas E. Adams, Professional Engineer ;f Q IN GROUPINGS OF SHRUBS, EXCAVATE . � 0 W "•n.�E AND BACKFILL ENTIRE SHRUB \ \ • REMOVE ALL PLASTIC AND WIRE TAGS. _ YMIXTURES.DA w/PREPARED BACKFILL ` • REMOVE ALL NON-DECOMPOSIBLE CORDS AND B RLAP FROM THE ROOT BALL, IF Ogg, rT. w PAVEMENT, WALKS 4 CURBING LEGEND 3" DEEP SHREDDED BARK MULCH • lm NOT CUT BURLAP FROM SIDES � i ✓ OF THE ROOT BALL. rs-"E� <E7 \ •SET TOP OF ROOT BALL 1' ABOVE S °�0 .` i FlNISHED GRADE. �Ng p • REMOVE ALL ACCUMULATED SOIL OR BG = BELGIAN BLOGK'CURB <a� L - . PLANTING BACKFILL MIXTURE \ \ AREA. GONGRET7= CURB t, tiq•� ,i �. . ti „.. �,' MULCH FROM THE ROOT CROWN i< I—i --I -_ Wa DROP CONCRETE ROOT BALL, IF PRESENT MGG = MOUNTABLE CNCRETE CURB \`, REMOVE ALL PARE BASKETS FROM �y ��d \ \ - ¢ r DECIDUOUS TREE CHD5"x24" = CONCRETE HEADER d SIZE i HELLEN I G RESTAURA,NT ��' �� ,�F _ HOSE PROTECMR <�� TYPICAL SHRUB PLANTING G�`P\N, \ \` � I._ 2'x2' STAKE (3 WAY) GSWS' = CONCRETE SIDEWALK a WIDTH a • - -; „� `\ ASWS = ASPHALT SIDEWALK 4 WIDTH �. I 2 STRANDS N0. 12 GALV. PLIABLE F9 NTS `, ti `- � ,x - STEEL WIRE (TWIST TO TIGHTEN) HRMP = HANDICAP RAMP EVERGREEN TREE GA = CONCRETE APRON MULCH TO BE KEPT AWAY FROM MWALL = MASONRY.WALL o TREE TRUNK ' 1 • SHREDDED BARK MULCH O 3' DEPTH COP = CONCRETE PAVEMENT SOIL SUACER TOP W/MULCH AP = ASPHALT PAVEMENT \ GP = GRA55 PAVEMENT / ,� <y \` �` - ROOT BAIL L SCARIFY ALL SIDES OF PUNT FIT MP = MASONRY PAVEMENT A mo '? ;` �' SBP = 5TONEBLEND PAVEMENT '; 4 PLANTING BACKFILL MIXTURE 18-TP I RGAP = RECYCLED CONCRETE ASGRASATE PAVEMENT \ \ ' DO NOT EXCAVATE LOWER THAN EOP = EDGE OF PAVEMENT TREE TO BE `\ BALL DIA. BALL DEPTH. o �OJ REMOVED \ BALL DIA. X 2 E- = EXISTING 0\1 y ��d �Q o 0 {C.��V� \` = ASPHALT PARKING STALL gjoa Ir �� �- \ \ TYPICAL TREE PLANTING =�6 LOCATION MAP N3� NT5 IO = SRA55 PARKING STALL SCALE: 1"=600' \ \ 7/O Y� 'A'c�` YyC` = AREA LIGHT P< < F 0 100 ww < NIS SITE DATA A. I-TG � � `� �- TOTAL AREA = 1.51a0 ACRES P o "T \ �i \ o<F �, • 9 Fora 0 O \ a0� oo G { 13? \` ^' ZONING USE 015MGT = LB LIMITED BUSINE55 ')_ Q'J� SG VERTICAL DATUM = N.G.V. DATUM (M.S.L. 1929) rocs O + A c� o EXISTING TREE I-TO TO REMAIN PARKING REQUIRED / \ O- I-TO �o I-TG '? ,y�j �� \ \ RESTAURANT 250 SEATS a I STALL PER 3 SEATS = 84 5TALL5 ��• EXISTING TREE l� -Y \ \ TOTAL = b4 STALLS TO REMAIN G� `\%` r ` + Ci0 � QO��P ��� \ PARKING PROVIDED <P�OF� � ASPHALT PARKING = 45 STALLS ego ` O ' 0 aoo \ \ GRA53 PARKING = 39 STALLS m.,A "l',� \O$ 0 •� �S `� TOTAL = 84 5TALL5* ,i • �, d)O 6;f Q 9 • IF ALTERNATE DUMPSTER LOCATION IS USED TOTAL 0 � \`� ` `� a`� �®� 4-FL PARKINS WALL B� REDUCED TO 83 STALLS \ (P \)\ \8-PL U �` G� `ryb `/ o oQ 0� \ \, ENCa1NEER'S CERTIFICATION FR.GP O UG �O \ �, ���' `� �`Q 0� \, • I HERE OF THAT THE WATER 5UPPLY(5) AND/OR a� 0 SEWAGE DISPOSAL SYSTEM(S) FOR TH15 PROJECT WERE DESIGNED BY ME OR UNDER MY DIRECTION. SAS " CAREFUL AND THOROUGH STUDY OF THE 501 rA' 23-PA � GROUNDWATER CONDITIONS, ALL LOTS AS ►V \ _ 1 CONFORM TO THE SUFFOLK COUNTY PEP y \ , ry''ww 5ERVIGE5 CONSTRUCTION STANDARDS I 9� � -PGL ,t� V � � �\�6n DATE. � I5TING TREE p.P (� ,� 7k fi � o o Y T REMAIN 6, v , b O��G� mcr. ±.i:d.�,PU?OtIANf TrJ SO�"',�1LD i0�L7�CQBr S�C7i.'S? (: F't . i vA.: �,'. ('�� re* + YQ� C�gSOC�P ' GS . S op 0 (� �9 r. I-zs AcrNot.' ,GES TI'ATG.iT,J JITILTlvs or' +?:siTE PI Ara vo ��` < �`Sf�`Sos �� . .'� (� W ���0 {�� FY c OF 5�� f^^�.o�� ssTraic I{Ra n�"�U[7ONofAPMOVALID TI HOWARD W. YOUNG, N.Y.S. L.S. NO. 45893 2 C? 'S o \' �� \� OJ�R o5�9 'C-" s.� ����Gp� -( I S� I� ^� AFPTED.(Sr C'0�t3IOtSONF i._�vitl6 THOMAS G. WOLPERT, N.Y.S. P.E. NO. 6148 �FQ 6148`3 O pOF NG�- ) 0� �- 3-PA r DOUGLA5 E. APAMS, N.Y.S. P.E. NO. 808CT P o � �/�0 6������� G�P�' ^3 IsE Pr.[t . '�' ' .%fJ9x'�S ESS10N p� f Vv c P0 c (� -----/ — -— -— y 2 (� T.^' o n SURVEYOR'S GERTIFI ifiVE '9 I-TC O� \ ° 0 \ Q A (� , / t�rc*. `�w�;�j15X • THI5 MAP WAS PREPARED UTILIZING i O3'�6i� 0 �` O rl' -- , 'N or SOUT'NULD7rLi�Nt1R'�IG B' .RD T OGRAPHIGAL SURVEYS MADE BY US, � O C 01? O \" F•`Z6 SIGN R / /ice' 6` 0 O rn ~ O 0 6g y+„r ;j 4 ��WE Aiti'fi` ,12ECSIC.iJATURE TITLE '1E Q' Pis -TG �`� ; \ NN /'/� ��`� NOT1:-The"prove •.,.e development plw1 sg5nll be dad fTtOWARD W. YOUNIS, N.Y.S. L.S. No. 45893 EXISTING TREE o ,,5 r ifor�cf thr<� yc%rs from the date val 9� \oo° �\ 4 Y�p, ; TO REMAIN \ �,\00°'�O ,-�'� � Code oip..2�;5. LAND EXISTING VEGETATION TO REMAIN OWNER wog p a Q TREE TO JOHN G I ANNAR I S EXISTING TREE LAWN MOVE PoVEo • o �� ''� / EXISTING TREE EX REMAIN �30 "A r � /� '''''/ HELL.ENIC, SNACK BAR \ TO REMAIN '00 � � l�, / 5145 MAIN ROAD c Q 9-Ns ; �6a°�� "� EAST MARION, NEW PORK IIQ3Q XD sc -� • `-'`� VV\'�,, She RESTAURANT S) �Qo F',a'. HELL EN I C 1"5T URAN T' o i o '�C \\\ OO, L1� 6 '_ �� /--,/.. / NHS • PLANT 5GHEDULE At East Marion, Town of Southold ' Suffolk County, New York ��\\ I-N5 '�`1� ��� i''' TREES I _ o � i I-l'l� . QTl' SYMBOL BOTANICAL NAME COMMON NAME SIZE ROOT i 10 N5 NY55A 5YLVATIGA 50URCIUM 2-5"-3"GAL. BdB County Tax Mop Dhtr!ct I COO 5ectlon 55 Block 2 Lot 14 °Qt� P P 5 TO TILIA GORDATA GREENSPIRE LITTLELEAF LINDEN 8'-10'HT. BdB 7LANDSGAPE: 4 AL I GNME;NT FLAN EVEF EENS g s 1 ' E NY5DOT Case No: 04-84PAO � QTY SYMBOL BOTANICAL NAME COMMON NAME SIZE ROOT ' -'�! i,r `• „ P O 26 PA PIGEA ABIES NORWAY SPRJGE BdB GENERAL AMENDMENTS 5EP. b, 2005 T'P THUJA PLIGATA WESTERN ARBORVITAE b'-8'HT. BdB `pro 7. GENERAL AMENDMENTS AUG. 30, 2005 € NY5120T COMMENTS MAY 10, 2005'"� y'/i' i"��' N �2 SHRUBS NYSDOT COMMENTS MAR. 31, 2005 � J FEB. 10, 2005 QTY SYMBOL BOTANICAL NAME COMMON NAME 51ZE ROOT NY5DOT COMMENTS JAN. 24, 2005 MAP PREPARED OCT. 12, 2004 0 21 PGL PYRAGANTHA COGCINEA 'LOWBOY' LOWBOY FIRETHORN 5 GAL. CONT. 12 PL PRUNUS LAUROGERA5US 'OTTO LUYKEN' OTTO LUYKEN CHERRY LAUREL 3"-3.5"GAL. Bd B 50ALE I' = 20' Q - MONUMENT SET ® MONUMENT FOUND •• STAKE SET - STAKE FOUND JOB NO. 2003-0421 DWG. 970382_2004-0532-alignment OF 4 Young & Young 400 Ostrander Avenue, Riverhead, New York 11901 631-727-2303 Howard W. Young, Land Surveyor Thomas C. Wolpert, Professional Engineer Robert C. Tast, Architect Ronald E. Pfuhl, Landscape Architect F Douglas E. Adams, Professional Engineer �;g ae a63s 'ff;5 NZF5 �<O��Z f I< 2" TOP SOIL 8 SEED FINISHED GRADE II I ' FRENCH DRAIN SWALE CL 1-1/2' WEARING COURSE NORi AL CURB HEIGHT �f W - I 2-I/2" BINDER COURSE FILTER FABRIC- ` � � • "� � `"� �' � ` '°� `.;•= } ". :;x11: —;=1�-- FINISHED CAST IRON FRAME d AJ GRADE I 1 PAVEMENT SURFACE GRATE GAMPBELL r--- a `� �; - -" `) '%? ?�: • ' n FOUNDRY,PAT. NO. i d 5401 OR APPROVED rPITCH Q 4" COMPACTED BASE COURSE Ilfa /aii STONE BLEND OR CRUSHED STONE I EQUAL. 3 I Y" GRAVEL 6" STABILIZED SOIL BASE .' PROT CURB 6-, U F FRENCH DRAIN SECTION FRAME 4 GRATE LOCATION WITHIN FRENCH DRAIN SWALE ASPHALT PAVEMENT SECTION UP NT5 NT5 NT5 @_E_ F� V�aF< G aWKWZU �LL III 0 I • I Q � O gem U a-0 Fli,415HED GRADE b CAST IRON FRAME 6 COVER GAMPBELL a 3 .- FOUNDRY PATTERN NO. 100-IC, OR ' EQUAL. (ON INSPECTION POOLS ONLY) PAVEMENT SURFACE OOOOOO�O 'i' CAST IRON FRAME:a GRATE Q V100 GAMPBELL FOUNDRY, PAT. NO. 540-7 OR APPROVED EQUAL. a ENGINEERS GERTIFIGATION F �__� O 0 O O O O O 0 • 1 HEREBY CERTIFY THAT THE WATER 5UPPLY(5) AND/OR s SEWAGE DISPOSAL 5YSTEM(5) FOR THIS PROJECT WERE DESIGNED BY ME OR UNDER MY DIRECTION. BAS O O O O O O O CAREFUL AND THOROUGH STUDY OF THE 501 all '.: ; �«�-.:ti ..- --,�._:.•• '' : •', -;,��'� CONFORM TO' THE GROUNOkNATER 05UFI TIONS, ALL LOI CONCRETE CURB 4000 PSI FOLK COUNTY DEP S 1 ¢ EXPANSION JOINTS 20' O.G. SERVICES CONSTRUCTION STANDARDS I - PAT t co o rn y HOWARD W. YOUNG, N.Y.5. L.5. NO. 458Q %A THOMAS C. WOLPERT, N.Y.5. P.E. NO. 6148 tP 61483 CONCRETE CURB DOUGLAS E. ADAMS, N.Y.S. P.E. NO. 80897 � �ESSIONP "i NT5 CAST IRON FRAME d o GRATE GAMPBEL'_. o FOUNDRY,PAT.No'. �' 340'7 OR APPROvED FINISHED GRADE 4" x 2'-8" CONCRETE COVER SHALL SURVEYOR'S CERTIFICr, _ Eh/ h FIN15HED EQUAL. ' t j.. O BE SET I-O" MIN. BELOW FINISHED THIS MAP WAS PREPARED UTILIZING V ' GRADE GRADE i TOPOGRAPHICAL SURVEYS MADE BY US. co N O i 4000 P51 PRECA5T CONCRETE m GROUT AROUND � TRAFFIC BEARING '!SLAB AS MFG. BY SUFFOLK CEMENT OR ENTIRE PIPE APPROVED EQUAL.. HOWARD W. YOUNG, N.Y.S. L.S. NO. 458g3 4; -- ------ - LANDS '_ DRAINAGE PIPE - PRECAST 50LID WALL N RING AS MFG. BY w DRAINAGE PIPE ] CARL50N PRECAST ONNER s OR APPROVED EQUAL. 0 4000 PSI PRECA51T CONCRETE JOHN G I ANNARIS BOX AS MFG.BY SIUFFOLK CEMENT OR APPROVED EQUAL. HELLENIG SNACK BAR PRECAST STORM 5145 MAIN ROAD GRADE 6" ' t%_ DRAIN RINGS AS EAST MARION, NEW YORK I1939 FINISHED :`- 4000 PSI PRECA5'7 CONCRETE U MFG. BY GARL50N BOTTOM SLAB W/SUMP AS w w - PRECAST OR • !'' •: MFG. BY SUFFOLK CEMENT OR _ _ _ APPROVED EQUAL.. n APPROVED EQUAL. �-- Ci RESTAURANT a I O ^ ❑® 1��111 HELL EN I G T STAU NT " d �t CONCRETE iv N em= ❑❑ a + ❑® o N rn NOTE wIRE MESH At East Marion, Town of Southold A o r^1 GROUND W Tra': o". in.l !'nrl w, hnr' ATER 1 0'0" - 5uff o lk County, New York o d+;RTF E'-'•."`R(:!-P."t-U''. T, h\'f•.J M R" :A' o y:. V .. : J a - `}Tr; •p:I GU".,`.`'1N!1I N D�i"it hY"`;f. I '. A Ai "\,k;TI°T':I',I-4u,,.".; n,}�,-�"�•-. County Tax; Map DIStrict 1000 Section 35 Block 2 Lot 14 it DE:TA I L.S a> � CONCRETE SIDEWALK SECTION CATCH BASIN 2' x 4' FLUSH GRATE: STORM WATER LEACHING POOL NYSDOT Case No: 04-84P j NTS NT5 NTS NO CHANGES THIS SHEET AUG. 30, 2005 3 .F NO CHANGES THIS SHEET MAY 10, 2005 NY5DOT COMMENTS l MAR. 31, 2005 s FEB. 10, 2005 m a m JAN. 24, 2005 MAP PREPAl:ED OCT. 12, 2004 0 J °' 50ALE: AS SHOWN E] - MONUMENT SET 0 MONUMENT FOUND 0 STAKE SET _ 'STAKE FOUND JOB NO. 2003-0421 J DWG. q'70382_2003_0532_detalls OF 4