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Home My WebLink About30845-Z FORM NO. 4 TOWN OF SOUTHOLD BUILDING DEPARTMENT Office of the Building Inspector Town Hall Southold, N.Y. CERTIFICATE OF OCCUPANCY No: Z-30822 Date: 03/11/05 THIS CERTIFIES that the building ADDITIONS Location of Property: 6405 ALVAHS LA CUTCHOGUE (HOUSE NO. ) (STREET) (HAMLET) County Tax Map No. 473889 Section 101 Block 1 Lot 16.7 Subdivision Filed Map No. Lot No. conforms substantially to the Application for Building Permit heretofore filed in this office dated DECEMBER 10, 2004 pursuant to which Building Permit No. 30845-Z dated DECEMBER 13, 2004 was issued, and conforms to all of the requirements of the applicable provisions of the law. The occupancy for which this certificate is issued is SUNROOM ADDITION AND "AS BUILT" DECK AND HOT TUB ADDITIONS TO AN EXISTING ONE FAMILY DWELLING AS APPLIED FOR. The certificate is issued to DONNA HAGZAN (OWNER) of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL N/A ELECTRICAL CERTIFICATE NO. 2044192 02/28/05 PLUMBERS CERTIFICATION DATED N/A Authorized Signature Rev. 1/81 Form No.6 mc"I TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN HALL 765-1802 ` .LS APPLICATION FOR CERTIFICATE OF OCCUPAI V M ' 2A This application must be filled in by typewriter or ink and submitted to the Building Depa W&w�ng: _-,?WN_QFS917NOL' I A. For new building or new use: 1. Final survey of property with accurate location of all buildings,properly 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 2110 of I% 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 L Certificate of Occupancy-New dwelling$25.00, Additions to dwelling$25.00, Alterations to dwelling$25 00, Swimming pool $25.00, Accessory building$25.00,Additions to accessory building$25.00, Businesses $50.00. 2. Certificate of Occupancy on Pre-existing Building- $100.00 3. Copy of Certificate of Occupancy-$.25 4. Updated Certificate of Occupancy- $50.00 5. Temporary Certificate of Occupancy-Residential$15.00, Commercial $15.00 Date. 3�II/o.f New Construction: t/ Old or Pre-existing Building: (check one) Location of Property: 6405 4LV6143' 44nI¢ r-ukIta?y4 /Vj //9351' House No. Street T Hamlet Owner or Owners of Property: l)dAyl A A4Fzi4/0 Suffolk County Tax Map No 1000, Section /01 Block 0001 Lot 6&, 007 Subdivision Filed Map. Lot: Permit No. 3 01gs, Date of Permit. Applicant: Health Dept. Approval: Underwriters Approval:_ Planning Board Approval: Request for: Temporary Certificate _Final Certificate: _ (check one) Fee Submitted: $ C) Applicant Signaff&e 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. 30845 Z Date DECEMBER 13 , 2004 Permission is hereby granted to : DONNA HAGZAN 6405 ALVAHS LANE CUTCHOGUE,NY 11935 for SUNROOM ADDITION TO AN EXISTING SINGLE FAMILY DWELLING AS APPLIED FOR at premises located at 6405 ALVAHS LA CUTCHOGUE County Tax Map No. 473889 Section 101 Block 0001 Lot No. 016 . 007 pursuant to application dated DECEMBER 10 , 2004 and approved by the Building Inspector to expire on JUNE 13 , 2006 . 1 Fee $ 150 . 00 Aut ri d Signature ORIGINAL Rev. 5/8/02 O JrL3 rL3rQrrlL3rL3rJtfflJ J�rJr�rlr�cfr�rJr>nrJrJ�rJ�rJ�rJ�rJ@P cPrPr frJ�cPrJ�rJ�r1�r�rPrJ�rJ�rJ�cPr�rJ�rJ�rJrJ�r�rJ�rJ�cPrJrJ@PrJd I7 Mail 5 BY THIS CERTIFICATE OF COMPLIANCE THE 5 5 NEW YORK BOARD OF FIRE UNDERWRITERS 5 5 BUREAU OF ELECTRICITY 5 rj 40 FULTON STREET - NEW YORK, NY 10038 5 5 5 5 CERTIFIES THAT 5 5 Upon the application of upon premises owned by 5 5 5 BRIAN BROOKS ELEC. INC. DONNA HAGZAN 5 5 BCOX 1001,UTCHOGUES NYE1819355, CUTCHOGUE, NY E DR. 6405 ALVAHS 11935 5 CC5 55 5 Located at 6405 ALVAHS LANE CUTCHOGUE. NY 11935 e5 Application Number: 2044192 Certificate Number: 1044192 Section: Block: Lot: Building Permit: BDC: 5 5 ns11 �5 5 Described as a occupancy, wherein the premises electrical system consisting of 5 5 electrical devices and wiring, described below, located in/on the premises at: 5 5 5 First Floor,Outside, fir+ A visual inspection of the premises electrical system, limited to electrical devices and wiring to the extent detailed 5 5 herein, was conducted in accordance with the requirements of the applicable code and/or standard 5 promulgated by the State of New York, Department of State Code Enforcement and Administration, or other 5 authority having jurisdiction, and found to be in compliance therewith on the Day of 5 28th February,2005. 5 5 Name (QTY Rate Rating Circuit Type 5 5 Wiring and Devices 5 5 Outlet I 0 Fixture 5 5 Fixture 1 0 Incandescent 5 CJ Outlet 9 0 General Purpose I+ 5 Receptacle 8 0 General Purpose 5 5 Switch 3 0 General Purpose 5 5 Paddle Fan 1 0 5 S 5 5 5 5 5 5 5 5 seal 5 5 5 1 of l 5 5 This certificate may not be altered in anyway and is validated only by the presence of a raised seal at the location indicated. 5 DrJ rJ�cPrJ�rJ 11111 l�I I WLPLI@PLrt3ZLPLrC3rL §r§3 0 TOWN OF SOUTHOLD PROPERTY RECORD CARD OWNER STREET VILLAGE DIST. - SUB. LOT S ACR. � REMARKS Z, I � TYPE OF BLD. -- OS n PROP. CLASS 2( o r LAND IMP. TOTAL DATE M - N�c- e •r eons zz,Do 00 OO 3 /. 99 �I I L(IInG / ill+ 6y�*� ---- c-O FRONTAGE ON WATER TILLABLE t. I L SO( FRONTAGE ON ROAD WOODLAND DEPTH MEADOWLAND BULKHEAD -- HOUSE/LOT &0 TOTAL NNE ■■■■■■■�■■■■■■■■■O/R7��[�'lA■■MEMO■■ ■■■■■[......fl■■■iii■►.I■■■■■■■■■■■No SENSE ■■ ■■■E6f1■■�i7E■EEE/%■■EE�IEE■■■■EEE■■ ■■■■E!■•��s�m■®�aEEEM�{EEE■■EEE■E■ - ■■■■■l�■■■■t■■Q!al■■■<iE�l■E■■■■■MEMO ■■O■■It■■EEEOO■m■■■EmlIMMMM■■■NONE ■■■■■It■■■■E■■E■■�'fii!�■I■■■■■■■MEN E ■E■■nllM■MMii ■iii■E■E■ i■■■■■ EEMEMIIEMMEOmDO■OHO■O7•I.00E" M■M■ ■EEE■ummm■■■■■E■mMEMEN■E■■E■Eson ■■■■■M■EEE■■■iEMENEO■OMME■■E■MEN ■■■EOE■■■■■■■E■■�■E■■EEE■■E■■■E■ • iii WWM t �_ 3og �-sz 765.1802 BUILDING DEPT. INSPECTION FOUNDATION IST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING [ ] FINAL [ ] FIREPLACE & CHIMNEY ] FIRE SAFETY INSPECTION REMARKS- / r la' ok r DATE / ' ' _ °fig- INSPECTOR " - ill,pFOS &P LZ TOWN OF SOUTHOLD BUILDING DEPT. 765.1802 INSPECTION [ ] FOUNDATION 1 ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATI N [ ] FRAMING / STRAPPING [FINAL (,l /T/o N [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION REMARKS: DATE INSPECTOR , FIELD INSPECTION REPORT DATE COMMENTS FOUNDATION(IST) — --- — _—=--- -c v�x -------------------------------------- 01 _ ---- — -- ------- FOUNDATION(2ND) ----- ----- — �- cr _1 ROUGH FRAMING& -------- --- — m cn PLUMBING -- ---- — — ------ --- A --- ---- A INSULATION PER N. Y. -------_----- STATE ENERGY CODE ------------- — La FINAL ADDITIONAL COMMENTS 22 Z m z -- --- — C .o .a TOWN OF SOUTHOLD BUILDING PERMIT APPLICATION CHECKLIST BUILDING DEPARTMENT Do you have or need the following,before applying? TOWN HALL ' Board of Health SOUTHOLD, NY 11971 4 sets of Building Plans___ TEL: (631) 765-1802 Planning Board approval FAX: (631) 765-9502 ��(S—� Survey iiivw. northfork.net/Southold/ PERMIT NO. T Check Septic Form N.Y.S.D.E.C. Trustees Examined i 2 r 2 - ,20__y Contact: Approved 1p 20_ Com/ Mail to: Disapproved a cT_ Phone: Expiration ��- 2 uil 'Qg,fnspe r 9 ^��+.. APPLICATION FOR BUILDING PERMIT Date 20 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 applicable Laws, Ordinances or Regulations, for the construction of buildings, additions, or alterations or for removal or demolition as herein described.The applicant agrees to comply with all applicable laws, ordinances, building code, housing code, and regulations, and to admit authorized inspectors on premises and in building for necessary inspections. (Signature of applicafft or name,if a corporation) (LCA 1 vahg �C, e) (Mailing addres of applicant) State whether applicant is owner, lessee, agent, architect, engineer, general contractor, electrician, plumber or builder _O(a3o-Ar Name of owner of premises bonon �aom,.q s on the tax roll or latest deed) If applicant is a corporation, signature of duly authorized officer (Name and title of corporate officer) Builders License No. aqR�L4-� Plumbers License No. Electricians License No. Other Trade's License No. 1. Location of land on whi h proposed work will be one: (D� o5 I' lvrAA is by - , — l��r�c��t >P House Number Street Hamlet County Tax Map No. 1000 Secti nBlock Lot Subdivision Filed Map No. Lot 2. State existing use and occupancy of prem• es and intendeo use and occupancy of proposed consti-action: a. Existing use and occupancy ` 7 Q \\U UUJC,\ \rol b. Intended use and occupancy 3. Nature of work (check which applicable): New Building Addition__ �Alteration Repair Removal Demolition Other Work µ (Description) 4. Estimated Cost g�a 1_(n , � Fee (To be paid on filing this application) 5. If dwelling, number of dwelling units Number of dwelling units on each floor If garage, number of cars 6. If business, commercial or mixed occupancy, specify nature and extent of each type of use. 7. Dimensions of existing structures, if any: Front 1o).LD Rear 7d•�O Depth Height Number of Stories �;k y Dimensions of 1§ame structure with alterations or additions: Front 1a • �D Rear loZ: Co Depth - 1`A Height Number of Stories 8. Dimensions of entire new construction: Front Xl� ) Rear a 'eJ Depth as Height 1 C Number of Stories ri''es 1 9. Size of lot: Front c;i �3 •�g Rear I 1 y • 0U, Depth � I 1 r) .1'D 10. Date of Purchase Name of Former Owner 11. Zone or use district in which premises are situated 12. Does proposed construction violate any zoning law, ordinance or regulation? YES,NO 13. Will lot be re-graded? YES_NO Will excess fill be removed from premises? YES NO I,�I �U�C1/10gqU2J 14. Names of Owner of remises jnfl { (A n Address MOM)AWMAS DY. PhonCNo. Name of Architect \C VACk WNn6 Address ,A 'D, , Phone No 1,03l- 55So1 Name of Contractor lbw CeGSoVts Address SMS Phone No. 5(o3-`3g "f tio\lortsa� I ny\ 15 a. Is this property within 100 feet of a tidal wetland or a freshwater wetland? *YES NO * IF YES, SOUTHOLD TOWN TRUSTEES & D.E.C. PERMITS MAY 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. STATE OF NEW YORK) SS: COUNTY OF ) AU2 =/2 Y-7 being duly sworn, deposes and says that(s)he is the applicant (Name of individual signing cgihtract) above named, (S)He is the Ck A (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. SwgVn to before me this day of, 20 Public Signature of licant DIANA LYNN MORANO Notary PUDIic state of New yo(k NO 0IM06085373 Bu06hea in NOSSOU O ty My commission Expires ,PEF.# ,Pio-94•a�i8 pF NELN dy ALV,4HS LANE * a cY_a. Q nFy azool � LANNDSVP� ,-4a 4t-co Act 42.95 S--rA19iI44� 5. 33 ` 27'50 '"E. E � t+.4s-a 213.96 O R. 9ATE5 Ts" d �. h `famss �b Wec b4m..- 8jr6 O �y13.3• / �r•Z t2 a v�AHtt� $-----' � LAND /✓��°Q �a R 45.3' o 3A�o, LL LL ko e a „ w m WELL / o i ¢ V yf F• cp � B Z) Q AREA = 2. 22 AG. 60 o W � W V W p O ,S- LA VD V/F O (j 10/SACA/U0 4-. 05 MAP 174. �3r iR v0 / IA�Rr sET . /V.33'03' O"W. L.AA10 n//F 41A.AJOC9 / WATTS WF./ A.vp 9.4N/rARY LOCA r/ON PER BU/GOER SURVEY OF LOT S, MAP OFEAST COAST PAIOPERT/ES ,r/LED MAY 27, /992 - FWLE# 9225 SITUATE,D AT CUTC/406U,15 • TOWN 0F.SOU7901D ' SUFFOLK CbU/./Ty• N.Y. 6UARA/VTEEO TO FIRST AAAERICAAJ T/TLE 1AA541RAAAf6 C0hgPA/J)-- of NgW YORK DONNA HA62AAI SURVEYED JULY Z, 1993 UND6.e40n 5T : Juls'2, /996 i/NAL - 56PT. s,1998. QEv/SED T/E / y0$ r lZ/6/99 SCALE • r060 =HARRY P. HILLEBRAND= LAND SURVEYOR SUFFOLK COUNTY TAX MAP 11 CHURCHILL LANE - SMITHTOWN, N.Y. DISTRICT SECTION BLOCK LOT TEL. 543-5139 /000 /0/ / A27 NASSAU SUFFOLK BLUEPRINTING FAL E 93002 _ [4. FNFWu NOTES . THE CONTRACTOR SHALL VERIFY CONDITIONS IN 114E FIELD AND IMMEDIATELY NOTIFY 9WNERSHIP OF Nlucnrm ARCHITECT OF ANY CONDITION NOT AS ASSUMED. HE SMALL TACE FIELD MEASUREMENTS THESE DOCUMENTS AND SPECIFICATIONS ARE THE INSTRUMENTS AND BE RESPONSIBLE FOR THE SAME. 39. FLOOR OR LANDING REQUIRED AT EACH SIDE OF DOT DOOR, TOP O BOTTOM OF SOMTHE E AND SH LL REMAIN THE PROPERTY OF THE ARCHITECT . POF THE NEW ROVOE ALL NECESSARY SHORING AND BRACING AS REQUIRED FOR THE SAFE INSTCTION OF THE EXISTING CONWTKNSL ALLATION OF STIRS. DOOR MAY NOT SWING OVER IANADINC (EXCEPT SCREEN DOOR) OR NOT. THEY MEVENOT TO WHICH THEY BE ED ON � MADE ITER PR EXECUTED . JECTS NO NOTE OR CONSTRUCTIONOF SMALLBECONSTRUED AS REIJENNGG THE CONTRACTOR FROM MAX. 8 � THRESHOLD. ' BFLOOR OR LANDING MI 1ELOW 1HESHOLD. EXTERO" DOOR LANDING MESE DRBY W AWINGS CMN NOTE 1ONPROR THE ODUCED M P�T. WHOLE R J WIND EME RESIDENTIAL CODE OF NEW YORK XECUTING Nl TE WORK IN ACCDRD04CE WITH THE BUILDING CODE OF NEW YORK STATE. 40. EGRESS REQUIREMENTS: SILL HT. 44" MAX. ABOVE F.F.. 5.7SF CLEAR WWITNOUT WRTITiDV PERMISSION OF THE ARCHITECT. FRAMING LUMBER SHALL BE STRESS RATED�DOUGLAS FIR-LARCH OR SOUTHERN PINE& ALL LOCAL REGULATIONS HAVING RRATED� NOESWI1o0W WITHIN 3FT OF PROpERIYING. WIN. 20* WIDE CLEAR OPENING, NE,MIN. IYINDOW WELLSHMIN. BSF k136' 1350PSI MIN. FOR BENDING. BRIDGING 8'-0' OC MIN. & ENDS, DOUBLE JOISTS UNDER MIN DIM.. WINDOW WELLS MORE THAN 44" BELOW GRADE MUST HAVE "IMMEDIATELY" ARCHITECT, PC PARTITIONS, SOLID BLOCKING UNDER PERPENDICULAR CILAR PARRTIONS, GTS IN ,LLL PARTITIONS. PERMANENT LADDER. ENCLOSE POOL TO CODE 5. ALL MOROIAM BEAMS SMALL BE "TRUS JOIST-MACMILLAN' WITH MIN. STRUCTURAL PROPERTIES 41. RAFTER TIES - MIN. 1'X4. O WOC MAX. AS FOLLOWS: FB=2600PSI, FV=285PSI, FCPERP.750PSI FCPAR=2510PSI E=1 IDD OOOPSI, UPON COMPLETION CFN-7.35. 42. ATTIC ENTIATON; VENT EACHENCL ATTIC & RAFTER BAY. 1/8" TO )<' 4 Anthony Drive 6. MIN. (2)2'X10" HEADERS OVER ALL OPENING UNLESS OTHERWISE NOTED. MESS SCREEN OVER OPENINGS. NET AREA OG OPENING MIN. 1/150TH OF BEFORE "WATER" ROCKY POINT, N.Y. 1 Drive 7. PROVIDE STRUCTURAL METAL CONNECTORS BY 'SIMPSON STRONG TIF" OR APPROVED EQUAL VENTED AREA OR 1/300TH IF SOX - 80X OF VENTING NEAR TO OR VAPOR BARRIER PH: Y POI 821-5511 AT ALL BUTT CONNECTION OF STRUCTURAL MEMBERS, 43. STRUCTURAL SHEATHING/BRACNG SMALL BE PLYWOOD 5/18" MIN FOR STUDS 1810C 4D PH: 631) 821-5582 8. ALL CONSTRUCTON TO MEET THE REQUIREMENTS OF THE BUILDING CODE OF NEW YORK OR 3/8' FOR STUDS 24-0C, FIBERBOARD )f' MIN FOR STUDS 16-00. GYPSUM BOARD STATE. THE RESIDENTIAL CODE OF NEW YORK STATE. THE ENERGY CONSERVATION CONSTRUCTION NAILED 07-0C, BLOCK Nl HORZ. EDGES. CODE OF NEV YORK STATE. AND ALL LOCAL ZONING RULES & REGULATIONS. 44. TEMPERED GLASS REQUIRED FOR ALL SHOWER/TUB DOORS. 9. FIRE STOP ALL CONCEALED SPACES WITHIN WALLS. ATTIC. CORNICES, AROUND FLUES• AND 45. MIN STAIR HEADROOM SHALL BE W-8', MAX RISER HT. 7 ?', MIN. TREAD WIDTH 10'. TAOLE RIOZ2 DUCT OPENINGS (MIN. 2X LUMBER OR OTHER APPROVED INCA00MATERIAL) AS PER RESIDENTIAL CODE RISER DR TREAD MAC DIFFERENTAL SHALL E 3/8' IN ANY FUGNT AWIMMlBCIFI®cORWRLBWA 11TRINIOTH Or OONCIIBTB eRollRcr NAA7T. OF NEW YORK STATE, 20 MINUTE FIRE PROOF SELF CLOSING DOOR TO GARAGE, X" TYPE"X' 46. GURDPALS ARE REQUIRED FOR ANY WALKOFF GREATER THMM ABOVE FLOOR OR MNIMLNLI IFECIR®COAWI®BWVE iY� WALL BOARD (30 MINUTE) ON ALL GARAGE STUD WALLS & CEILINGS COMMON TO HOME. GRADE. MIN. NT. 36' (34' ON STAIRS) MAX OPENING SIZE LESS THANE' (6' FOR TYPE OR LOCATION OF OOIN%WECONi1RUCTION Pe iu1g7.8n Residence 10. INSTALL ALL WATER. WASTE, SOIL. AND VENT LINES IN ACCORDANCE WITH THE RESIDENTIAL TREAD/RSER/RAIL Lane CODE OF NEW YORK & THE PLUMBING CODE OF NEW YORK STATE 47. MANDPoAS ARE REQUIRED IF 2 OR MORE RISERS. RAILS HT . MIN. 34' MAX 38", rWALLS JJ 7.500 2,5W 6405 A1V811tS Lane 11. ELECTRICAL INSTALLTION SMALL COMPLY WITH THE NATIOMAL ELECTRO CODE & THE 2500• �...t RESIDENTIAL COO: OF NEW L EL SATE, AND K S RULES & REGULATIONS OF ALL LOCAL GRIPS MUST eE 1 J(' - 2' GRCIIIAR CRoss SECTION OR IF NOT CIRCULAR SHALL NEAT ANO IN MIa L ON GRADE, A.uWO$UC,NY 11935 AUTHORITIES & UTILITIES. ALL ELECTRICAL WORK SWILL BE UNDERWRITER APPROVED. HAVE PERIMETER DIM OF 4' - 8 )i' WITH MAX CROSS SECTION DIM OF 2 !(". MAX GAR OwrR S.FCUrognQV WALLS.E2GiFIGR wA.Ls, 2sw 2'�0 2500' 12. THE ARCHITECT O SHNl NOT BE RESPONCIBLE FOR THE ACTS OF OMMISSON OF THE PROJECTION INTO STAIRWAY SHALL BE 4 ){', ENDS SHALL RETURN TO WALL OR NEWEL I 2500 S,OBD' 3.000- CONTRACTOR OR ANY SUB NC OR AGENTS OR ANY OTHER PERSONS PERFORMING �T• RT ETHE WORK. T 13. THE ARCHITECT IS NOT RESPoNCIBLE FOR THE MEMS d METHODS OF CONSTRUCTION MCR 48. TEMPERED GLASS REQ'O FOR: VERTICAL EDGE LESS THAN 24' OR DOOR SWING, BOTTOM G F 2500 5.000'^ S,SpD- 7HE SAFETY ON THE JOB SITE AND THESE EDGE LESS THAN 18' FROM FLOOR OR GRADE. IF WALK THROUGH HAZARD r)OMS, FoagIPoUNDFEaeO NNtl1.EE9APN SOLELY THOSE OF THE GENERA. CONTRACTOR.RESPONSIBILITIES ARE INTENDED TO BE REMAIN EXPOSED AREA OF PARE GREATER THAN 9SF. 49. NATURAL LITE SHALL E MIN. 8X OF FLOOR AREA IN HABITABLE SPACE. BATH ROOMS N9EE TABLE R3012(1)IN REgDENTIAL BUHDIND CODE OF NEW VDiM STALE FOR WEATHERING PoTENTML Al 2011,01, CONO14. THE ARCHITECT IS NOT RESPONSIBLE FOR OBIINYNG ANY GUIDING PERMITS AND/OR 3SF OR ARTIFICAL LIGHT & VENT. c SEE TABLE INTNESe LOCAIIDNB&SUIXING Co TOF VEINY Ano TATE FORW ATHERIN MTENIDN MENPORE NR{nTRury VARIANCE APPROVAL 50. VENTILATION SMALL BE MIN 4X OF FLOOR AREA OR MECWWICAL OF 35 AIR IN AACOWTE IN HES Fa A O NS 15. AL DIMENSIONS ARE TO FACE OF STUDS OR CEMERUNE OF BEAMS. THE CONTRACTOR CHANGES/HR OR 1 E M/OCCUPANT SMALL VERIFY ALL DIMENSIONS PRIOR TO BEGINNING (INSTRUCTION. 51. SMOKE O WNCRETESN SEAR-ENTRANED TOIALAIRCONIENT(FERCENTBYVOI W OFCCMCRETE)SNALLNOTBELESSTHAN WITHDETECTORS STALL A ,ARD WILED WREQUIRED BACKUP. REQUIRED IN EACH 5FERDENTOR MORE THAN]FERCENT 18. FOUNDATIONS ONE ARE S. MI PLACED ON UNDISTURBED POU SOIL PLA AN ASSUMED SOA- GEARING BED ROOM T AJJNNECT HALL, AT LEASE 1 REQUIRED ON EACH STORY & BASEMENT, N SEE WOMM Rw22 OF THE RESIDENTIAL eUIt°ND CODE OF NPN YORKSTATE PoRIUHIMUMCEMEN7 CONTENT CAPACITY IN 2 TONS. MINIMUM STRENGTH OF POURED IN PLACE (PW) CONCi1TE IS TO BE MUSE E INTERCONNECTED & AUDIBLE FROM SLEEPING AREAS 3000PSI MSI. AFTER 28 GWS. EXCEPT SLABS @STIRS EXPOSED TO WEATHER WHOJ WILL 52. GRADE SHALL BE FAIL MIN. OF 6' WITHIN 10' OF FOUNDATION WNL. BE ANCHOR BO MIN. AFTER 28 LYS S3. CONCRETE & MASONRY FOUNDATION WALLS SMALL EXTEND ABOVE FINISHED ADJACENT 17. CORNER BOLTS TO BE K'PER MIN. & SHALL BE SPICED AT 3--O-OC MAX., 12' FROM ALL GRADE A MIN. OF 4. TABLE R301A CORNERS. MIN. 2 BOLTS PER SILL SECTION. MIN. 7" EMBEDMENT, AND SMALL BE HOOKED. 54. THESE DIAWINGS & SPECIFICATIONS HAVE BEEN PREPARED UNDER THE SUPERVISOR B�MOIUMRAlFOIRBLY DRAWING ITLE 18. ALL AGE OF SYSTEMS SHALL HAVE SHUTOFF DAMPER AT THE BUILDING WALL WITH MAX. OF THE UNDERSIGNED AND TO THE BEST OF THE LNDE CEPS DIBTR®UTED LIVE LOADS LEAKAGE OF 2OCFM. ATTIC VENTILATION PROVIDES TSF FREE VENT FOR EACH 600SF OF ATTIC AND CONAL JUDGEMENT ARE IN COMPLIANCE WITHESI7}IE RESI�DENTAL CODE OF SPACE. INTERIOR TOILETS SMALL BE VENTILATED WITH 1000FM EXHAUST FANS ON A SWITCH. NEW YORK STATE MIND PER FOM50 GENERAL NOTES 19. ALL SHINIER DOORS & OTHER GLASS LEGS THAN 24"AFF SHALL BE TEMPERED (MIN. 3/16' S5. ALL ELECTRICAL WORK s,4A11 BE DONE IN FULL ACCORDANCE WITH CURRENT CODES LSENGER LCONIES 4C PLOT PLAN A ALL EOUIP. INSTALLED OUTDOORS & EXPOSED TO WEATHER SHALL BE WEATHERPROOF THICK) 20. STAIRS SHALL BE 36' WADE, MAX. RISER 8 IF' (MAX. VAR. 3/,8', 9' MIN. TREAD. MIN. B. BOTTOM OF RECEPTACLES O SWRCHES SHALL BE LOCATED S' ABOVE COUNTER TOP OUTICLE GARAGES ES 50 HEADROOM SMALL BE 6'-8', LA4DM SMALL E REQUIRED FOR ALL STAIRS WITH MORE THAN UNLESS NOTED OTHERWISE 10 TWO SM RISERS, LANDING WIDTH SHALL BE NOT LESS TITIAN THE DOOR OR STAIRWAY SERVED C. RECEPTICLES SMALL BE INSTALLED 12" ABOVE FIN. FL & 12'-0" HQRZ.. AL STORAGE 20 AND SHALL HAVE A WN. OIMl7VSI0N OF 38' MEASURED IN THE DIRECTION OF TRAVEL RECEP 1CLES WITHIN V-0" HORZ. OF SINK• IAV., OR TUB SHALL BE GFTR THANSLEEPING ROOMS 40 21. AL1 STARS WITH OVER TWO (2) RISER & ALL LANDING SMALL HAVEMANDRILS. HANDRAILS D. WALL SWITCHES TO BE MOUNTED 48" ABOVE FIN. FL 50 SHALL NAVE A CIRCULAR CROSS SECTION SI AT LEASE 1 ){ ' & NOT GREATER THAN 2'. IF E. ALL SMOKE DETECTORS TO BE WIRED IN A MANNER SUCH THAT THE ACTIVATION OF a HABpRALS 40 NOT CIRCULAR TENNI A PERMIMEIER DIM ONE WILL ACTIVATE ALL 200 VENISON 2 AT LEAST 4' AND NOT GREATER THAN ewe Lemon(TOT eg-e-S mle 0I N 8 I(' WITH MAX CROSS SECTION DIMENSION OF 2 J('. 22• CURDS ARE REQUIRED ON PORCHES. BALCONIES. RAISED FLOORS. DECKS LOCATED 30" OR ATE 12/31104 MORE FROM GRADE OR FLOOR LEVEL, ASO ALL STIR WITH GREATER THAN 2 REOSERS. GAURDS IJECK & PLATFORM S'LI,�T SCALE. ASNOTED 5FW1 BE A MIN. NT. OF 3e' EXCEPT STIRS WHIG" CAN BE 34". THE GAURDS SHALL BE OF TO BE L [ �• SIZE AS TO NOT ALLOWEGALIZE OW THE PASSAGE OF A 4" SPHERE. p t�j AJ' DRAWN BY RAV 23. PATCH & REPAIR EXISTING WORK TO REMAIN & MATCH NEW CONSTRUCTION. &'�j / D tj9 tS CHECKBY RJW 24. ALL LUMBER EXPOSED TO ELEMENTS SMALL BE ACO TREATED AND SECURED WITOi NON-CORROSIVE IARpWARE (BOLTS. NAILS. HNOERS, ETC?). M� 0 99 �L� REV15loIJs: 23. ARCHITECT RECOMMENDS ALL SETBACKS BE VERIFIED BY A LICENSED LAND SURVEYOR BEFORE PROCEEDING WITH CONSTRUCTION. \ 28. MIN BE W ALLEXCAVATIONS SHALL BE FREE OF ANY R0015 & DEBTS. MIN. �J 27. CRAWL SPACE VENTILATION SWILL N. TSF/15OSF OF UNDER FLOOR AREA. WITHIN 3Fr EACH CORNER. �/ PROOSED �g5 YY e• 28. UNTREATED WOOD TO SOBS CLEARANCE SHAM E AS FOLLOWS: JOIST MIN 18", GIRDERS MIN. 12. SUNROOM mss. 29. JOIST BEARING MINIMUMS: ON CONCRETE 3', ON W00o PLATE 1 •, JOIST UAP MIN. 3" (FILED SEPERATELY) & 3 10D NILS. / 6,\ 30. Nl TOP PLATES MUST BE PIPED & FACE NAILED fOD MAX 24-00. /�1$• �O 31. USE /18GA STEEL STRAPS OVER NOTCHES OF 5OX OR GREATER OF TOP PLATE. 32. WALLS PERPENDICULAR TO JOIST MAX . OFFSET FROM GIRDER SMALL BE 1 NOMINALO Jasr PROJECT NOTE: Lit. �q LOQ PROJECT NO. 33. SND NOTCHING & BORING; NOTES: °• BEARING OR EXTERIOR WALLS: MAX NOTCH 25X, MAX. BORING 40X THESE PLANS DEPICT WORK THAT WAS pF'O g6� 1. THIS PLOT PLAN IS FOR REFERENCE ONLY, FOR ADDITIONAL c. NO Ho�AAiLOW�A13LE c�LOSERRTHAAN4 8 BORING OF STUD COMPLETED PRIOR TO 1/1/03, AND THESE 0,, INFORMATION SEE SURVEY PROVIDED BY A LICENCED LAND 1161 -D 34. NO DUCT OPENING ALLOWABLE IN GARAGE OR OPENIIOS FROR GARNGE TO SLEEPING DRAWINGS REPRESENT INFORMATION TAKEN VIA SURVEYOR. AREAS. A VISUAL INSPECTION OF THE PROPERTY. 35. DOOR FROM HOUSE TO GARAGE MIN. 20 MINUTE FIRE RATING OR 1 3/8' SOLID ALL CONCEALED CONDITIONS ARE ASSUMED AS 36. ALL HVAC WORK sELF SHALL CLOSING NE'"IN AD0IIO�A, DRAWN. ARCH. PLOT PLAN 37. ALL STAIRS & BALCONIES MUST BE POSITIVELY ATTACHED((NUT TEEN ILED) 1 I•"1soo• DWG. NO. >a. ALL LANDINGS SMALL BE A MIN. OF M" IN DIRECTION OF TRAVEL Al 4 STAIR: 8 1/4" MAX RISER, 9" ANN. TREAD. 38" HIGH HANDRAIL w/TO 5" 1 GRA/2'0 IN R J WIND EXIST. MOUSE PERIMETER OF 4" Er S' FOR GRASPING. 38UN. LANDING PROJECTION, ALL VERTICAL GAURDS SHALL HAVE A MAX CLEAR OPENING OF LESS THAN 4" BETWEEN ELEMENTSV A Z ARCHITECT, PC 6 1/ " = 17 — — 1 4 Anthony Drive 11778 I (2)2'x12' (2)2"x12" (2)2'x12- (2)2'x12" ROCKY POINT. N.Y. 82 PH: (631) 821-5582 Fax: (631) 821-5582 10 RAILING: PROJECT NAAD I 36" HIGH HANDRAIL w/EITHER 1 1/2"0 OR PERIMETER OF 4" TO 5" FOR GRASPING, Hagan Residence r I ALL VERTICAL GAURDS SHALL HAVE A MAX _ (2)2"x12 (2)2'x12' ® (z)z"x12' — (2)2'x12' CLEAR OPENING OF LESS THAN 4" BETWEEN �5 ,sLane o ELEMENTS 011110 ,NY 11935 I 1 4"x4" SUPPORT RAIL 4"x4" TREATED WOOD POST w/ I LAG BOLTED TO STRUCTURE 12"0 PIP CONC c i ON WOODPLATFORM I FTG. (3000p81 MIN) w/HOT TUB I (TYP) I I I (2)2'x12' (2)2'x12" (2)7""x12' (2)2'x12' L---------J�r-2 5/4" CEDAR DECKDRAWING 171382"x8"-16'oC PARTIAL FOUND.&E M 6 1/2' 3/4' 7'-2 3/4' r-z 3/a• 7'-2 3/4' I TREATED WD. JOIST DETAILS 11 2"x8" TREATED 10'-2' 30'-0" WOOD RIM JOIST 4"x4" TREATEDAra 12131M RAILING: WOOD POST SCALE: ASxOTM 36" HIGH HANDRAIL w/EITHER 1 1/2"4 ORDRAWN BY: RRY PARTIAL FOUNDATION PLAN PERIMETER OF 4" TO 5" FOR GRASPING, (2)2"02" TREATED 2 ALL VERTICAL GAURDS SHALL HAVE A MAX ALL GIRDER c3lccxav: R w yea 4„ CLEAR OPENING OF ESS THAN " BETWEEN w/2 ROWS 1/2* S.S. REVISION&. MAX ELEMENTS THRU BOLTS \ \/ \\ GALV. METAL HOLDDOWN 20 lo \// :; ., \// 12"m PIP CONC. PROJECT NO. \\\/, FTG. (3000psi MIN) o z / I //i ; ... \\� 1161 -D L J L J L J DWG. NO. G>3 PARTIAL DECK ELEVATION A2/16-I-0' G:) 1" V-0- OCCUPANCY OR APPROVED AS NOTED USE IS UNLAWFUL WITHOUT CERTIFICATE FEE: j�jj B B.P`� OF OCCUPANCY NOTIF B�ILC n'; ,-?AR TMENT AT 765-1802 8 AM TO 4 FM FOR THE FOLLOWING INSPECTIONS: I. FOUNDATION - TWO REQUIRED COMPLY WITH ALL CODES OF FOR POURED CONCRETE NEWYORK STATE & TOWN CODES 2. ROUGH - FRAMING & PLUMBING 3. INSULATION AS RE UIREJ AND CONDITIONS OF 4. FINAL - CONSTRUCTION MUSTSol' OLDTO'A'NZBA BE COMPLETE FOR C.O. ALL CONSTRUCTION SHALL MEET THE III III SO'ITHOIDTC,A;G ?-L NNINGBOARD REQUIREMENTS OF THE CODES OF NEW $OI T IOIu TOWN TRUSTEES YORK STATE. NOT RESPONSIBLE FOR DESIGN OR CONSTRUCTION ERRORS, N.Y.S.DEC FLOOD ZONE COMPLY WITH CHAPTER "46" ALL CONSTRUCTION SHALL FLOOD DAMAGE PREVENTION (MEET THE REQUIREMENTS OF THE SOUTHOLD TOWN CODE. CODES OF NEW YORK STATE. CERTIFICATION OF NAILING & CONNDCTIONS Ft UNDERWRITERS CERTIFICATI' REQUIRED OWNERSHIP OF DOCUMEPR5_ ij� THESE DOCUMENTS AND SPECIFICATIONS ARE THE INSTRUMENTS DF SERVICE AND SHALL REMAIN THE PROPERTY DF 1HE ARGNRED R J Wll� WHETHER THE pROJECT FOR WHICH THEY ARE MADE S EXECUTED ITECT- 1. THE CONTRACTOR SHALL VERIFY CONDITIONS IN THE FIELD MID IMMEDAT IT NOTIFY THESE DRAWE&)S NOT 8E By WRITTEN SNOR THE R IN �E �D jj /T�(� OF STAIRS, DOOR MAY NOT SWING OVER WMOING (EXCEPT SCREEN DOOR). 1'�1��n��V 1/ •t REPRODUCE- ARCHITECT CT ANS• CONDITION L VERIFY NOT AS ANS IN HE SHALL TAKE FlQD MFJSUREAFTNTS 39. FLOOR OR LANOING REWIRED AT EACH SIDE OF EXIT DOOR, TOP & BOTTOM OR NOT. THEY ARE NOT TO BE USED ON ANY OTHER �1 CL AND BE RESPONSIBLE FOR THE SAME FLOOR OR LANDING MAX. 1 74' BELOW THESHOLD. EO(TERWR DOOR LANDING WWLTNQUTWRITTEN PERMISSION OF THE ARCHITECT. : 2. PROVIDE ALL NECESSARY SHORING AND BRACING AS REQUIRED FOR THE SME IINSTALUTWN MAX, e" BELOW THRESHOLD. OF THE NEW CONSTRUCTION AND PROTECTION OF THE EXISTING CONDITIONS. 40. EGRESS REQUIREM' SILL AR 44" YAX. ABOVE F.F.. 5.75E CLEAR CIErrM)c& Mc DesiQl Coterie 3 ND NOTE OR LACK THERE OF SHALL BE CONSTRUED AS RELIEVING NG DE OF NEW CONTRACTOR STATE,FROM OPENING. MIN. 20' WIDE CLEAR OPENING, MIN. 24' CLEAR HEIGHT OPENING, EXECUTING ALL THE WORK IN ACCORDANCE WITH THE BUILDIREGU ONS HAVING JJUURISDICTION. NO YAMOOW WfTHIN MFT OF PROPERTY UNE, WINDOW WELLS MIN. 9SF & 36' eUtP Deme From mood 4 Anthony Drives THE RESIDENTIAL CODE OF NEW YORK STATE Se ALL LOCAL MORE TERT 44" BELOW GRADE MUST HAVE wine Winter Ice Snela 4. FRAMING LUMBER SHALL BE STRESS RATED DOUGLAS FIR-LARCH OR SOUTHHEERRNPI UNDER R TED MIN DIM.. WINDOW WEDS &0STI Rod Lie Temdtas Dewy D�i P UndedeyNlen HeoSd ROCKY POINT, N.Y. 11778 1350P51 MIN. FOR BENDING. BRIDGING 8'-0' OC MIN.Pk��DOUR ALL PARTITIONS. PERMANENT LADDER. Grovld speed(mPh1 Des101 WeaORnnp RePNna PH: '(6 311 821-5582 PARTITIONS, SOLID BLOCKING UNDER PERPEf1DIGMR 41. RAFTER TIES - MIN. 1"X4' O 4'OC MAX. snow Loed CMeWMy 5. ALL MICROLAM BEAMS SHALL BE "fRUS JOIST-MACMILLAN" WITH MIN. STRUCNRAL PROPERTIES 42. ATTIC VENTILATION: VENT EACHENCI"' ATTIC k RAFTER BAY, 1/8' TO )(' Moate Hew SII nb Mad 11 Yes Na Fax: (BST) 821-5582 A5 FOLLOWS: FB=2GDOPSI, FV=285PSI. FCPERP=75OPSI. FCPAR=251OPSI, E=1.OW.000PSI, MESS SCREEN OVER OPENINGS, NET AREA GG OPENING MIN. 1/150TH OF saran %" AS FOLLOWS: VENTED AREA OR 1/300TH IF 50% - 805 OF VENTING NEAR TX) OR VAPOR BARRIER 65 1 11D 6. MIN. (2)2X10' HEADERS OVER ALL OPENING UNLESS OTHERWISE NOTED. PROTECT NAA : OR }/B' FOR STUDS 24"OC, FIBERBOARD 7S" MIN FOR STUDS ifi OO, GYPSUM BOARD TABLE 84022 7 PROVIDE STRUCTURAL METAL CONNECTORS BY 'SIMFSON STRONG TIE' OR APPROVE] EQUAL 43. STRUCTURAL SHEATHING/BRACING SHALL BE PLYWOOD 5/16" MIN_FOR STUDS 16 AT ALL BUTT CONNECTION OF STRUCTURAL MEMBERS. 07"OC, BLOCK ALL S. ALL CONSTRUCTION TO MEET THE REQUIREMENTS OF THE BUILDING CODE OF NEW YORK 44 TEMPEREDGLASSGLASS REQUIRED HFOR ALL SHOWER/TUR DOORS' SPECIFIED CO6PRPABNE BTR9LO7H OF CONCRETE gagzan Residence ?", MIN. TREAD WIDTH 10". MI�EA HHIrJ•MtN IPEtlFlED Bit; PoT ESITCHNGTf F'c �L STATE. THE RESIDENTIAL CODED NEW YORK STATE, THE ENERGY CONSERVATION CONSTRUCTION 45. MIN STAIR HEADROOM SHAD- BE 6'-e', MAX RISER Rif. 7 WIATTEpNapTF3RIAL' l7`T05 A1Va11rS Lane CODE OF NEW YORK STATE. AND ALL LOCAL ZONING RULES h REGULATIONS. RISER OR TREAD MAX DIFFERENTIAL SHALL BE 3/8' IN ANY FLIGHT TYRE OR OF CONCRI CONSTRUCTION 9. FIRE STOP ALL CONCEALED SPACES WITHIN WALLS, ATTIC. CORNICES. 1RND COQ 46. GAURDRAIIS ARE REWIRED FOR ANY WMIXOFF GREATER 7HAN30" ABOVE FLOOR OR L5p4 2500' NY 11935 DUCT OPENINGS (MIN. 2X LUMBER OR OTHER APPROVED MATERIAL) r(PE'X" WAL ou II AND T R 2500 C�Oguey GRADE, MIN. FR. 36' (34' ON STAIRS) MAX OPENING SIZE LESS 7HAN4' (6' FOR TO WEATHER OF NEW YORK STALE. 20 MINUTE FIRE PROOF SELF LASING DOOR TO COMMON E, YN' TREAD/RISER/RAJL TRIANGLE) zw WALL BOND (30 MINUTE) ON ALL GARAGE SND WADS k CQANCS COMMON TO HOME 10. 95TALL ALL WATER. WASTE. SLI. AND VENT LANES IN ACCORDANCE YAfH THE RESIDENTIAL 47. FIANDRV65 ARE REQUIRED IF 2 OR MORE RISERS. RAMS OR . MIN. 34' LIAR 38'. ,FOIMETiON AI SONCIRRI.WALLS-EPT ZSn 1� 3 GRIPS MUST BE 1 34' - 2' CIRCULAR CRSS SECTION OR TI NOT CIRCULAR SFANEW N_s.Far.OAnonwuLs.FMaatMwNl.s. 2500 3.005 CODE OF NEW YDPoG & THE PLUMBING CODE OF NEW YORK STATE T 11. ELECTRICAL 11N5TALLTgN SFWL COMPLY WITH THE NATKKLLL ELECTRIC CODE $ THE HAVE PERIMETER OIY OF 4' - 6 7E" WITH MAX CROSS SECIXXI DIM OF 2 1E'. MAXMA% R(HEs, RT SVIBS AND STEPS fJNXISEO TO WEATHER 2810 9Pm'" �`-� RESIDENTIAL CODE OF NEW YORK STATE. AND THE RULES &: REGULATIONS OF ALL LOCAL PROJECTION INTO STAIRWAY SHALL BE 4 1(I". ENDS SHALL RETURN TO WALL OR NEIVEI- RCHDGAR, EBOOR SLABS pUfHOPoTIES 8< UfIU71 ALL ELECTRICAL WORK SHALL BE UNDERWRITER APPROVED. OF OMMISS'ON THE 48. TEMPERED LASS REO'D FOR: VERTICAL EDGE LESS THAN 24" OR DOOR SWING, BOTTOM FGRBIIPWNDPERBG IN-L'ILININ" 12. THE ARCH7IECT SHALL NOT RESPONCIOR FOR IEEE OTHER PERSONSPERFORMING EDGE LESS ASS 18' FROM FLOOR OR GRADE. IF WALK THROUGH HAZARD EXISOS, COMTRA(.TOR pR AINY SUB-CONTRPCTOR OR AGENTS A.AT xe wve l:N THE WORK. EXPOSED AREA OF PANE GREATER THAN 9SF. 13. THE ARCHITECT IS NOT RESPONCIBLE FOR THE MEANS & METS S OF C ��EMNO 49. NATURAL IJIE SHALL cWNCRETE IN THESE=ATONS MAY BE&16IEGT TO FREF➢NGNNO iXFwIMO WRING CONSTRUCTION rNERFORENR-ENiR.Un THE SAFETY ON THE JOB SITE, AND THESE RESPONSIBILITIES BE MIN. 81< OF FLOOR AREA M WIBITABLE SPACE• BATH ROOMS D.SEE TABLE pxe12(111N RE90ENTiA1 MINDING CODE DF XEW VOfM STATE FOR wFATXEMXO POT MSF OR LITE S:AL LIGHT g VFM• IN AM ORGNICE WITH rwTewE d SOLELY SAFETY OF THE GENERAL CONTRACTOR. LI MIN 45 OF FLOOR AREA OR MECHANICAL. OF .35 NR O.lb11CRETE9Wll BE NP£11TRNNE➢.TOTAL NR WNTENT(PERCENT SV VOLUME OF COMI%lETE)SNNl NOT M:IESBi CHANGES/HR OR 15CFM/OCCUPANT a TERM OR NOIRE TNN+T PERCENT 14. THE ARCHITECTS NOT RESPONSIBLE FOR GRAINING ANY BUILDING PERMITS AND/OR 50. VENTILATION SHALL VARIANCE APPROVAL 51. SMOKE DETECTORS 15. ALL DIMENSIONS ARE TO FACE OF STUDS OR CENTERLINE OF BEAMS. THE CONTRACT BED ROOM SHALL BHALL. AT LEASE 1W/REWIRED ON EACH STORY S1BA�EMMEFIT. e ��ro]OF THER�GENnN.SUIIdNO CCOE OF NPN YORK e1/•TE PoRMNIMUM CEMENT SWILL VERIFY ALL DIMENSIONS PRIOR TO BEGINNING CONSTRUCTION. MUST HE INTERCONNECTED @AUDIBLE FROM SLEEPING AREAS TABLE R301 DRAWDNO TITLE 18. FOUNDATIONS ARE TO PLACED ON UNg5R1RBED SOIL WITH AN ASSUMED SGL BEARING 52. GRADE SMALL FALL MIN. OF 6" WITHIN 10' OF FOUNDATION WAIL UNIFORMLY CAPACITY OF 2 TONS. MINIMUM STRENGTH OF POURED IN PLACE (PIP) CONCTEfE 5 TO BE 53. CONCRETE L MASONRY FOUNDATION wAus SHALL IX1END PROVE FINISHED ADJACENT DISTRIBUTED LIVE LOADS Gam ,NOTES 3000PSI MIN. AFTER 28 DAYS. EXCEPT SLABS & STAIRS EXPOSED TO WEATHER WHICJ WILL GRADE A MIN. OF 4'. NroLNDSIRR sOIVAETO BE 3500PSI MIN. AFTER ZB DAYS 5a. THESE DRAWINGS NM SPEGFICAT10N5 HAVE BEEN PREPARED UNDER THE SUPERVISION PLOT PLAN 17. ANCHOR BOLTS 10 BE J¢'DW MIN. k SHALL BE SPACED AT S-O'OO MAIL, 12' FROM ALL OF THE LINBELIEF, 60 CORNERS, MIN. 2 BOLTS PER SRL SECTION. MIN. 7" EMBEDMENT, AND SFIALL DE HOOKED. �TME��PROFESSIONAL JUDGEMENT ARE IN COMPLIANCE WITH THE RESIDENTIAL CODE OF ERXIRIALCONIES 40 18:ALL EXHAUST SYSTEMS SN1LL HAVE SHUTOFF PAMPER AT THE BUILDING WALL VRTFI MAX. CKS NEW YORK STATE 50 LEAKAGE OF 20CFM. ATTIC VENTILATION F'ROMDES 1SF FREE VENT FOR EACH 600SF OF AITIC 55. ALL ELECTRICAL WORK SHALL DOME IN FULL ACCORDANCE WITH CURRENT CODES AsICE rT VE111STORARAGEs t0 SPACE INfEFIOER TOILETS SHALL BE VENTILATED WITH f000FM EXHAUST FANS ON A SWITCH. 70 WEATHER SHALL BE WEATHERPROOF ICE WWTHITH STORAGE GRADE 20 ScOTHER CUSS NESS THAN 24"AFF SHALL BE TEMPERED (MIN. 3/16' A ALL EQUIP. INSTALLED GITOOORS A EXPOSED OO S OTHER STORAGE 19. ALL SHOWER DOORS ODMS OTHER TNPN SLEEPING ROOMS 30 THICK) B. BOTTOM OF RECEPTACLES @ SWITCHES SHALL BE LOCATED 5' ABOVE COUNTER TOP EPING ROOMS UNLESS NOTED OT/IFRWISE AIRS 60 20. STAIRS SHALL BE 36' WIDE. MAX. RISER 8 1E" (MAX. VAR. 3/8'. 9" YIN. TREAD. MIN. C• ESS N TED THER BE INSTALLED tY ABOVE FIN. FL k 12'-0' HORZ.. ALL GUMDRARS9HABIXIARS 20D HEADROOM SHALL fE 6'-8', LANDING SEWN REQUIRED FOR ALL STAIRS WITH M0� THAN OF able tai MIR ..aeon.Code of NYS TWO (2) LANDING WIDTH SHALL BE NOT LESS TWIN THE DOOR OR STAIRWAY SERVED D W��CHESNTO BE MOUNTED 46 NABOVE�FlN FLB S ATE It/LSAT AND SIWl )AVE A MIN. DIMERSKN OF 36" MEASURED IN THE DIRECTION OF TWWEL_ SCALE, ASNOT'PD 21. ALL HALVE CIRCULAR CROSS RISERSECTION OF ATLNDING LEAST 1SHAAL.L"HAVE HANDRALLS.NM GREATER THAN 2". IF ONEE WI ACTIVATE ALL TO WIRED IN A MANNER SUCH THAT 'IFHE ACTNATION 0 �� 9`L y DRAWN BY'. RDW NOT CIRCULAR THAN A PERMIMETER DMENSK)N OF AT LOST 4' AND NOT GREATER TWIN ry. i CBRCXBY RTW S 1�• WITH MAX CROSS SECTION DIMENSION OF 2 1('• �J) ��j S 22. CAURDS ARE REpUIR ON PORCHES. BALCONIES, RAISED FLOORS. DECKS LOCATED 30' OR VNND UPLIFT DESIGN / REVISIONS: ►pRtE FROM GWDE OR FLOOR LEVEL. AL ALL STAIR WITH GREATER THAN 2 GAURDS WOODPR1HIfi00N&TRUOTTONIW&7AL 99\�o��yF I; SHALL BE A MIN. HT. OF OO EXCEPT STIRS WHICH CAN BE 34'. THE GAURDS SHALL BE OF FOR ONE&TWO FAMILY MVNLNI(2EM WIT I" SIZE AS TO NOT ALLOW THE PASSAGE OF A 4" SPHERE. SECTION 3.2.2.1 ROOF ASSE NE LY TO WALL ASSEMBLY o� H LIS k ' 23. PATCH h REPAIR EXISTING WORK TO REMAIN k MATCH NEW CONSTRUC710N. 3.4 24. ALL LUMBER EXPOSED TO ELEMENTS SHALL BE ACO TREATED AND SECURED W11F1 SECTION 3.22222 WALL ASSEMBLY TO WALL ASSEMBLY 0 'N/ \ NON-CORROSIVE HARDWARE (BOLTS. NAILS. FWNGERS, ETC?)• TANS 9A 6�ti PROOSED 25. ARCHITECT RECOMMENDS ALL SETBACKS BE VERIFIED BY A LICENSED LAND SURVEYOR BEFORE SECTION 3.22.3 WALL ASSEMBLY TO j i SUNROOM .yyti �� PROCEEDING WITH CONSTRUCTION. TABLE 3.2,aAB,92C 28. ALL EXCAVATIONS STALL BE FREE OF ANY ROOTS h DEBRIS. f" "*% 27. MIN. CRAWL SPACE VENTALATION SHALL BE MIN. 1SF/150SF OF UNDER FLOOR AREA WITHIN SECIIOO TABLE 3.117OO MFT OF EACH CORNER. SECTION 3.2A.1 ROOF SHEATHING 28. UNTREATED WOOD TO SOILS CLEARANCE SHALL AS FOLLOWS: JOIST MN 18', CARDERS TAKE 9.10 DT1a C', �o• __. MIN. 12'. SECTION 3.2A2 WALL SHEATHING / 29. JOIST BEARING MINIMUMS: ON CONCRETE 3 ON WOOD PLATE 1 31% J01ST LAP MIN. 3" TABLE 9.11 ��p0� PROJECT NO. S, 3 IOD NAILS. SECTION 3.2A.3 FLOOR SHEATHING 30. ALL TOP PLATES MUST BE PAPPED 6: FACE NAILED 1 W IAAX 24'OC. IAN.ED A 12-OC FAILS @ 6-OC CENTER ,>�. 7,� NOTES: 11 ()1 31. USE �i6GA STEEL STRAPS OVER NOTCHES OF 505 OR GREATER OF TOP FATE• OF PAH&E txroc FIELD i 19 1. THIS PLOT PLAN IS FOR REFERENCE ONLY, FOR ADDITIONAL 32. WALLS PERPEwXCULAR TO JOIST MAX . OFFSET FROM GIRDER SHALL BE 1 NOMINAL SECTION ROOF 0.AOOIN0 St ? y6 INFORMATION SEE SURVEY PROVIDED BY A LICENCED LAND JOIST SITE. PER MANIF RECOMMENDATIONS 33. STUD NOTCHING k BORIING SECTION 3.2A.5 WALL CLADDING 06•� SURVEYOR. a. BEARING OR EXTERIOR WADS: MAX NOTCH 255. MAX BORING 40% TABLE 3.11 D NO BEARING WALLS:c: MAX NOTCH 405" BORING BOIL SECTION 32.5.1 RIDGE STRAPS 2. LOT COVERAGE CALCS. (FOOTPRINT ONLY) c. NO HOLE ALLOWABLE CLOSER THAN 5/8' TO FACE OF STUD TABLE3.6 LOT SF: 92.429 DWG. NO. 34• N OPENING ALLOWABLE N GARAGE OR OPENINGS FROR GARAGE TO SLEEPING SECTICNN 3.232 JACKRAETERS EXISTING: 3103SF (3.4�) TABLE 3.6 PLAN 35. DOOR FROM HOUSE TO GAPoMM.'E MIN. zD WNtlfE FIRE RATING OR 1 3/8' SOUR SECTION TABLE SAC 011WEALRING WALL ASSEMBLIES 0-llN!l=CCHr - PLOT PROPOSED: 3576SF (3.9x) Al CORE, ALSO W/SELF CLOSING HINGE CUMWa CODES SECTION a.2.5A.I HEADER AND/OR GIRDER TO STUD 38. ALL HVAC WORK SNAIL BE DONE N AOCMOSTNE q ATTACH EA. TABLE 3.S 37. ALL LANDINGS S BALCONIES MUST BE P 6' IN I ATTACHED (NOT TOQRAILED) SECTION 3.2.5A2 TOP&BOTTOM PLATE TO FOAL HT.STUDS 38. ALL LAROINCS SHALL BE A MIN, OF 36' IN DIRECTION OF TRAVEL. TABLE 3.60. R J WIND SUNROOM COMPONENTS ARCHITECT, PC FASTENERS PER MANF. ENG. LINE OF SUNROOM REQ. L2 N (2)2"00" ACID TREATED WD �C/PPOOINT,N.Y. 11778 PN: (631) 821-5582 Fa:c (831) 821-5582 z .1z' LEDGER — 2•x12 LEDGER SIMPSON STRONG TIE - HUSC210-2 OR EQUAL N N N I PROJECT NAME: A 2"x10" ACQ TREATED WD JOISTS N N N I Hagzan Residence 2•K1o"-16'oc 2'x10•-16'OC I SIMPSON STRONG TIE - TS12 OR EQUAL 6405 Alvah's Lane 2'-0 PIP CONC. FTG. (3)2"x12" ACQ TREATED WD. Cuthogue,NY 11935 (3000psi MIN) e It IJ L IJ 2'-0- L.11I SIMPSOM STRONG TIE - HGLBA OR EQ. z'-o•SQ. G6 N G3 N G6 PIP CONC. PIER (3000psi MIN) N N N I SCALE: 1"=1'-0" SEE PLAN FOR.SIZE n x n 2'-o"sd. I DAAWDrOTn1s so. z'-o'sQ. I ". FOUND. PLAN N N N I DETAILS N N N I io '�`�• 02465$!-�.,^ '.. z'-o I C -f� L11 � 2'-10 1/2' _ II I 1 8• 2"x10" TREATED YWD JOISTS (LAPPED) Z �.F2'-6"SQ. 2'-0'sQ. ATB I1nxro1 p m- . SCALE: AS NOTED x4" 4" TREATED WD. DRAWNBY: RJW (2)2"x8 POST W/12. 0 4-10 1/4" 5'-2 1/2• PIP CONC. FTC. CEECKBY. R1w 3000psi MIN (TYP.) REVISIONS: EQ. 10'-0 1/2" 10'-0 1/2" EQ. SIMPSON STRONG TIE - TS12 OR EQUAL 6' 8" (3)2"x12" ACQ TREATED WD. a PARTIAL FOUNDATION PLAN SIMPSOM ST0RONG TIE - HGLBA OR EQ. 2 uia-ia G3 PIP CONC. PIER (3000psi MIN) PROJECT NO. SCALE: 1"=1'-0" SEE PLAN FOR SIZE 1161 7DWG. NO. A2 EX. FRAMING i EXIST. BEM RM EXIST. BED RM EGRESS N07E 3/4" SUB FLOOR R cJ WIND (SEE EGRESS N07E7 (SEE EGRESS NOTE) CONTRACTOR TO VERIFY ALTERNATE EGRESS WINDOW WHICH EXITS EX. SUB—FLOOR ARCHITECT, PC R6 DIRECTLY OUTSIDE TO MEET THE FOLLOWING CRITERIA: SILL M LESS THAN 44' MIN. NET CLEAR OPG. 5SF MIN OPG. HT. 24' MIN OPG WIDTH 20' 4 Anthony Drive SHALL BE OPERATIONAL FROM ROCKY POINT. N.Y. 11778 INSIDE WITH OUT KEYS OR TOOLS PH: (631) 821-5582 IF ALTERNATE WINDOW DOES NOT Fax: (631) 821-5582 EXIST IN BEDROOM THAN CONTRACTOR SHALL ADD SUCH TO MEET SECTION 8310 OF THE "FOUR SEASONS' SUNROOM RESIDENTIAL CODE OF NEW YORK STATE PROINCTNAIAR. ADDITION - SEE MANUF. SHOP (3)2"X12" GIRDER DRAWINGS FOR ROOM DETAILS AND ENGINEERING. ROOM IS TO BE NOTE: H8gZ8II RC81C1CA.CB DESIGNED AS A PARTIALLY ENCLOSED RJ WINO ARCHRECT, PC ASSUMES NO EX. FOUND SPACE PER BUILDING CODE RESPONSIBILITY OR CONSTRUCTION TMDESIGNAND/OROF 711E LUI521S�3 OR Eq,N STRONG TIE" 64 5 A1VahIS LSne OF NEW YORK STATE PRE-FABRICATED SUNROOM ENCLOSURE BY CathOgae,IVY 11935 PRIOR TO CONSTRUCTION ENGINEERING (FOUR MASONS SOLAR PRODUCTS. LLC" BACKUP SIGNED & SEALED BY A LICENSED PROFESSIONAL ENGINEER IN THE STATE OF NEW YORK SHOULD BE SUBMITTED FOR REVIEW & RECORD. 0 2"x12" ACQ TREATED LEDGER w/1/2" SS SUNROOM SHALL BE UNCONDITIONED SPADE LAG BOLTS 12"OC STAGGERED SCALE: 1"=1'-0" sruR: � 8 1/4" MAX RISER, 9' MIN. TREAD, 36' HIGH HANDRAIL r/EITHER 1 1/2"i OR PERIMETER OF 4" TO 5" FOR GRASPING. DRAWING TT7LE 36"MIN. LANDING PRO.IECTION, ALL VERTICAL EXIST. STUD WALL GAURDS SHALL HAVE A MAX CLEAR OPENING OF LESS THAN 4' BETWEEN ELEMENTS PART.FLOOR PLAN DETAILS 00 0 I STAINLESS STEEL �. II OR COPPER FLASHINGAIT§ nnsvN SCALE ASNO7'10 E1 DRAWN BY: RTW CONT. (2)2"x12" LEDGER CREMREVISIBY, RTw w/2 ROWS 1/2"0RRvsoNs:SS LAG BOLTS 016"OC MIN. EMBEDMENT OF ' fill LA EACH STUD LAP JOINT 0 RIDGE 2 PARTIAL FLOOR PLAN v� %` LEDGER TO FOLLOW SLOPE OF ROOF & rl it\I BE CONTINUOUS FROM I SAVE TO RIDGE PROJECT NO. 1161 SUNROOM COMPONENTS, CONNECTION TO LEDGER PER MANUF. ENG. DWG. NO. REQUIREMENTS _,�-a� A3 RJWND EXIST. HOUSE ARCHITECT PC f 1 / 4 Anthony Drives / / ROCKY POINT, N.Y. 11778 PH: (631) 821-5582 / / / _ Fax: (6 31) 821-5582 IF F / / / / / PROJECT NAbfE / / I / / / / / iCuthogue, zan Residence / / / / / / / 5 Alvah's Lane / / / / NY 11935 / 0i .15 J LJ L - DRAWING TILE ELEVATIONS REAR ELEVATION EI -i.a EAST. HOUSE / / / / SCALE: AS NOSED 14 *14do Af 1 111 10 DRAWNBY: RJW IF / IF / IF / / / IF / CHECK BY: R1W O / / / / / / / REVISIONS. / / / a / / / / / / / / / / / / , hs f O I I I I PROJECT NO. =13 J LJ 1161 3--0MIN. DWG. NO. E2SIDE ELEVATION A4 ut-res MFOUR SEASONS I-31t SUNR011N1I SUNROOMS•CONSERVAMM Es-PAM RMM GWS a SU ENC ZueO-SxYUO Ouhgoor Living..Indoo e POUR SEASONS SOLAR PRODUCTS CORP. 5005 Veterans Mernonal Highway,Holbrook, 0 Tel(631)563-4000.Fax(631)218-9076 1-800-FOUR-SEASONS(1-800-368-7732) Internet http://v .four-season"unrooma.com E-Mail info@four-season"unrooms.com ENGINEERING CALCULATIONS STANDARD 230 SUN AND STARS: CATHEDRAL DESIGN 22'4" PROJECTION BY 21'-5" FRONT WALL WITH 5HB3 ALUMINUM ROOF RAFTERS WITH RAFTER STIFFENERS AND 12-INCH TUBE RIDGE ALUMINUM BEAM WITH RAFTER STIFFENER AND STANDARD H COLUMNS WITH RAFTER STIFFENERS AND UTILITY H COLUMNS WITH 713P BEAM POSTS WITH 36" ON CENTER BAYS OF E FOR THE HAGZAN RESIDEN LOCATED AT 6405 ALVAHS LANE * �' CUTCHOGUE, NY 11935 DATE: November 16, 2004 ;rv �ya' THE ABOVE INDICATED PROJECT HAS BEEN EXAMIN 45 psf GROUND SNOW LOAD 120 mph EXPOSURE C WIND LOAD AS PER THE 2002 NEW YORK STATE BUILDING CODE AND EITHER MEETS OR EXCEEDS THESE LOADINGS NOTES: I. 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 OTHERS. 2. THE ENGINEERING DESIGN SCOPE FOR THE FOUR SEASONS PRODUCT DOES NOT ACCOUNT FOR SPECIAL LOAD CONDITIONS CREATED BY ATTACHMENT TO THE E7ISTNG STRUCTURE THESE MAY INCLUDE SNOW DRIFTING OR UNBALANCE SNOW LOADING. ANY SPECIAL LOADING CONDITKIN.S MAST BE EVALUATED BY nTFIERS_ FA5 T ENER 5CYEDULE FOR 230 5UN d 5TAK5 SERIES 230 SUN * STARS CATHEDRAL DESIGN TO EXISTING STRtz Sd FOUNDATIONS NASTENERS COMPONENT (MIN.) FASTENERS GENERAL NOTES G.BEALAN A.FOUNDATIONS 1.ALL SEALANT CONFORMS TO TT-5-001 543-A,TT-5-002306,A5TM C-920 TYPE 5, 2(MIN.)@ EACH COLUMN (� 1.ALL SUBSTRUCTURES INCLUDING BUT NOT LIMITED TO FOUNDATIONS 0 DECK5,SMALL BE DESIGNED BY OTHERS. GRADE N5,CLA55 25. COLUMN5ILL E AND 16'O.C.(MAX.) 1�1J J1 2.CONNECTION DETAILS SHOWN ON DRAWINGS INDICATE MINIMUM REQUIREMENTS BASED ON CAPACITY OF W FOURS SEASONS COMPONENTS. THE ACTUAL CONNECTIONS TO SUBSTRUCTURE SHALL HE DESIGNED BY OIHER5. H.GASKETS GLAZING BAR'14(MIN.7I.ALL GASKETS ARE CO-EXTRUDED AND ARE NON-MIGRATORY. Ln GLAZING BAR'23(MIN.)@ EP.GM GLAZING BAk (Y) B.EXISTING 5TRUCTURE5 ROOM 5FECIFICMI.THE CAPACITY OF THE EXISTING OR NEW STRUCTURE TO RE515T ALL LOADS IMPOSED BY THE FOUR SEASONS ROOM5 WALL COLMN 2 IN TOP G'(3'APART) W SMALL BE EVALUATED BY OTHERS. REFERENCE 5TANDARD5; '1,2.3 30"O.C.(MAX)VERTICALLY z QZ - 2.CONNECTION DETAILS SHOWN ON DRAWINGS INDICATE MINIMUM REQUIREMENTS BASED ON CAPACITY OF FOUR SEASONS ASTM E 19 J >- @ EACH GLAZING BAR COMPONENTS. THE ACTUAL CONNECTIONS TO EXISTING OR NEW STRUCTURES SHALL BE DESIGNED BY OTHERS. A5TM E 1300 RIDGE '1 3/8'0 (MAX) AND 6"O CZ A5CE 7-98 . L W F C.51RUCIURAL STEEL I.ALL STRUCTURAL STEEL CONFORMS 1D ASTM A36 OR ASTM A572 GRADE 50. a)WALL GLA55 LODE 74,RVALUE;4.0, RIDGE'2 316'o 4(MIN.)@EACH GLAZINGBAR 11 1 ROOF GLA55 CODE 78,R-VALUE;4.0 RIDGE'3 3/8"m 3(MIN.) W Z Q Q W D ALUMINUM b)WALL PANELS TO BE 3'INSULATED .ALL STRUCTURAL ALUMINUM CO1D THE MINIMUM REQUIREMENTS OF 6005-i5 FOR ALLOY AND TEMPER c)(8)LITE COLUMNS.14K515 RAFTER 5TIFFNFR5 POST '3 3/8"0 4(MIN) N Ln (� UJ NFORMS d)(3)UTILITY'M'COLUMNS w/75P BEAM POIW Q Q W EXCEPT AS NOTED BELOW' c)51-03 RAFTER BARS w/4R5B RAFTER STIFFNER5-7 36 5/8'O.C.BAYS NOTE.ALL FASTENERS SHALL BE 5TAINLE55 STEEL O GREAT ROOM 12 RIDGE BEAM..... . ._ 6063-TG B -2 = STRAIGHT SAVE DESIGN (2)SLIDER DOORS =CURVED EAVE DESIGN ! Il = (U CORNER COLUMN.......... ........... 6063-T6 9) 1 2LW RIDGE BEAM w/4R55 RAFTER 571fNER ' NE \l '3 =CATHEDRAL EAVE DEN Z H-COLUMN................ .......... ............6105-TS O 2.ALL 5TRUCTURAL ALUMINUM WORK CONFORMS 10'PART I -SPECIFICATIONS FOR ALUMINUM STRUCTURES- J.DEFLECTION CRITERIA ALLOWABLE STRESS DESIGN'OR'PART I-B SPECIFICATIONS FOR ALUMINUM 5TRUCTURE5-BUILDING LOAD AND I.ALL MEMBERS MEET OR EXCEEDS THE FOLLOWING MINIMUM DEFL OMITS: FL - N RESISTANCE FACTOR DESIGN'OF THE ALUMINUM A55OCIAlION,INC.SEVENTH EDITION,EFFECTIVE JANUARY 2000. LL U12 LL lln a.STRUCTURAL ALUMINUM: UI80 UI[O F w to 3.IN ALL IN5TANCE5 WHERE ALUMINUM COMES INTO CONTACT WI1H STEEL,PROVIDE DIELEIRIC 5EPERATION. b.GIA55: U175 ----- Z 4.ALL EXPOSED ALUMINIUM RECEIVES ONE COAT OF PAINT. COLOR TO 15 COORDINATED WITH MODEL AVAIABILITY. w C)K.DE91GN LIVE LOADS u <E.fASTENERS ALLCL 5515TEMPERED AND SHALL COMPLY WITH THE REQUIREMENTSDRAWING APPROVAL NOTE: Q T.ALL-LAG SHALL CONFORM TO A5TM A36. OF THE 2002 NEW YORK STATE BUILDING CODE. DRAWING5 AND ENGINEERING ARE PROVIDED t 2.ALL LAG BOLTS SHALL HAVE A MINIMUM EMBEDMENT OF 8x BOLT DIAMETER INTO STRUCTURAL FRAMING(G=.45 MIN.) BASED ON INFORMATION SUBMITTED BY THE F'Cry 3.LAG BOLT5 AND SCREWS INTO WOOD FRAMING SHALL BE PROVIDED WITH PILOT HOLES HAVING A DIAMETER NOT GREATER 1.DEAD LOAD:7 P5F PARTNER TO THE ENGINEERING DEPARTMENT. rn THAN 70 PERCENT OF THE THREAD DIAMETER OF THE BOLI OR SCREW. ALL LAG BOLTS AND SCREWS SMALL BE INSERTED ANY PREVIOUS ORDERS OR CONFIGURATIONS O O Q IN PILOT MOLE5 BY TURNING AND UNDER NO CIRCUMSTANCES BY DRIVING WITH A HAMMER. 2,G SNOW LOAD:45 PSF MAY NEED TO BE ADJUSTED,DUE TO ADDITIONAL 0 �� 4.ALL EXPANSION ANCHORS SMALL BE DESIGNED(BY OTMERE)IN ACCORDANCE WITH THE SPECIFIC MANUFACTURERS REQUIREMENTS 3.WIND TOAD: 5TRUCTURAL ENGINEERING REQUIREMENTS. AND ALLOWABLE LOADS AND SMALL ONLY BE APPLIED IN CONDITIONS ACCEPTABLE TO MANUFACTURER. BASIC WIND SPEED: 1 20 MPH IT L5 TME RESPONSIBLITY OF THE PARTNER TO 5.ALL FASTENERS CONNECTING ALUMIMUM COMPONENTS ARE 5TAINLE55 STEEL TYPE 300 18-6 UNLESS OTHERWISE NOTED WIND EXPOSURE:CCOORDINATE CHANGE ORDER REQUESTS THROUGH < w ON PLANS. VELOCITY PRESSURE EXPOSURE COEFFICIENT.Kx0.85 Q DIRECTIONALITY FACTOR,Kd:0.85 THE CUSTOMER SERVICE DEPARTMENT AND/OR O = ^ y F.GLA55 GUST EFFECT FACTOR G:0.85 THE TECHNICAL DEPARTMENT. L7 _ 1.GLA55 UNI75 CONSISTS OF TWO PANES OF 1/8"THICK TEMPERED GLA55 WITH A 5/8'STAINLESS STEEL SPACER BETWEEN IMPORTANCE FACTOR,1: 1.0 PANES WITH AN ARGON FILL. INTERNAL PRE55URE COEFFICIENT,GCp. 0.55 O 1..� 2.GLA55 CONFORMS TO ASTM E 1300. DC51GN WIND PRESSURE(WALL):32.76 P5F O Q 3.ALL MI I(;CLEAR ARGON ROOF GLA55 HAS IHE FOLLOWING MINIMUM PROPEPTIE5: DESIGN WIND FRE55URE(ROOF):35.02 PSF QI 5 W C I_- r VISIBILITY TRANSMRTANCE = 16% CONFORMS WITH PARTIALLY ENCL05ED DESIGN AND SOLAR TRANSMITTANCE = 10% DOES NOT REQUIRE HURRICANE SHUTIEkM O Z ULTRAVIOLET TRANEMITANCE = 7% 4 LATERAL DE51GN CONTROLLED BY WIND, O C - V < VISIBLE OUTSIDE R.EFIPCTIVITY = I I % V151BLE IN510E REFLECTIVITY - 25% ENERGY INFORMATION: u~i O z' z O SHADING COEFFICIENT = .18 k-VALUE 3-SOLID ROOF PANEL, SA O > _ E SOLAR HEAT GAIN COEFFICIENT = .15 R-VALUE 4.25'50LID ROOF PANEL: 18.61 V J RELATIVE HEAT GAIN = 39 R-VALUE 7/8'ROOF GLA55 PANEL 4 0 N z R-VALUE 3-SOLD WALL PANEL: 13.4 < O A5MRAE WINTER U VALUE = .25 RV ASHRAE WINTER R VALUE =4.0 ALUf 7/8'WALL GLASS PANEL:4.0 Z m 4.ALL MI CLEAR ARGON WALL GLA55 HA5 THE FOLLOWING MINIMUM PROPERTIE5: WIND BORNE DEBRIS REGIONS.(EITHER) 34 0 N VISIBILITYTRANSMITTANCE =5G 1)AREAS WITHIN MURRICANE-PRONE REGIONS WITHIN I MILE OF THE COA51AL SOLAR TRAN5MITTANCE = 29 MEAN HIGH WATER LINE WHERE THE BA51C WIND SPEED 15 I 10 MILE5 PER HOUR OR GREATER. O ULTRAVIOLET TRAN5MITANCE - 13 2)AREAS WITH A DA51C WIND SPEED OF 120 MILE5 PER HOUR OR GREATER. LLJ {Tr V151BLE OUTSIDE REFLECT = IO G09DZ V151B1E INSIDE REFLECTIVITY = 17 Be THESE REGIONS ACCORDING TO SECTION THE .4 OF ANAL NYSBC,THE TIA55 SMALL O f N E o LL-f 5MADING COEFFICIENT = .38 BASSUMED TO P. OPEN. THE SUNROOM IS THEREFORE ANALYZED ASA PARTIALLY OPEN 50LAR HEAT GAIN COEFFICIENT = 33 STRUCTURE ACCOFJ71NG TO ASCE 7-98(SECTION 609 ,SECTION 609 .4. 605 2) Fo � '-) RELATIVE HEAT GAIN - 79 q. x�9 V J A5HRAE WINTER U VALUE = .25 COORDINATION Vl ' A5HRAE WINTER R VALUE =4.0 I.71E I SERMONS N BETWEEN IS NOT RESPONSIBLE FOR VERIFYING/COORDINATING REV NO DATE BY THE INFORMATION BETWEEN THESE DRAWINGS!ANY OTHER DRAWINGS USED IN CONDUCTION WITH 7HE5E DRAWINGS. * Y M ABBREVIATIONSFeft THE FOLLOWING U5T OF ABBREVIATIONS 15 NOT INTENDED TO REPRESENT ALL TH05E U5ED ON THESE DRAWINGS,BUT TO 5UPPLEMENT THE MORE COMMON ABBREVIATIONS USED: ey e. 1 TYP.-TYPICAL DRAWN BY:JP 2. SIM. -SIMILAR p40FESS10�p� 3 UON-UNLE55 OTHERWISE NOTED ----� REVIEWED BY: 4.COM. -COM INUOUS CONTRACT DATE: 10114104 N CONSTRUCTION SAFETY TFIE5E DRAWING5 DO NOT CONTAIN NECESSARY COMPONENTS FOR SAFETY DURING CONSTRUCTIN. DATE: / /O4 2.THE INSTALLER SHALL PROVIDE ADEQUATE TEMPORARY BRACING,SHORING 4 GUYING OF FRAMING JOB R: AGAINST WIND,CONSTRUCTION LOA,5 4 OTHER TEMPORARY FORCES UNTIL NO LONGER REQUIRED 7 FOR THE SUPPORT OF THE FRAMING. H AGZAN O PATIO COVER I.WHEN USED A5 A PATIO COVER THE RWM COMFORM510 ALL APPLICABLE PROVISIONS OF EITHER: DOCUMENTS ARE VALID N a)APPENDIX M Of THE 2000 IRC OR 2003 IKC.WHICHEVER 15 APPUCABIE WITH AN ORIGINAL STAMP b)APPENDIX I OF THE 2000 IBC OR 200315C.WHICHEVER 15 APPUCABLE AND DATED SIGNATURE OF 7 FX1snNr,wAu z A F O 6 3 � Lo � P P P P tL N m m m m m m m Q W - Ask mw Z - w/ gz LD P P P ➢ 1p (n _ m m m m m > CO m/Z Q O W i E E s m B A P = U O c 5 5 m x 1 � m u i s E E Z IO t0 P Y < P t➢ 1p z ALL LITE'N' ul to w n 35' G.-O 6'-0' COLUMN54 ul Ln 5UDER d a FIXED C' Z-O. SDDFR 4R5B RAFTER SIIDER STIFfNERs Z J F _ F WINDOW WINDOW WINDOW W p p DOOR iYP. M m m m m n m G U < < tt to D E M 4 .ry`*. a 50LID KICK 5 �y E E E E E 3 •X'R,?�" q:m :a"re ''�;kF PANEL5 n h O P P R :gym n m m' m m m m •f'*.�.: '.�;ee'�: _ �i�1M-.. � V p Cl c� ZOOZ LLJ -21.8314' F- N n ELEVA7IN U t�p N P P V Jl iD11 m m IBEAM�4 � � U I2'TUBE RIDGE �O ` 0. a o RAFfER'TIFFNER O O O r Q W C ry O Qz w R' Y. O = a O A g C, (J7 z D Q a O 3 12 m �4 0.' CV 9ATA 15�47 --m. 1SAT4 4 W zi 0 C ALL LffILITY'N' ALL UMN5 _ ,^ gwDowd S-D' 3 5-0' COLUMNS w/ COWMNSd 6'-0' UDE G-0' 35. FIXED5-a SLIDER 5UDER 4859 F.PFTER 4RS5 RAPIER 5UDER SLIDER 5UDER WNW F5LIDER W1ND0W WINDOW 5TIFFNER5 5TTFNER5 WINDOW Tp WINDOW WINDOW 0DOOR B 9 n E —y F 4' REV N DATE BY 50UD KICK - .: _ ^"fi... ^v:a.r".r Y,=•._ wn. ws"lh z n-4• 4 'C r `.� x PANELS d 3': n". ..e� S:o �� `UU. ;• "u^3..esw'�.� •ham"+� �%�,` g .'+' c ��„4+�,4i" _ ,,.,":XWr'.:. * ,�z'r�• 1RQfFSmR ...,tnr`' .*, tti«Y.�Ay+ } i 4 3 5 n 21'-8 314' + Ir R `pd a � � i !� .ti rr..' DRAWN BY:JT, b zI'-s• C�, —� 'Fd�� '8 H q �° REVIEWED BY: �FEIS50h�� COKUCTDATE: 10/14/04 DATE: I 1/1 1104 JOB#: DOCUMENTS ARE VALID ONLY hAGZAN WITH AN ORIGINAL STAMP AND DATED SIGNATURE 2 OF EXTR'D ALUMINUM BEAUTY CAP(A'4 BC) E)(TR'D ALUMINUM GLAZING CAP(A'5GC) GLAZING CORD EXTR'D ALUMINUM (RK5NGU GLAZING GAP(A'45GC) ERTR'D ALUMINUM Lf) BEAUTY CAP(A'4BC) (h GLAZING CORD V J (LJ PR NGU J Z - 61A555ULATED #10. 1 1/2'5.5.. fXTRD ALUMINUM z MACHINE 5CRPW(HN2004) GABLE ADD-ON(A'12G5) ((� BIOx 1 /2'55. W/1MERMAL 5U5HING MACHINE 5C.REW(HN2004) (CN4201)@` IP O.C.MA% W > W/THERMAL U05HING (C.144201)@x IP O.C.MAX. R3) GABLE ADD-ON N o EXTRD ALUMINUM EXTRD ALUMINUM NOT TO SCALEQ O w LAZ3'HEAVY GING EAR 3'HEAVY GIAZING BAR (A'5HB3) (A'5HB3) L l0 U O Z L(O 1/16'THR.GLAZING /4'x I/4'5EY TAPE(MRI OD9ACR) N I TMREADING 5CUW(MN20W) H Y� w w @!9'O.C.TO 5ECURE EXTR'D ALUMINUM Z K K Z W RAFTER STIFFENER TO BAR UTILITY COVER(A'5GT) uJCl 0 O Cl C1 L Q EXTR'D ALUMINUM U Q Q �' IT) RAFTER 511ffENER(A'4R5B) EALUMINUM fUIECTRIC SAVE(A7'1 44) EXIR'D AWMINUM EXTR'D ALUMINUM �R]I RARER STIFFENER 5UDER HEAD(A'7HD) (D- SLIDER TO GABLE ADD-ON o COVER(A'4CR) NOT TO SCALE z �3" GLAZING BAR DETAIL u 'a 0 ~ 3 Q v y 0. < 00 3 Q $ 0 o lz 003 O rnz0 -+ z Q Za o z o NC) � � a Qg z N O o 50DE 51ALUMINUMz M .J SIIDER SILL(A'75U 3 yy � N ❑ i(l ♦Bx 1/2'1EREW K 5CQ VLLJJ @ IG'0C (7'150) 0 �D SOLID KICK TO SLIDER 0 pC (TYP.ALL ELLVATION5) 3 NOT TO SCALE W O OF N o � � REV NO DATE I BY 0Y wU' 4pr Z U _ _ Q e�! �' �6� DRAWN BY:JP EXTRD ALUMINUM Q � F ¢i1°�L/y�c. j G 39 Tt. REVIEWED BY: CL05ED SILL(A'7C5) WNGTh _ It 3 Z) N �O N w N �OfES51i�� CONTRACT DATE: 10/ 4104 N O Z w A SILL TO SOLID KICK MINIMUM CONNECTIONS AREF Qw ZQ DATE: / I/04 5MOWN IN THE 5CMEDULE ON NOT TO SCAIP PAGE I ACTUAL DESIGN OFw 3 JOB N: TME5E CONNECTION5 MU5T H BE DETERMINED BY OTHER 5. I LAGZAN DOCUMENTS ARE VALID ONLY FOR DETAILS A WITH AN ORIGINAL STAMP NOT 5HOWN 5EE 4 AND DATED 51GNATURE 3 OF 7 All Nil OU�F DE INOf = gg, I/2"TEK SCREW(HT BO) - @ 16'O.C. MAX. EACH 51DE ROOM ROOM r LD 1_- EXTR'D ALUMINUM z CLOSED SILL(A-7C5) NOTE: NOTE: Lu _ 2x6 DECKING OR 3/4'PLYWOOD CONNECTION CONNECTION J Z - -- - - - --- ------ - FLOOR SHEATHING I @ EAVE 51MILAR I @ EAVE 51MILAP g (TO BE EVALUATED BY OTHERS) Tll Z -- - - - - IN51DE ROOM INSIDE ROOM = w F 7BP BEAM P05T W Q n W MINIMUM CONNECTIONS ARE Dn RD ALUMINUM Q Z Q SHOWN IN THE SCHEDULE WINDOW JAMB 4R5B RAFTER STIFFENER `LLLJ ON PAGE 1. ACTUAL DE51GN (A7'13 1 U) < LnU N OF THESE CONNECTIONS O O O O U' O Lu MUST BE DETERMINED MINIMUM CONNECTIONS = U O BY OTHERS. ARE SHOWN IN THE SCHEDULE ON PAGE I z 2X6 J015T @ 16'O.C. O O O ACTUAL DESIGN OF EXTR'D ALUMINUM _ U THESE CONNECTIONS WINDOW JAMB(A7'131 U) G- .49(MINIMUM) N N w BY OTHERS.(TO BE EVALUATED BY OTHERS) - - MUST DETERMINED EXTR'D ALUMINUM - I w d - LITE "H'COLUMN z Z M K M z z J 2X BLOCKING \ / (A-7111) 7 0 p Oi C G= .49(MINIMUM) i4m= U a Q N IF REQUIRED FOR LAGS. PIAN VIEW P�yy (TO BE EVALUATED BY OTHERS) EXTR'D ALUMINUM fl8 x I/2"TEK SCREW(H7'1 SO) FL J SLIDING DOOR JAMBQ w UNIT WIDTH/LENGTH--� (7A1) SIX AT EACH COLUMN SLIDER CONNECTION AT SILL EX R'D ALUMINUM En a L SLIDING DOOR JAMB = �\ NOT TO SGNt _ 1 51LL TO DECK CONNECTION DETAIL 4 nA) U > z Q 4 NOTTOs44lf SOLIDER CONNECTION AT SILL O u ^ U NOTE: F, OF N a < 9 o oz CONNECTION R! s 00 a NOTE: @EAVE SIMILARq o n @EAVE5MILAR x8x 1/2"TEKSCREW(7.150) IN51DE ROOM '� O z o G EIGHT AT EACH CORNER NOTE: w :J EXTR'D ALUMINUM OUTSIDE FAC OF m m, i Z o INSIDE ROOM CORNER COLUMN @EAVE SCONNECTIMRAR EXISTING 5T r e' ��4 (A-7C9) 4R5B RAFTER STIFFENER (@ STRUCTU c OB A ^ ., _ E 7 CONT. EXTR'D ALUMINUM FRAMING) f A8 O 39 �r� 8 z IN51DE ROOM ® ti Q " a CLOSED SILL(A'7C5)BELOW iIl AP PLYCAULKING '�OFESSI W O #5 x 1/2'TEK SCREW M8 x 1/2'TEK SCREW m EXTRD ALUMINUM (117-150)SIX AT BETWEEN SILL€WALL CA z WINDOW JAMB(A7-13 I U) (HT 150) @ 6"O.C. O EACH COLUMN EACH SIDE VERTICALLY a+ w N MINIMUM CONNECTIONS ARE EXCEPT @TOP 9" ❑ PROVIDE 3 EACH SIDE SHOWN IN THE SCHEDULE W I I (SPACE @ 3'O.C.) ON PAGE 1. ACTUAL DE51GN 4L o / / EXTR'D ALUMINUM OF THESE CONNECTIONS ,Nr WINDOW JAMB(A7'131 U) EXTR'D ALUMINUM MUST BE DETERMINED O �3 WINDOW JAMB(A7.131 U) BY OTHERS. ^ pEXTR'D ALUMINUM i— V B❑LITE'H'COLUMNMINIMUM CONNECTIONS ARE 2 LAG BOLT5 @ TOP G'OF (A'71 1 I) SHOWN IN THE SCHEDULE EXTR'D ALUMINUM COLUMN SPACE @ 3"O.C. REV NO DATE BY ON PAGE 1. ACTUAL DE51GN 5TD. h-COLUMN (A7'I I I) VERTICALLY€@ 30'O.C. _ OF THESE CONNECTIONSn. VERTICALLY(COORDINATE MUST BE DETERMINED / WITH SCHEDULE) 3 I/2'EXPOSED BY OTHERS. `EXTR'D ALUMINUM MINIMUM CONNECTIONS ARE PIAN VIEW CLOSED SILL(A'7C5) PLAN VIEW SHOWN IN THE SCHEDULE PLACED VERTICALLY AGAINST DRAWN BY:JP ON PAGE I.ACTUAL DESIGN / 1 H-CHANNEL CONNECTION AT 51L WALL(SHOWN)OR EXTFN51ON OF THESE CONNECTIONS �� q / NOT TO scut SILL(A'7X5) REVIEWED BY: MUST BE DETERMINED U BY OTHERS. ( 1 \ GABLE ATTACHMENT AT HOU5EWALL w/WINDOW CONTRAL7 DATE: 10/ /04 4 NOT TO SU t D CORNER POST CONNECTION AT SILL DATE: I L/1 1104 4 NOT 10 Scu JOB A: DOCUMENTS ARE VALID ONLY HAGZAN WITH AN ORIGINAL STAMP AND DATED 51GNATUPf 4 of 7 MRD ALUMINUM MUNTIN CAP(A'4MX13) I/I ETHK.GLAZING lAF'E WKI 009ACK) Ln Lh I/8'SETTING BLOCK{HK1023) Z EXTR'D ALUMINUM LARUBBER 5ETTING Q BLOCK(HK 1023B) Z GZING CAP(A'SGCJ EXTR'D ALUMINUM CAVE END CAP(C'81 10) / EXTR'D ALUMINUM W Q W SILICONE SEALANT MUNTIN MUNTIN(A'4MTB1 (D K Q O o (BY OTHER5) Z W EXTR'D ALUMINUM / 10-24 x 3/4'MACHINE N O � N WALL BAR(A'GWBB) 7/8'IN5ULATED 5CREW(HN2008) W GLA55 WITH THERMAL = 't V I O eU5HING(GN4201) 5ETTING BLOCK5 EXTR'D ALUMINUM Z (HK 1023) CAVE TRIM(A'7MT) RUBBER MUNTIN Q COVER(A'4MI) WEFP HOLE 11\x; i k8 x 1/2'TEK 5CREW EXTR'D ALUMINUM _ (7-150)4 PER CUP 3'HEAVY RAFTER BAR U) Ln / CLIP ANGLE / A-511153) Z Z w EXTR'D ALUMINUM i (I-SR-ACJ 0 Q HEADER PLATE �� EXTR'D ALUMINUM (j Q Q N E (CN 13030 i RAFTER STIFFENER R CN 130361 SAAVEVE ALUMINUM CLIP(CN 13004) (A'4RSB) p, J 4'x 1 1/4'PAN HEAD Y 10 x 1 1/4'TEK SCREW W7 5ELF THREADING 5CREW (H'2026)5 PER CLIP (H'2080)(3 PER CUP) V O Q MIOx I /4'TEK SCREW 0 LLJ (H'202G)@EACH / D 1 CR055 MUNTIN DETAIL F GLAZING BAR i 5 SCNL IIz= IO V rn i )( EXTR'D ALUMINUM i } Z 3-HEAVY RAFTER BAR 0 �i (A-511153) ii V y ALUMINUM SHIM Q ^_ (C' 3003) a Q 0 0 EXTfW ALUMINUM a/ O I` cz RAFTER 5TIFFENER 0 3 0 Oz D ♦R} U EXTR'D ALUMINUM 9 O N8 s 1/2'TEK 5CREW MUNTIN CAP(A'4MX51 INSULATED w m thio G T TE ALUMINUM (7'150)@ 12'0.0 GLA55 O W = �z. O GUTTER(A'74GL) > 10-24 x 3/8' EXTR'D ALUMINUM 5CREW(HN201 1) T/] $ z V J EXTR'D ALUMINUMWINDOW HEAD �I '^ 6 FU(ED CAVE(A'7E3B) (A-7130) GLAZING CORD W O (RKSNGLJ T) w m CV O w w _ V 1//�� ppo W pi MF 1% Cn REV NO DATE BY MINUM 3'HEAVY RAFTER p9 BAR A EAVE DETAIL (A'511153)w/4R55 RAFTER SCNt. 4Y I'4 5TIFFNER 1• 5 (A'51153)(SHOWN) EXTR'D ALUMINUM r a MUM IN(A'4MTB) CFd N6� t DRAWN BY:JP 'L' 9 GLAZING TAPE REVIEWED BY: (HKloD9) ESSt� �L CONTRACT DATE: 10/14/04 DATE: 1 1/1 1/04 JOB M: / CR055 MUNTIN 4 RAFTER BAR CONNECTION II AGZAN 5 scut: /r- ra DOCUMENTS ARE VALID ONLY WITH AN ORIGINAL STAMP AND DATED 51GNATURE of 7 90 DOCUMENTS ARE VALID ONLY ' EXTR'D ALUMINUM RIDGE(A-8FRG) EXTR'D ALUMINUM WITH AN ORIGINAL STAMP RIDGE COVER(A'4RC7) AND DATED 51GNATUPE 51LICONF 5EAIANT MIOz I I/4'TEK W/BACKER ROD SCREW(11.2026) (BY OT11ER5) #I ox I 1/4"TEK I/16"GLAZING TAPE 5CREW(H-2026) (Hr I O05ACR) EXTR'D ALUMINUM �\ /r RIDGE COVER(A•7MT) L 6 J z _ / \\ EXTR'D ALUMINUM RIDGE SPLICE(CN 1300 1) y .�' ,?,+R+r'- "9 7 �l Z 3" RAFTER BAR(A'5L53) (USES A 4GMA INSIDE BAR) `�z \ .� �— = tLi THREADING 5CREW(H-2080 .a, Z Q Q (g EXT RD ALUMINUM (51X PER 5IDE OF 5PUCE) BEAM (A•12LW) �' \ / RIDGE CLIP ��.f®B,d IH �39° �5� Q (Dj w It 0 (CN 13002) PNCFESSIO��V = u U (ONE ON EACH 5IDE OF BAR) 1/4"x I 1/4"5ELF z THREADING SCREW — N (H'2060)(FOUR PER CLIP) EXISTING to (n u d 5TRUCTURE ui uT w w w O n \ -1 _ —— w 0 w U Q Q w N 1/4"x I 1/4"SELF THREADING 5CRfW (11.2080) (FOUR PER CLIP) (� 1 U °O Q INSERT 5111105 ON EITHER I \J/ 1 [uo.� W 5IDE OF 12"BEAM TO I " _ EN5URE SNUG FIT I La o Q Ca3 _ 0 TRIM 2 3/8'OFF THE (�\ 0 END5 OF THE GUTTER _7 P4 a TRACKS FOR PROPER FIT (1, EXTR'D ALUMINUM 0 3 0 Q N 12" BEAM SUPPORT CLIP I Q z (CN7207) Ln z o 0 „ = < � $ 8 a '-01, EXTR'D ALUMINUM oJ W z O 12- BEAM (A'I 21-W) \/ I �, 2 N 5 - 3/8'X 3”THRU-BOLT W/NUT @ EXISTING / A 3 0 W 5TRUCTURE(HDW 10085) Li I I O (� (HD 10135) To $$ Y=FJSj> L__ J REV NO DATE I BY 5 $y ®7wrR$ - 318'X 3 1/4"LAG BOLT5 ---- - - - ----- -- - - 1/4"x I /4"SELF THREADING 5CREW(NN2080) @s 0"O.C. TO 5ECURE DRAWN BY:JP Kf RAFTER 5TIFFENER TO BAR EXTR'D ALUMINUM _ ___ REVIEWED BY: RAFTER STIFFENER(A-4R55) C09RACT DATE: 10114/04 EXTR'D ALUMINUM DATE: I/1 1/04 FOR BEAM 5UPPORT A X :4—RAFTER 5TIFFENER JOB N: POST SEE 7 COVER(A'4CR) A 1 2" RIDGE BEAM EX15TING 5TRUCTURE Z SECTION "Z-Z" X HAGZAN SECTION "X, -- — NOl 70 5GP OF 7 RIDGE BEAM - - - - - - - - - - Ln 0 m (nm z _ TOP OF Q g UTILITY H, 1 LLl > � ,j � z < Oo 0 POST CLIPS N Ln V n (CN 13005) V' 0 F w I I I ave 0 I I I MINIMUM CONNECTION5 ARE = O V ' SHOWN IN THE 5CHEDULE 2 5/8 _ zp I I ON PAGE I . ACTUAL DESIGN SILL CUTOUT OF THESE CONNECTIONS T) N I I I MUST BE DETERMINED z z J RIDGE BEAM I I I BY OTHER5. u o o O a u a a d n NO PRIOR TO P05T INSTALLATION N 5 "' U 8 �D < O Q AOS ^ U I CLOSED SILL ~ P05T (A'705) p a Z z o -ad- I I (75P) 3 - 114" X 1 114" 5CREW UTILITY"H" _ _ _ F z Z o SUPPORT I CHANNEL (HN2080) TYPICAL > z i BEAM I I POST EACH CLIP COO O g i (VARIES) cn I I I O I I WITH P05T I15TALLED o #I G X 1 1141, I I I/4" X I 114" SCREW o O LL_.1 TEK SCREW I HN2080) TYPICAL #8 X 112" TEK I I ( SCREW (H7' 150) 0 {yJ (H•202G) I I I @ 10 O.C. I I- - - - - -J I VERTICALLY po- ra (TYPICAL) ° REV NO DATE 8Y y 3 e9 vll— POST CLIF5 (CN 13005) ��"• .�„�� SECTION X B P05T 15A5E DETAILS " NOT TO 5CALE `� it • w DRAWN B'Y:JP A P05T TO 12" BEAM CONNECTION DETAIL 7 'off°A fm REVIEWED BY: 7 NOT TO 5CALE O r* gg �>ft CONTRACT DATE: 10/14/04 DATE: 1 1/1 1/04 JOB#: DOCUMENT5 ARE VALID ONLY hAGZAN WITH AN ORIGINAL STAMP r7of 7 AND DATED SIGNATURE NoYr i AwtrL,001'S PrtKdeY SlAm-KoOm MRIA 144 pat"reY SL • • tc�J ; Outdoor , �cvacn , . n ►r�rs f' AN ULTRAFRAME PLC 230 SUN AND STARS : CATHEDRAL DESIGN STAAD.PRO OUTPUT: ACTUAL MEMBER STRESSES, JOINT AND SECTION DISPLACEMENTS, MEMBER END FORCES, AND SUPPORT REACTIONS �F N E L N0. 39 �tpFEW101 � FOUR SEASONS SOLAR PRODUCTS 5005 Veterans Memorial Highway Holbrook,New York 11741 (631)563-4000 Fax:(631)218-9076 Job No Sheet P4O Rev Part Software licensed to Fov Seasons Surooms Job Title Ref 8Y E'E'016-NOV-04 Chd Cts File 12RSLH2221.Std — 16-Nov-2004 11:23 I i 95 101 97 100 36 99 88 94 90 93 30 98 92 81 97 83 86 24 98 89 85 74 so 6 79 22 35 33 91 82 78 87 73 9 72 18 29 34 27 84 75 71 00 as 82 65 14 64 53 28 59 55 23 77 88 21 58 B 48 81 57 52 48 32 19 70 51 8 ZO 50 28 15 83 54 42 13 31 11 58 47 45 25 12 18 7 49 39 5 17 3 41 4 10 44 40 9 38 43 2 37 1 Load 1 I 1 I Print aimete:18111/200411:23 STAAD.Pro for Windows Release 2003 Print Run 1 of 1 ® Job No Sheet No Rev 1 Part Softare licensed to Four Seasons Smwooms Job Title Ref BY °ee16-NOV-04 chd clierd File 12RSLH2221.Std Date'T— 16-Nov-m4 11:23 107'& 07g 106 g 108 g 104( 103 108 (39 9937 A 09 96 97 86 g 102 1 CD 91 9089 38 66 O 87 110 101 CD83 82 8160 1839 g 96 79 111 g 100 (�D 78 40 194 73 72 O 78 71 112 85 (39 30 92 2 41� 8 77 70 63 113 8yP42 !� 18 31 O 88 57 56 O e9 52 55 t1k 41 14 32 78 b1 100 O 4s 48 g 8 33 99 61 54 47 29 17 O 29 . 10 un 60 63 O 46 7 4 gggs �f 35 O 52 45 23 25 6 36 n 28 3 Q9 �f 22 24 8 2 27 2, Load 1 I I Print renalDate:16/11200411:23 STAAD.Pro for Windows Release 2003 Print Run 1 of 1 ® Job No Sheet No Rev 1 Software licensed to ur FoSeasons Barrooms Part Job Title Ret By Datef6-Npy-04 Chd ciierrt File 12RSLH2221.std DatelT— 16-Nov-2004 11:23 i I 150 149 148 147 14s 1N 157 158 155 148 154 188 1651301 144 153 182 183 174 173 64 172 132 171 749 182 181 170 182 1261 151 180 188 178 ISO 179 178 190 189 188 134 187 177 186191 118 159 168 196 197 188 195 188 184 187 139 11a 175 184 193 142 133 138 115 128 183 192 138 117 720135 191 125 141 127 137 119 122 124 140 128 121 123 Load 1 1 i I Print Time/Date:18/11/2004 11:23 STAAD.Pro for Windows Release 2003 Print Run 1 of 1 Thursday, November 18, 2004, 09:18 AM PAGE NO. 1 tttttttttttttttttttttttttttttttttttttttttttttttttttt t t * STAAD.Pro * Version 2003 Bld 1003.US * Proprietary Program of * Research Engineers, Intl. * Date= NOV 18, 2004 * Time= 9:18: 6 t t * USER ID: Four Seasons Sunrooms tttttttttttttttttttttttttttttttttttttttttttttttttttt INPUT FILE: 12RSLH2221.STD 1. STAAD SPACE 4 MODULAR GREAT ROOM 12LW 22 BY 21 5HB3 2. START JOB INFORMATION 3. ENGINEER DATE 16-NOV-04 4. END JOB INFORMATION 5. INPUT WIDTH 72 6. UNIT INCHES POUND 7. JOINT COORDINATES 8. 1 0 0 256.375; 2 0 23.125 256.375; 3 0 80.563 256.375; 4 257 0 256.375 9. 5 257 23.125 256.375; 6 257 80.563 256.375; 7 0 80.563 219.75 10. 8 257 80.563 219.75; 9 0 0 183.125; 10 0 23.125 183.125 11. 11 0 80.563 183.125; 12 257 0 183.125; 13 257 23.125 183.125 12. 14 257 80.563 183.125; 15 0 80.563 146.5; 16 257 80.563 146.5 13. 17 0 0 109.875; 18 0 23.125 109.875; 19 0 80.563 109.875 14. 20 257 0 109.875; 21 257 23.125 109.875; 22 257 80.563 109.875 15. 23 0 80.563 73.25; 24 257 80.563 73.25; 25 0 0 36.625 16. 26 0 23.125 36.625; 27 0 80.563 36.625; 28 257 0 36.625 17. 29 257 23.125 36.625; 30 257 80.563 36.625; 31 0 0 0; 32 0 23.125 0 18. 33 0 80.563 0; 34 257 0 0; 35 257 23.125 0; 36 257 80.563 0 19. 37 64.25 0 256.375; 38 64.25 23.125 256.375; 39 64.25 80.563 256.375 20. 40 192.75 0 256.375; 41 192.75 23.125 256.375; 42 192.75 80.563 256.375 21. 43 128.5 0 256.375; 44 128.5 23.125 256.375; 45 128.5 80.563 256.375 22. 46 128.5 125.349 256.375; 47 64.25 103.039 256.375 23. 48 192.75 103.039 256.375; 49 32.125 91.801 256.375 24. 50 96.375 114.194 256.375; 51 224.875 91.801 256.375 25. 52 160.625 114.194 256.375; 53 128.5 125.349 219.75 26. 54 64.25 103.039 219.75; 55 192.75 103.039 219.75 27. 56 32.125 91.801 219.75; 57 96.375 114.194 219.75 28. 58 224.875 91.801 219.75; 59 160.625 114.194 219.75 29. 60 128.5 125.349 183.125; 61 64.25 103.039 183.125 30. 62 192.75 103.039 183.125; 63 32.125 91.801 183.125 31. 64 96.375 114.194 183.125; 65 224.875 91.801 183.125 32. 66 160.625 114.194 183.125; 67 128.5 125.349 146.5 33. 68 64.25 103.039 146.5; 69 192.75 103.039 146.5; 70 32.125 91.801 146.5 34. 71 96.375 114.194 146.5; 72 224.875 91.801 146.5 35. 73 160.625 114.194 146.5; 74 128.5 125.349 109.875 36. 75 64.25 103.039 109.875; 76 192.75 103.039 109.875 37. 77 32.125 91.801 109.875; 78 96.375 114.194 109.875 38. 79 224.875 91.801 109.875; 80 160.625 114.194 109.875 39. 81 128.5 125.349 73.25; 82 64.25 103.039 73.25; 83 192.75 103.039 73.25 40. 84 32.125 91.801 73.25; 85 96.375 114.194 73.25 C:\Documents and Settings\LARRYD.DOMAIN\Desktop\BACKUP 9 22\Standard Engineering\STAAD Models\230 STARS CATHEDRAL\12. Thursday, November 18, 2004, 09:18 AM 4 MODULAR GREAT ROOM 12LW 22 BY 21 5HB3 -- PAGE NO. 2 41. 86 224.875 91.801 73.25; 87 160.625 114.194 73.25 42. 88 128.5 125.349 36.625; 89 64.25 103.039 36.625 43. 90 192.75 103.039 36.625; 91 32.125 91.801 36.625 44. 92 96.375 114.194 36.625; 93 224.875 91.801 36.625 45. 94 160.625 114.194 36.625; 95 128.5 125.349 0; 96 64.25 103.039 0 46. 97 192.75 103.039 0; 98 32.125 91.801 0; 99 96.375 114.194 0 47. 100 224.875 91.801 0; 101 160.625 114.194 0 48. MEMBER INCIDENCES 49. 1 1 2; 2 2 3; 3 4 5; 4 5 6; 5 9 10; 6 10 11; 7 12 13; 8 13 14; 9 17 18 50. 10 18 19; 11 20 21; 12 21 22; 13 25 26; 14 26 27; 15 28 29; 16 29 30 51. 17 31 32; 18 32 33; 19 34 35; 20 35 36; 21 37 38; 22 38 39; 23 39 47 52. 24 40 41; 25 41 42; 26 42 48; 27 43 44; 28 44 45; 29 45 46; 30 33 27 53. 31 27 23; 32 23 19; 33 19 15; 34 15 11; 35 11 7; 36 7 3; 37 36 30 54. 38 30 24; 39 24 22; 40 22 16; 41 16 14; 42 14 8; 43 8 6; 44 3 49 55. 45 49 47; 46 47 50; 47 50 46; 48 6 51; 49 51 48; 50 48 52; 51 52 46 56. 52 7 56; 53 56 54; 54 54 57; 55 57 53; 56 8 58; 57 58 55; 58 55 59 57. 59 59 53; 60 11 63; 61 63 61; 62 61 64; 63 64 60; 64 14 65; 65 65 62 58. 66 62 66; 67 66 60; 68 15 70; 69 70 68; 70 68 71; 71 71 67; 72 16 72 59. 73 72 69; 74 69 73; 75 73 67; 76 19 77; 77 77 75; 78 75 78; 79 78 74 60. 80 22 79; 81 79 76; 82 76 80; 83 80 74; 84 23 84; 85 84 82; 86 82 85 61. 87 85 81; 88 24 86; 89 86 83; 90 83 87; 91 87 81; 92 27 91; 93 91 89 62. 94 89 92; 95 92 88; 96 30 93; 97 93 90; 98 90 94; 99 94 88; 100 33 98 63. 101 98 96; 102 96 99; 103 99 95; 104 36 100; 105 100 97; 106 97 101 64. 107 101 95; 108 95 88; 109 88 81; 110 81 74; 111 74 67; 112 67 60 65. 113 60 53; 114 53 46 66. ELEMENT INCIDENCES SHELL 67. 115 31 25 26 32; 116 32 26 27 33; 117 25 17 18 26; 118 26 18 19 27 68. 119 17 9 10 18; 120 18 10 11 19; 121 9 1 2 10; 122 10 2 3 11 69. 123 1 37 38 2; 124 2 38 39 3; 125 3 39 47; 126 37 43 44 38 70. 127 38 44 45 39; 128 39 45 46 47; 129 34 28 29 35; 130 35 29 30 36 71. 131 28 20 21 29; 132 29 21 22 30; 133 20 12 13 21; 134 21 13 14 22 72. 135 12 4 5 13; 136 13 5 6 14; 137 4 40 41 5; 138 5 41 42 6; 139 6 42 48 73. 140 40 43 44 41; 141 41 44 45 42; 142 42 45 46 48; 143 33 27 91 98 74. 144 98 91 89 96; 145 96 89 92 99; 146 99 92 88 95; 147 36 30 93 100 75. 148 100 93 90 97; 149 97 90 94 101; 150 101 94 88 95; 151 27 23 84 91 76. 152 91 84 82 89; 153 89 82 85 92; 154 92 85 81 88; 155 30 24 86 93 77. 156 93 86 83 90; 157 90 83 87 94; 158 94 87 81 88; 159 23 19 77 84 78. 160 84 77 75 82; 161 82 75 78 85; 162 85 78 74 81; 163 24 22 79 86 79. 164 86 79 76 83; 165 83 76 80 87; 166 87 80 74 81; 167 19 15 70 77 80. 168 77 70 68 75; 169 75 68 71 78; 170 78 71 67 74; 171 22 16 72 79 81. 172 79 72 69 76; 173 76 69 73 80; 174 80 73 67 74; 175 15 11 63 70 82. 176 70 63 61 68; 177 68 61 64 71; 178 71 64 60 67; 179 16 14 65 72 83. 180 72 65 62 69; 181 69 62 66 73; 182 73 66 60 67; 183 11 7 56 63 84. 184 63 56 54 61; 185 61 54 57 64; 186 64 57 53 60; 187 14 8 58 65 85. 188 65 58 55 62; 189 62 55 59 66; 190 66 59 53 60; 191 7 3 49 56 86. 192 56 49 47 54; 193 54 47 50 57; 194 57 50 46 53; 195 8 6 51 58 87. 196 58 51 48 55; 197 55 48 52 59; 198 59 52 46 53 88. DEFINE MATERIAL START 89. ISOTROPIC ALUMINUM 90. E 1E+007 91. POISSON 0.33 92. DENSITY 0.098 93. ALPHA 1.28E-005 94. DAMP 0.03 95. ISOTROPIC MATERIALI 96. E 12000 C:\Documents and Settings\LARRYD.DOMAIN\Desktop\BACKUP 9 22\Standard Engineering\STAAD Models\230 STARS CATHEDRAL\12. Thursday, November 18, 2004, 09:18 AM 4 MODULAR GREAT ROOM 12LW 22 BY 21 5HB3 -- PAGE NO. 3 97. POISSON 0.22 98. DENSITY 0.0902778 99. DAMP 2.8026E-044 100. END DEFINE MATERIAL 101. START USER TABLE 102. TABLE 1 TABLEI.TXT UTBLPR TABLEI.TXT 103. TABLE 2 STARS.TXT UTBLPR STARS.TXT 104. END 105. MEMBER PROPERTY AMERICAN 106. 1 TO 4 UPTABLE 1 COR90JAM 107. 5 TO 20 UPTABLE 2 7111U7NFJ4R LITECOL STIFFENER 108. 21 TO 26 UPTABLE 2 71457BP7NFJ_EL_H_BEAMPOST 109. 27 TO 29 UPTABLE 1 ELHBMPST 110. 30 TO 43 UPTABLE 1 EAVE 111. 44 TO 107 UPTABLE 2 5HB34RSB 112. 108 TO 114 UPTABLE 2 12LW4RSB 113. ELEMENT PROPERTY 114. 115 TO 198 THICKNESS 0.25 115. MEMBER RELEASE 116. 1 3 5 7 9 11 13 15 17 19 21 24 27 44 48 52 56 60 64 68 72 76 80 84 - 117. 88 92 96 100 104 108 START MX MY MZ 118. 2 4 6 8 10 12 14 16 18 20 23 26 29 47 51 55 59 63 67 71 75 79 83 87 - 119. 91 95 99 103 107 114 END MX MY MZ 120. UNIT FEET POUND 121. CONSTANTS 122. BETA 90 MEMB 1 TO 4 21 TO 29 123. MATERIAL ALUMINUM MEMB 1 TO 114 124. MATERIAL MATERIALI MEMB 115 TO 198 125. SUPPORTS 126. 1 4 9 12 17 20 25 28 31 TO 37 40 43 95 TO 101 PINNED 127. LOAD 1 DEAD SELFWEIGHT OF STRUCTURE 128. SELFWEIGHT Y -1 129. LOAD 2 LIVE 45 PSF ROOF LOAD 130. MEMBER LOAD 131. 44 TO 107 UNI GY -137 132. LOAD 3 LIVE 120 MPH EXP C WIND LOAD 133. ELEMENT LOAD 134. 115 TO 122 PR GX 33 135. 123 TO 128 137 TO 142 PR GZ -30 136. 191 TO 198 PR GY 35 137. 143 TO 190 PR GY 35 138. LOAD COMB 4 DEAD + ROOF 139. 1 1.0 2 1.0 140. LOAD COMB 5 DEAD + WIND 141. 1 1.0 3 1.0 142. LOAD COMB 6 DEAD + ROOF + 1/2 WIND 143. 1 1.0 2 1.0 3 0.5 144. LOAD COMB 7 DEAD + 1/2 ROOF + WIND 145. 1 1.0 2 0.5 3 1.0 146. 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Thursday, November 18, 2004, 09:18 AM 4 MODULAR GREAT ROOM 12LW 22 BY 21 5HB3 -- PAGE NO. 12 JOINT DISPLACEMENT (INCH RADIANS) STRUCTURE TYPZ = SPACE JOINT LOAD X-TRANS Y-TRANS Z-TRANS X-ROTAN Y-ROTAN Z-ROTAN 85 4 -0.00510 -1.19769 0.00056 0.00308 0.00100 -0.00241 5 0.26211 0.76185 -0.00825 -0.00141 -0.00053 0.00206 6 0.12702 -0.75498 -0.00359 0.00220 0.00068 -0.00120 7 0.26063 0.22479 -0.00800 -0.00004 -0.00009 0.00104 86 4 0.20124 -0.63569 0.00093 0.00308 -0.00099 0.01509 5 0.1-1250 0.39381 -0.00949 -0.00307 0.00097 -0.00946 6 0.24589 -0.40721 -0.00387 0.00137 -0.00045 0.00960 7 0.20152 0.10754 -0-.00907 -0.00170 0.00053 -0.00267 87 4 0.00510 -1.19769 0.00056 0.00308 -0.00100 0.00241 5 0.24129 0.76286 -0.00772 -0.00299 0.00120 -0.00203 6 0.12468 -0.75447 -0.00333 0.00141 -0.00034 0.00121 7 0.24-277 0.22580 -0.00747 -0.00162 0.00076 -0.00101 88 4 0.00000 -0.67957 -0.00011 0.01629 0.00000 0.00000 5 0.14485 0.44449 -0.00066 -0.01065 0.00338 0.00003 6 0.07243 -0.42096 -0.00043 0.01010 0.00169 0.00001 7 0.14485 0.14107 -0.00071 -0.00337 0.00338 0.00003 89 4 0.01298 -0.71606 0.00101 0.01213 0.00426 -0.00525 5 0.14628 0.44178 -0.00539 -0.00674 -0.00239 0.00344 6 0.08650 -0.45992 -0.00174 0.00814 0.00285 -0.00324 7 0.15315 0.1-1900 -0.00494 -0.00129 -0.00048 0.00110 90 4 -0.01298 -0.71606 0.00101 0.01213 -0.00426 0.00525 5 0.14383 0.44189 -0.00504 -0.00889 0.00311 -0.00344 6 0.05856 -0.45987 -0.00156 0.00707 -0.00249 0.00325 7 0.13697 0.11910 -0.00459 -0.00344 0.00120 -0.00109 91 4 -0.08329 -0.44005 0.00017 0.01218 0.00411 -0.01158 5 0.20731 0.26800 -0.00367 -0.00682 -0.00215 0.00716 6 0.02558 -0.28468 -0.00168 0.00815 0.00283 -0.00743 7 0.17088 0.06934 -0.00359 -0.00135 -0.00030 0.00194 92 4 0.03406 -0.77733 0.00126 0.01218 0.00411 0.00108 5 0.12958 0.48919 -0.00482 -0.00678 -0.00226 -0.00027 6 0.09780 -0.49335 -0.00121 0.00817 0.00277 0.00094 7 0.14556 0.13991 -0.00425 -0.00131 -0.00042 0.00026 93 4 0.08329 -0.44005 0.00017 0.01218 -0.00411 0.01158 5 0,08319 0.26830 -0.00420 -0.00891 0.00306 -0.00715 6 0.11967 -0.28453 -0.00194 0.00711 -0.00237 0.00744 7 0.11962 0.06964 -0.00412 -0.00344 0.00121 -0.00193 94 4 -0.03406 -0.77733 0.00126 0.01218 -0.00411 -0.00108 5 0.16028 0.48921 -0.00356 -0.00888 0.00315 0.00028 6 0.04713 -0.49334 -0.00059 0.00712 -0.00233 -0.00094 7 0.14430 0.13993 -0.00299 -0-.00341 0.00130 -0.00026 95 4 0.00000 0.00000 0.00000 0.00829 0.00000 0.00000 5 0.00000 0.00000 0.00000 -0.00510 0.00171 0.00052 6 0.00000 0.00000 0.00000 0.00530 0.00086 0.00026 7 0.00000 0.00000 0_00000 -0.00140 0.00171 0.00052 96 4 0.00000 0.00000 0.00000 0.01726 0.00604 0.00000 5 0.00000 0.00000 0.00000 -0.00872 -0.00307 0.00000 6 0.00000 0.00000 0.00000 0.01206 0.00421 0.00000 7 0.00000 0.00000 0.00000 -0.00093 -0.00035 0.00000 C:\Documents and Settings\LARRYD.DOMAIN\Desktop\BACKUP 9 22\Standard Engineering\STAAD Models\230 STARS CATHEDRAL\12. Thursday, November 18, 2004, 09:18 AM 4 MODULAR GREAT ROOM 12LW 22 BY 21 5HB3 -- PAGE NO. 13 JOINT DISPLACEMENT (INCH RADIANS) STRUCTURE TYPE a SPACE JOINT LOAD X-TRANS Y-TRANS Z-TRANS X-ROTAN Y-ROTAN Z-ROTAN 97 4 0.00000 0.00000 0.00000 0.01726 -0.00604 0.00000 5 0.00000 0.00000 0.00000 -0.01171 0.00408 0.00000 6 0.00000 0.00000 0.00000 0.01056 -0.00371 0.00000 7 0.00000 0.00000 0.00000 -0.00393 0.00136 0.00000 98 4 0.00000 0.00000 0.00000 0.01728 0.00597 0.00002 5 0.00000 0.00000 0.00000 -0.00876 -0.00296 0.00000 6 0.00000 0.00000 0.00000 0.01206 0.00420 0.00002 7 0.00000 0.00000 0.00000 -0.00096 -0.00026 0.00001 99 4 0.00000 0.00000 0.00000 0.01729 0.00596 -0.00002 5 0.00000 0.00000 0.00000 -0.00875 -0.00299 0.00000 6 0.00000 0.00000 0.00000 0.01207 0.00417 -0.00002 7 0.00000 0.00000 0.00000 -0.00095 -0.00030 -0.00001 100 4 0.00000 0.00000 0.00000 0.01728 -0.00597 -0.00002 5 0.00000 0.00000 0.00000 -0.01171 0.00409 0.00000 6 0.00000 0.00000 0.00000 0.01059 -0.00363 -0.00002 7 0.00000 0.00000 0.00000 -0.00391 0.00140 -0.00001 101 4 0.00000 0.00000 0.00000 0.01729 -0.00596 0.00002 5 0.00000 0.00000 0.00000 -0.01172 0.00407 0.00000 6 0.00000 0.00000 0.00000 0.01059 -0.00363 0.00002 7 0.00000 0.00000 0.00000 -0.00392 0.00138 0.00001 ************** END OF LATEST ANALYSIS RESULT ************** 152. PRINT SECTION MAX DISPL NSECT 12 ALL C:\Documents and Settings\LARRYD.DOMAIN\Desktop\BACKUP 9 22\Standard Engineering\STAAD Models\230 STARS CATHEDRAL\12. Thursday, November 18, 2004, 09:18 AM 4 MODULAR GREAT ROOM 12LW 22 BY 21 5HB3 -- PAGE NO. 14 MAX MEMBER SECTION DISPLACEMENTS -------------------------------- UNIT= INCH FOR FPS AND CM FOR METRIC/SI SYSTEM MEMBER MAX DISP LOCATION LOAD L/DISPL 1 0.00542 13.49 5 4270 2 0.02530 23.93 7 2270 3 0.00361 13.49 5 6413 4 0.01803 23.93 7 3184 5 0.00531 13.49 5 4353 6 0.03277 23.93 5 1752 7 0.00031 13.49 5 74360 8 0.00205 23.93 5 28015 9 0.00530 13.49 5 4362 10 0.03270 23.93 5 1756 11 0.00004 13.49 5 0 12 0.00028 23.93 4 204198 13 0.00398 13.49 5 5811 14 0.02462 23.93 5 2332 15 0.00036 13.49 4 63607 16 0.00371 23.93 4 15471 17 0.00012 13.49 4 196239 18 0.00030 23.93 4 189438 19 0.00012 13.49 4 196239 20 0.00030 23.93 4 189438 21 0.00759 13.49 5 3047 22 0.09052 28.72 5 634 23 0.00702 9.36 5 3203 24 0.00759 13.49 7 3048 25 0.09038 28.72 7 635 26 0.00702 9.36 5 3202 27 0.01104 13.49 5 2095 28 0.16420 28.72 5 349 29 0.06109 18.66 5 733 30 0.01330 21.36 4 2753 31 0.01270 24.42 4 2884 32 0.01282 21.36 5 2855 33 0.01414 12.21 4 2590 34 0.01496 24.42 4 2448 35 0.01112 12.21 5 3292 36 0.02387 15.26 4 1534 37 0.01330 21.36 4 2753 38 0.01270 24.42 4 2884 39 0.01232 24.42 4 2973 40 0.01414 12.21 4 2590 41 0.01496 24.42 4 2448 42 0.01092 9.16 4 3354 43 0.02387 15.26 4 1534 44 0.00302 17.02 4 11268 45 0.01578 19.85 7 2156 46 0.01632 14.17 5 2083 47 0.00289 17.00 4 11757 48 0.00302 17.02 4 11268 49 0.01608 19.85 7 2117 C:\Documents and Settings\LARRYD.DOMAIN\Desktop\BACKUP 9 22\Standard Engineering\STAAD Models\230 STARS CATHEDRAL\12. Thursday, November 18, 2004, 09:18 AM 4 MODULAR GREAT ROOM 12LW 22 BY 21 5HB3 -- PAGE NO. 15 50 0.01614 14.17 5 2107 51 0.00289 17.00 4 11757 52 0.01277 19.85 4 2665 53 0.02726 17.02 4 1248 54 0.02721 17.00 4 1249 55 0.01275 14.17 4 2667 56 0.01277 19.85 4 2665 57 0.02726 17.02 4 1248 58 0.02721 17.00 4 1249 59 0.01275 14.17 4 2667 60 0.01275 19.85 4 2670 61 0.02723 17.02 4 1249 62 0.02718 17.00 4 1251 63 0.01272 14.17 4 2673 64 0.01275 19.85 4 2670 65 0.02723 17.02 4 1249 66 0.02718 17.00 4 1251 67 0.01272 14.17 4 2673 68 0.01274 19.85 4 2671 69 0.02725 17.02 4 1248 70 0.02720 17.00 4 1250 71 0.01272 14.17 4 2674 72 0.01274 19.85 4 2671 73 0.02725 17.02 4 1248 74 0.02720 17.00 4 1250 75 0.01272 14.17 4 2674 76 0.01273 19.85 4 2672 77 0.02723 17.02 4 1250 78 0.02718 17.00 4 1251 79 0.01271 14.17 4 2675 80 0.01273 19.85 4 2672 81 0.02723 17.02 4 1250 82 0.02718 17.00 4 1251 83 0.01271 14.17 4 2675 84 0.01275 19.85 4 2668 85 0.02726 17.02 4 1248 86 0.02721 17.00 4 1249 87 0.01273 14.17 4 2671 88 0.01275 19.85 4 2668 89 0.02726 17.02 4 1248 90 0.02721 17.00 4 1249 91 0.01273 14.17 4 2671 92 0.01277 19.85 4 2665 93 0.02724 17.02 4 1249 94 0.02720 17.00 4 1250 95 0.01275 14.17 4 2667 96 0.01277 19.85 4 2665 97 0.02724 17.02 4 1249 98 0.02720 17.00 4 1250 99 0.01275 14.17 4 2667 100 0.00085 17.02 4 39869 101 0.00056 14.18 5 61080 102 0.00044 17.00 4 76623 103 0.00078 19.84 4 43871 104 0.00085 17.02 4 39869 105 0.00041 14.18 4 83370 C:\Documents and Settings\LARRYD.DOMAIN\Desktop\BACKUP 9 22\Standard Engineering\STAAD Models\230 STARS CATHEDRAL\12. Thursday, November 18, 2004, 09:18 AM 4 MODULAR GREAT ROOM 12LW 22 BY 21 5HB3 -- PAGE NO. 16 106 0.00044 17.00 4 76623 107 0.00078 19.84 4 43871 108 0.00921 21.36 4 3978 109 0.02384 18.31 4 1536 110 0.03253 18.31 4 1126 111 0.03539 18.31 4 1034 112 0.03251 18.31 4 1126 113 0.02382 18.31 4 1537 114 0.00933 15.26 4 3925 ************ END OF SECT DISPL RESULTS *********** 153. PRINT MEMBER FORCES ALL C:\Documents and Settings\LARRYD.DOMAIN\Desktop\BACKUP 9 22\Standard Engineering\STAAD Models\230 STARS CATHEDRAL\12. VJ.1V XUU ___ 1.slUL lVV• 1/ ,nxu� JT AXIAL SHSAR-Y SHZAR-Z TORSION MOM-Y MOM-Z 1 4 1 752.33 -9.50 0.21 0.00 0.00 0.00 2 -748.86 9.50 -0.21 0.00 -4.80 -219.79 5 1 -399.99 119.42 -137.78 0.00 0.00 0.00 2 403.46 -119.42 137.78 0.00 3186.06 2761.53 6 1 463.76 50.68 -68.69 0.00 0.00 0.00 2 -460.29 -50.68 68.69 0.00 1588.43 1172.06 7 1 -112.41 115.14 -137.68 0.00 0.00 0.00 2 115.88 -115.14 137.68 0.00 3183.86 2662.73 2 4 2 616.26 -5.92 0.62 0.00 -35.72 -340.06 3 -607.64 5.92 -0.62 0.00 0.00 0.00 5 2 -276.91 -35.18 40.40 0.00 -2320.59 -2020.58 3 285.53 35.18 -40.40 0.00 0.00 0.00 6 2 425.76 -23.21 20.79 0.00 -1194.18 -1332.99 3 -417.15 23.21 -20.79 0.00 0.00 0.00 7 2 -20.82 -37.84 40.68 0.00 -2336.61 -2173.25 3 29.44 37.84 -40.68 0.00 0.00 0.00 3 4 4 752.33 -9.50 -0.21 0.00 0.00 0.00 5 -748.86 9.50 0.21 0.00 4.80 -219.79 5 4 185.69 120.20 8.03 0.00 0.00 0.00 5 -182.22 -120.20 -8.03 0.00 -185.58 2779.60 6 4 756.60 51.07 3.81 0.00 0.00 0.00 5 -753.13 -51.07 -3.81 0.00 -88.19 1181.10 7 4 473.27 115.93 7.93 0.00 0.00 0.00 5 -469.81 -115.93 -7.93 0.00 -183.38 2680.79 4 4 5 616.26 -5.92 -0.62 0.00 35.72 -340.06 6 -607.64 5.92 0.62 0.00 0.00 0.00 5 5 20.73 -35.30 -10.12 0.00 581.33 -2027.61 6 -12.11 35.30 10.12 0.00 0.00 0.00 6 5 574.59 -23.27 -5.65 0.00 324.54 -1336.50 6 -565.97 23.27 5.65 0.00 0.00 0.00 7 5 276.82 -37.96 -10.40 0.00 597.35 -2180.28 6 -268.21 37.96 10.40 0.00 0.00 0.00 5 4 9 1979.55 -0.01 1.22 0.00 0.00 0.00 10 -1974.23 0.01 -1.22 0.00 -28.24 -0.28 5 9 -758.29 482.09 -5.28 0.00 0.00 0.00 10 763.61 -482.09 5.28 0.00 122.10 11148.31 6 9 1443.18 241.03 -1.48 0.00 0.00 0.00 10 -1437.86 -241.03 1.48 0.00 34.22 5573.88 7 9 74.26 482.08 -4.73 0.00 0.00 0.00 10 -68.94 -482.08 4.73 0.00 109.39 11148.18 C:\Documents and Settings\LARRYD.DOMAIN\Desktop\BACKUP 9 22\Standard Engineering\STAAD Models\230 STARS CATHEDRAL\12. 4 MODULAR GREAT ROOM 12LW 22 BY 21 51 PAGE NO. 18 MEMBER MND FORCES STRUCTtJRM TYPE = SPACE ----------------- ALL UNITS ARE -- POUN INCH blZ MR LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION mm-Y MCY6-Z 6 4 10 1864.44 0.02 0.96 0.00 -55.06 1.00 11 -1851.23 -0.02 -0.96 0.00 0.00 0.00 5 10 -809.50 -194.10 -2.01 0.00 115.35 -11148.78 11 822.71 194.10 2.01 0.00 0.00 0.00 6 10 1340.72 -97.03 -0.09 0.00 5.28 -5573.45 11 -1327.51 97.03 0.09 0.00 0.00 0.00 7 10 3.76 -194.09 -1.58 0.00 90.49 -11148.33 11 9.46 194.09 1.58 0.00 0.00 0.00 7 4 12 1979.55 0.01 1.22 0.00 0.00 0.00 13 -1974.23 -0.01 -1.22 0.00 -28.24 0.28 5 12 -983.89 0.00 -4.63 0.00 0.00 0.00 13 989.20 0.00 4.63 0.00 107.17 -0.08 6 12 1330.39 0.01 -1.16 0.00 0.00 0.00 13 -1325.07 -0.01 1.16 0.00 26.76 0.23 7 12 -151.33 0.00 -4.08 0.00 0.00 0.00 13 156.65 0.00 4.08 0.00 94.46 0.04 8 4 13 1864.44 -0.02 0.96 0.00 -55.06 -1.00 14 -1851.23 0.02 -0.96 0.00 0.00 0.00 5 13 -1033.57 0.01 -1.99 0.00 114.52 0.35 14 1046.78 -0.01 1.99 0.00 0.00 0.00 6 13 1228.69 -0.01 -0.08 0.00 4.87 -0.77 14 -1215.48 0.01 0.08 0.00 0.00 0.00 7 13 -220.32 0.00 -1.56 0.00 89.66 -0.10 14 233.53 0.00 1.56 0.00 0.00 0.00 9 4 17 1886.32 -0.02 0.22 0.00 0.00 0.00 18 -1881.00 0.02 -0.22 0.00 -5.11 -0.39 5 17 -690.71 482.09 -0.41 0.00 0.00 0.00 18 696.03 -482.09 0.41 0.00 9.37 11148.43 6 17 1388.53 241.03 0.01 0.00 0.00 0.00 18 -1383.21 -241.03 -0.01 0.00 -0.13 5573.84 7 17 100.02 482.09 -0.31 0.00 0.00 0.00 18 -94.70 -482.09 0.31 0.00 7.11 11148.25 10 4 18 1796.49 0.02 -0.27 0.00 15.71 1.32 19 -1783.28 -0.02 0.27 0.00 0.00 0.00 5 18 -755.32 -194.11 0.02 0.00 -1.41 -11149.04 19 768.53 194.11 -0.02 0.00 0.00 0.00 6 18 1303.31 -97.03 -0.25 0.00 14.21 -5573.27 19 -1290.10 97.03 0.25 0.00 0.00 0.00 7 18 27.41 -194.10 -0.10 0.00 5.65 -11148.44 19 -14.20 194.10 0.10 0.00 0.00 0.00 11 4 20 1886.32 0.02 0.22 0.00 0.00 0.00 21 -1881.00 -0.02 -0.22 0.00 -5.11 0.39 C:\Documents and Settings\LARRYD.DOMAIN\Desktop\BACKUP 9 22\Standard Engineering\STAAD Models\230 STARS CATHEDRAL\12. -MEMBER END FORGES SI�'�oFUx6,4�ft8-TYPE SPACE - ,.�fLEI.-22_BY21._-5HR.3-_ ___ _ _.�...11n1^�... .Tik117Y41+].+6V_ Nn Thursday, November 18, 2004, 09:18 AM 4 MODULAR GREAT ROOM 12LW 22 BY 21 5HB3 -- PAGE NO. 19 NEER END FORCES STRUCTURE TYPE SPACE ----------------- ALL UNITS ARE -- POUN INCH ICER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSICN MODS-Y "-Z 5 20 -928.22 -0.01 -0.55 0.00 0.00 0.00 21 933.54 0.01 0.55 0.00 12.63 -0.20 6 20 1269.78 0.01 -0.06 0.00 0.00 0.00 21 -1264.46 -0.01 0.06 0.00 1.49 0.28 7 20 -137.49 0.00 -0.45 0.00 0.00 0.00 21 142.81 0.00 0.45 0.00 10.36 -0.02 12 4 21 1796.49 -0.02 -0.27 0.00 15.71 -1.32 22 -1783.28 0.02 0.27 0.00 0.00 0.00 5 21 -989.37 0.01 0.11 0.00 -6.31 0.60 22 1002.58 -0.01 -0.11 0.00 0.00 0.00 6 21 1186.28 -0.02 -0.20 0.00 11.76 -0.95 22 -1173.07 0.02 0.20 0.00 0.00 0.00 7 21 -206.65 0.00 -0.01 0.00 0.75 0.01 22 219.86 0.00 0.01 0.00 0.00 0.00 13 4 25 1467.66 -0.01 5.42 0.00 0.00 0.00 26 -1462.34 0.01 -5.42 0.00 -125.29 -0.23 5 25 -549.22 361.57 -2.67 0.00 0.00 0.00 26 554.54 -361.57 2.67 0.00 61.74 8361.20 6 25 1074.02 180.77 3.79 0.00 0.00 0.00 26 -1068.71 -180.77 -3.79 0.00 -87.70 4180.38 7 25 65.59 361.56 -0.25 0.00 0.00 0.00 26 -60.27 -361.56 0.25 0.00 5.81 8361.10 14 4 26 1393.43 0.01 3.61 0.00 -207.38 0.83 27 -1380.22 -0.01 -3.61 0.00 0.00 0.00 5 26 -595.25 -145.58 -2.13 0.00 122.50 -8361.54 27 608.46 145.58 2.13 0.00 0.00 0.00 6 26 1005.29 -72.77 2.37 0.00 -135.94 -4179.98 27 -992.08 72.77 -2.37 0.00 0.00 0.00 7 26 10.95 -145.57 -0.50 0.00 29.00 -8361.17 27 2.26 145.57 0.50 0.00 0.00 0.00 15 4 28 1467.66 0.01 5.42 0.00 0.00 0.00 29 -1462.34 -0.01 -5.42 0.00 -125.29 0.23 5 28 -711.82 -0.01 -3.16 0.00 0.00 0.00 29 717.14 0.01 3.16 0.00 73.10 -0.12 6 28 992.73 0.01 3.55 0.00 0.00 0.00 29 -987.41 -0.01 -3.55 0.00 -82.02 0.15 7 28 -97.01 0.00 -0.74 0.00 0.00 0.00 29 102.33 0.00 0.74 0.00 17.17 -0.02 16 4 29 1393.43 -0.01 3.61 0.00 -207.38 -0.83 30 -1380.22 0.01 -3.61 0.00 0.00 0.00 5 29 -757.22 0.01 -2.14 0.00 122.87 0.44 30 770.43 -0.01 2.14 0.00 0.00 0.00 20041 09 mil18 � _n „ es 1$' " C:\Documents and Settings\LARRYD.DOMAIN\Desktop\BACKUP 9 22\Standard Engineering\STAAD ModfOT;\230 STARS CATHEDRAL 2. �3 .. Thurs�.�... 196MtlKl( Aivu X-- ALL va w:-ALL UNITS ARE -- POUN INCH MBE= LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 6 29 924.31 -0.01 2.36 0.00 -135.76 -0.57 30 -911.10 0.01 -2.36 0.00 0.00 0.00 7 29 -151.02 0.00 -0.51 0.00 29.37 0.06 30 164.23 0.00 0.51 0.00 0.00 0.00 17 4 31 2.66 0.01 -1.76 0.00 0.00 0.00 32 2.66 -0.01 1.76 0.00 40.61 0.17 5 31 2.66 -0.01 0.69 0.00 0.00 0.00 32 2.66 0.01 -0.69 0.00 -15.96 -0.16 6 31 2.66 0.00 -1.34 0.00 0.00 0.00 32 2.66 0.00 1.34 0.00 30.95 0.09 7 31 2.66 0.00 -0.11 0.00 0.00 0.00 32 2.66 0.00 0.11 0.00 2.66 -0.08 18 4 32 6.61 0.00 -0.29 0.00 16.94 0.08 33 6.61 0.00 0.29 0.00 0.00 0.00 5 32 6.61 0.00 0.12 0.00 -6.66 -0.07 33 6.61 0.00 -0.12 0.00 0.00 0.00 6 32 6.61 0.00 -0.22 0.00 12.91 0.04 33 6.61 0.00 0.22 0.00 0.00 0.00 7 32 6.61 0.00 -0.02 0.00 1.11 -0.04 33 6.61 0.00 0.02 0.00 0.00 0.00 19 4 34 2.66 -0.01 -1.76 0.00 0.00 0.00 35 2.66 0.01 1.76 0.00 40.61 -0.17 5 34 2.66 0.00 0.31 0.00 0.00 0.00 35 2.66 0.00 -0.31 0.00 -7.15 0.08 6 34 2.66 -0.01 -1.53 0.00 0.00 0.00 35 2.66 0.01 1.53 0.00 35.35 -0.13 7 34 2.66 0.00 -0.50 0.00 0.00 0.00 35 2.66 0.00 0.50 0.00 11.47 0.00 20 4 35 6.61 0.00 -0.29 0.00 16.94 -0.08 36 6.61 0.00 0.29 0.00 0.00 0.00 5 35 6.61 0.00 0.05 0.00 -2.98 0.03 36 6.61 0.00 -0.05 0.00 0.00 0.00 6 35 6.61 0.00 -0.26 0.00 14.74 -0.06 36 6.61 0.00 0.26 0.00 0.00 0.00 7 35 6.61 0.00 -0.08 0.00 4.78 0.00 36 6.61 0.00 0.08 0.00 0.00 0.00 21 4 37 1258.99 -0.01 2.55 0.00 0.00 0.00 38 -1251.64 0.01 -2.55 0.00 -58.97 -0.30 5 37 -244.21 534.75 -16.54 0.00 0.00 0.00 38 251.56 -534.75 16.54 0.00 382.59 12366.09 6 37 1019.52 267.36 -5.86 0.00 0.00 0.00 38 -1012.17 -267.36 5.86 0.00 135.45 6182.76 C:\Documents and Settings\LARRYD.DOMAIN\Desktop\BACKUP 9 22\Standard Engineering\STAAD Models\230 STARS CATHEDRAL\12. A" "NITS ARE -- POUN INCH MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MAtd-Y MIM-Z 7 37 267.91 534.74 -15.40 0.00 0.00 0.00 38 -260.56 -534.74 15.40 0.00 356.23 12365.96 22 4 38 1179.76 -0.01 2.80 0.07 -43.71 0.28 39 -1161.51 0.01 -2.80 -0.07 -117.32 -1.09 5 38 -330.49 -4.42 -19.66 0.05 -435.89 -12366.09 39 348.74 4.42 19.66 -0.05 1565.01 12112.34 6 38 930.90 -2.22 -7.18 0.09 -258.82 -6182.78 39 -912.64 2.22 7.18 -0.09 671.43 6055.13 7 38 175.77 -4.42 -18.41 0.08 -454.91 -12365.97 39 -157.52 4.42 18.41 -0.08 1512.60 12111.85 23 4 39 1106.12 0.07 2.81 0.00 -63.20 1.66 47 -1098.97 -0.07 -2.81 0.00 0.00 0.00 5 39 -488.70 -538.86 4.54 0.00 -101.94 -12111.39 47 495.84 538.86 -4.54 0.00 0.00 0.00 6 39 815.65 -269.36 4.91 0.00 -110.46 -6054.12 47 -808.50 269.36 -4.91 0.00 0.00 0.00 7 39 18.24 -538.83 5.78 0.00 -129.83 -12110.65 47 -11.10 538.83 -5.78 0.00 0.00 0.00 24 4 40 1258.99 -0.01 -2.55 0.00 0.00 0.00 41 -1251.64 0.01 2.55 0.00 58.97 -0.30 5 40 -113.49 534.75 -13.39 0.00 0.00 0.00 41 120.84 -534.75 13.39 0.00 309.70 12366.18 6 40 1084.88 267.36 -9.11 0.00 0.00 0.00 41 -1077.53 -267.36 9.11 0.00 210.69 6182.81 7 40 398.64 534.75 -14.53 0.00 0.00 0.00 41 -391.29 -534.75 14.53 0.00 336.05 12366.04 25 4 41 1179.76 -0.01 -2.80 -0.07 43.71 0.28 42 -1161.51 0.01 2.80 0.07 117.32 -1.09 5 41 -152.01 -4.42 -15.94 -0.03 -244.86 -12366.21 42 170.27 4.42 15.94 0.03 1160.29 12112.42 6 41 1020.13 -2.22 -10.61 -0.08 -81.56 -6182.84 42 -1001.88 2.22 10.61 0.08 691.22 6055.17 7 41 354.25 -4.42 -17.18 -0.06 -225.84 -12366.08 42 -335.99 4.42 17.18 0.06 1212.70 12111.93 26 4 42 1106.12 0.07 -2.81 0.00 63.20 1.66 48 -1098.97 -0.07 2.81 0.00 0.00 0.00 5 42 -123.61 -538.86 -11.44 0.00 257.19 -12111.44 48 130.75 538.86 11.44 0.00 0.00 0.00 6 42 998.19 -269.36 -8.37 0.00 188.09 -6054.15 48 -991.05 269.36 8.37 0.00 0.00 0.00 7 42 383.33 -538.83 -12.68 0.00 285.09 -12110.70 48 -376.19 538.83 12.68 0.00 0.00 0.00 C:\Documents and Settings\LARRYD.DOMAIN\Desktop\BACKUP 9 22\Standard Engineering\STAAD Models\230 STARS CATHEDRAL\12. 4 MODULAR GREAT ROOM 12LW 22 BY 21 5HB3 -- PAGE ?rsdgy, November 18, 2004, 09:18 AM ` ---- An%UCTURE TYPE - SPACE Thursday, November 18, 2004, 09:18 AM 4 MODULAR GREAT ROOM 12LW 22 BY 21 5HB3 -- PAGE NO. 22 NEZMR END FORCES STRUCTURE TYPE SPACE ALL UNITS ARE -- POUR INCH Humm LOAD JT AXIAL SHZAR-Y SHEAR-Z TORSION MOM-Y HM-Z 27 4 43 5892.71 -0.02 0.00 0.00 0.00 0.00 44 -5887.11 0.02 0.00 0.00 0.00 -0.56 5 43 -3386.98 666.29 -8.27 0.00 0.00 0.00 44 3392.58 -666.29 8.27 0.00 191.17 15408.07 6 43 3809.40 333.12 -4.13 0.00 0.00 0.00 44 -3803.81 -333.12 4.13 0.00 95.58 7703.50 7 43 -830.44 666.28 -8.27 0.00 0.00 0.00 44 836.04 -666.28 8.27 0.00 191.17 15407.82 28 4 44 5828.60 -0.02 0.00 0.00 0.00 0.57 45 -5814.71 0.02 0.00 0.00 0.00 -1.76 5 44 -3453.45 127.13 -1.93 -0.01 -281.65 -15407.99 45 3467.34 -127.13 1.93 0.01 392.41 22710.17 6 44 3744.03 63.55 -0.96 -0.01 -140.82 -7703.46 45 -3730.14 -63.55 0.96 0.01 196.20 1-1353.42 7 44 -896.99 127.12 -1.93 -0.01 -281.65 -15407.74 45 910.88 -127.12 1.93 0.01 392.41 22709.38 29 4 45 5769.04 0.06 0.00 0.00 0.00 2.71 46 -5758.21 -0.06 0.00 0.00 0.00 0.00 5 45 -3553.45 -507.03 15.48 0.00 -693.25 -22707.96 46 3564.28 507.03 -15.48 0.00 0.00 0.00 6 45 3674.71 -253.46 7.74 0.00 -346.62 -11351.41 46 -3663.88 253.46 -7.74 0.00 0.00 0.00 7 45 -986.54 -507.01 15.48 0.00 -693.25 -22706.74 46 997.37 507.01 -15.48 0.00 0.00 0.00 30 4 33 -125.31 -105.62 -67.62 0.22 286.41 -106.70 27 125.31 110.42 67.62 -0.22 21-90.08 -3849.44 5 33 485.45 61.07 77.61 -0.10 -369.70 -18.67 27 -485.45 -56.27 -77.61 0.10 -2472.84 2167.47 6 33 123.99 -70.86 -25.33 0.16 86.18 -111.99 27 -123.99 75.67 25.33 -0.16 841.56 -2571.34 7 33 429.38 12.48 47.28 0.00 -241.87 -67.98 27 -429.38 -7.68 -47.28 0.00 -1489.90 437.1-1 31 4 27 -342.10 363.60 55.41 0.49 -1704.86 4980.79 23 34-2.10 -358.80 -55.41 -0.49 -324.54 8248.08 5 27 775.06 -209.42 -51.27 -0.29 1902.37 -2914.51 23 -775.06 214.22 51.27 0.29 -24.54 -4843.28 6 27 63.76 239.90 27.17 0.32 -667.48 3271.84 23 -63.76 -235.09 -27.17 -0.32 -327.58 5426.42 7 27 622.34 -46.61 -26.17 -0.08 1136.13 -675.81 23 -622.34 51.41 26.17 0.08 -177.57 -1-119.26 32 4 23 -515.26 -438.72 -114.46 -0.17 648.01 -8134.78 19 515.26 443.52 114.46 0.17 3544.05 -8021.34 C:\Documents and Settings\LARRYD.DOMAIN\Desktop\BACKUP 9 22\Standard Engineering\STAAD Models\230 STARS CATHEDRAL\12. er 4, 09:18 AM -MMA'WHAT BTNWCT M rlPSY=2BMW -- PAGE NO. 2 `# ------- Thursday, November 18, 2004, 09:18 AM 4 MODULAR GREAT ROOM 12LW 22 BY 21 5HB3 -- PAGE NO. 23 bMDMR END FORCES STRUCTURE TYPE = SPACE ALL tWITS ARE -- POUN INCH SER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION mm-Y MOLL-Z 5 23 990.39 256.14 107.19 0.13 -379.65 4701.78 19 -990.39 -251.34 -107.1-9 -0.13 -3546.23 4591.43 6 23 7.53 -290.15 -55.18 -0.09 431.61 -5389.94 19 -7.53 294.95 55.18 0.09 1589.23 -5324.59 7 23 760.36 57.29 55.65 0.06 -82.22 1028.34 19 -760.36 -52.48 -55.65 -0.06 -1955.91 981.80 33 4 19 -597.60 390.39 93.28 0.30 -3419.61 7379.83 15 597.60 -385.59 -93.28 -0.30 3.08 6830.44 5 19 1091.57 -220.83 -88.48 -0.17 3377.92 -4231.34 15 -1091.57 225.64 88.48 0.17 -137.51 -3944.68 6 19 -19.87 259.70 44.46 0.20 -1555.58 4894.72 15 19.87 -254.90 -44.46 -0.20 -72.77 4528.85 7 19 824.71 -45.91 -46.42 -0.04 1843.19 -910.87 15 -824.71 50.72 46.42 0.04 -143.06 -858.70 34 4 15 -541.49 -408.13 -87.28 -0.42 -107.25 -6866.89 11 541.49 412.93 87.28 0.42 3304.06 -8168.77 5 15 1032.79 240.26 82.52 0.31 227.39 3976.06 11 -1032.79 -235.46 -82.52 -0.31 -3249.81 4735.57 6 15 3.86 -268.97 -41.77 -0.25 19.08 -4547.67 11 -3.86 273.77 41.77 0.25 1510.76 -5391.26 7 15 791.00 55.23 43.13 0.12 186.41 873.80 11 -791.00 -50.42 -43.13 -0.12 -1766.18 1060.91 35 4 11 -346.72 507.74 139.99 -0.23 -3630.28 9278.02 7 346.72 -502.94 -139.99 0.23 -1496.91 9229.94 5 11 781.36 -289.11 -126.41 0.28 3612.60 -5311.40 7 -781.36 293.91 126.41 -0.28 1017.06 -5365.07 6 11 62.64 337.05 69.76 -0.08 -1638.19 6157.60 7 -62.64 -332.25 -69.76 0.08 -916.91 6099.00 7 11 626.68 -61.37 -63.44 0.18 1983.25 -1137.11 7 -626.68 66.17 63.44 -0.18 340.07 -1198.51 36 4 7 -99.36 -297.79 -20.63 -0.69 1021.48 -9396.29 3 99.36 302.59 20.63 0.69 -265.91 -1598.26 5 7 421.25 186.55 2.31 0.32 -374.32 5589.48 3 -42.1.25 -181.75 -2.31 -0.32 289.82 1154.99 6 7 116.73 -191.01 -18.61 -0.49 788.21 -6144.27 3 -116.73 195.81 18.61 0.49 -106.71 -939.39 7 7 377.03 51.16 -7.14 0.01 90.31 1348.61 3 -377.03 -46.36 7.14 -0.01 171.16 437.24 37 4 36 -125.31 -105.62 67.62 -0.22 -286.41 -106.70 30 125.31 110.42 -67.62 0.22 -2190.08 -3849.44 5 36 894.59 71.38 -11.23 0.16 -13.70 106.75 30 -894.59 -66.58 11.23 -0.16 425.02 2419.62 C:\Documents and Settings\LARRYD.DOMAIN\Desktop\BACKUP 9 22\Standard Engineering\STAAD Models\230 STARS CATHEDRAL\12. Thursday, November 18, 2004, 09:18 AM 4 MODULAR GREAT ROOM 12LW 22 BY 21 5HB3 -- PAGE NO. 24 MM24BZR MND FORCES STRUCTURE TYPE SPACE ALL UNITS ARE -- POUN INCH MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOI+!-Y Hw-Z 6 36 328.56 -65.71 58.52 -0.13 -277.88 -49.28 30 -328.56 70.51 -58.52 0.13 -1865.47 -2445.27 7 36 838.51 22.79 19.10 0.06 -141.53 57.44 30 -838.51 -17.99 -19.10 -0.06 -557.91 689.27 38 4 30 -342.10 363.60 -55.41 -0.49 1704.86 4980.79 24 342.10 -358.80 55.41 0.49 324.54 8248.08 5 30 886.98 -219.23 23.03 0.30 -380.01 -3017.18 24 -886.98 224.04 -23.03 -0.30 463.61 -5100.22 6 30 119.72 234.99 -41.29 -0.31 1428.66 3220.50 24 -119.72 -230.18 41.29 0.31 83.51 5297.95 7 30 734.26 -56.43 -2.07 0.08 386.23 -778.49 24 -734.26 61.23 2.07 -0.08 -310.57 -1376.20 39 4 24 -515.26 -438.72 114.46 0.17 -648.01 -8134.78 22 515.26 443.52 -114.46 -0.17 -3544.05 -8021.34 5 24 877.81 278.58 -43.23 -0.03 460.46 5101.21 22 -877.81 -273.78 43.23 0.03 1-122.96 5013.97 6 24 -48.76 -278.92 87.16 0.15 -391.21 -5190.23 22 48.76 283.73 -87.16 -0.15 -2800.87 -5113.32 7 24 647.78 79.73 8.31 0.05 163.02 1427.77 22 -647.78 -74.93 -8.31 -0.05 -467.37 1404.33 40 4 22 -597.60 390.39 -93.28 -0.30 3419.61 7379.83 16 597.60 -385.59 93.28 0.30 -3.08 6830.44 5 22 849.42 -239.37 39.02 0.12 -1184.54 -4565.51 16 -849.42 244.17 -39.02 -0.12 -244.60 -4289.28 6 22 -140.95 250.43 -69.19 -0.23 2652.27 4727.63 16 140.95 -245.63 69.19 0.23 -118.29 4356.55 7 22 582.57 -64.45 -3.03 -0.02 350.19 -1245.04 16 -582.57 69.25 3.03 0.02 -239.05 -1203.31 41 4 16 -541.49 -408.13 87.28 0.42 107.25 -6866.89 14 541.49 412.93 -87.28 -0.42 -3304.06 -8168.77 5 16 754.16 257.51 -29.73 -0.20 92.66 4342.37 14 -754.16 -252.71 29.73 0.20 996.18 5001.09 6 16 -135.46 -260.34 68.17 0.30 140.94 -4364.52 14 135.46 265.15 -68.17 -0.30 -2637.57 -5258.50 7 16 512.37 72.48 9.66 -0.02 133.64 1240.11 14 -512.37 -67.67 -9.66 0.02 -487.45 1326.43 42 4 14 -346.72 507.74 -139.99 0.23 3630.28 9278.02 8 346.72 -502.94 139.99 -0.23 1496.91 9229.94 5 14 560.83 -303.62 63.00 -0.37 -1253.61 -5592.77 8 -560.83 308.42 -63.00 0.37 -1053.72 -5615.10 6 14 -47.63 329.80 -101.47 0.03 2817.68 6016.91 8 47.63 -325.00 101.47 -0.03 898.58 5973.98 C:\Documents and Settings\LARRYD.DOMAIN\Desktop\BACKUP 9 22\Standard Engineering\STAAD Models\230 STARS CATHEDRAL\12. Thursday, November 18, 2004, 09:18 AM 4 MODULAR GREAT ROOM 12LW 22 BY 21 5HB3 -- PAGE NO. 25 MBMBZR 8ND FORCES STRUCTURZ TYPE = SPACE ALL UNITS ARE -- POUN INCH MEIMR LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION bOM-Y MOM-Z 7 14 406.15 -75.88 0.03 -0.27 375.74 -1418.48 8 -406.15 80.68 -0.03 0.27 -376.74 -1448.54 43 4 8 -99.36 -297.79 20.63 0.69 -1021.48 -9396.29 6 99.36 302.59 -20.63 -0.69 265.91 -1598.26 5 8 343.76 189.38 -16.18 -0.25 741.33 5723.94 6 -343.76 -184.58 16.18 0.25 -148.80 1124.12 6 8 77.98 -189.60 11.67 0.53 -604.70 -6077.04 6 -77.98 194.40 -11.67 -0.53 177.22 -954.83 7 8 299.54 53.99 -6.73 0.06 276.70 1483.08 6 -299.54 -49.19 6.73 -0.06 -30.13 406.36 44 4 3 15.08 273.77 -4.01 0.00 0.00 0.00 49 117.14 104.20 4.01 0.00 136.35 2885.71 5 3 216.19 -35.89 -0.29 0.00 0.00 0.00 49 -212.27 47.10 0.29 0.00 9.86 -1412.17 6 3 125.92 250.47 -3.94 0.00 0.00 0.00 49 6.30 127.51 3.94 0.00 133.99 2092.40 7 3 226.47 95.63 -2.08 0.00 0.00 0.00 49 -158.40 98.96 2.08 0.00 70.74 -56.54 45 4 49 -382.37 -117.48 -3.01 -0.02 115.01 -2885.97 47 514.60 495.45 3.01 0.02 -12.41 -7544.11 5 49 601.00 82.72 170.22 2.43 -945.85 1412.19 47 -597.08 -71.51 -170.22 -2.43 -4847.29 1212.40 6 49 -60.93 -69.24 82.26 1.20 -364.10 -2092.64 47 193.15 447.21 -82.26 -1.20 -2435.38 -6695.66 7 49 430.75 30.86 168.87 2.43 -894.53 56.45 47 -362.68 163.73 -168.87 -2.43 -4852.81 -2317.41 46 4 47 -383.51 499.80 -3.49 0.85 22.96 7832.59 50 514.75 -121.83 3.49 -0.85 95.82 2737.04 5 47 554.94 -101.63 -163.96 -3.03 4838.50 -3258.71 50 -551.05 112.84 163.96 3.03 737.11 -387.93 6 47 -80.57 436.26 -85.28 -0.71 2440.98 5944.97 50 211.81 -58.29 85.28 0.71 459.25 2463.98 7 47 388.66 135.55 -165.52 -2.65 4848.75 399.32 50 -321.09 59.04 165.52 2.65 779.90 901.49 47 4 50 -764.57 108.51 -0.88 0.00 29.86 -2736.87 46 895.81 269.47 0.88 0.00 0.00 0.00 5 50 722.36 17.02 5.29 0.00 -179.80 388.06 46 -718.46 -5.81 -5.29 0.00 0.00 0.00 6 50 -360.57 116.54 1.81 0.00 -61.64 -2463.74 46 491.81 261.43 -1.81 0.00 0.00 0.00 7 50 382.89 70.79 4.90 0.00 -166.47 -901.28 46 -315.33 123.80 -4.90 0.00 0.00 0.00 C:\Documents and Settings\LARRYD.DOMAIN\Desktop\BACKUP 9 22\Standard Engineering\STAAD Models\230 STARS CATHEDRAL\12. Thursday, November 18, 2004, 09:18 AM 4 MODULAR GREAT ROOM 12LW 22 BY 21 5HB3 -- PAGE NO. 26 MEMBER SND FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- POUN INCH NEbWR LOAD JT AXIAL SHEAR-Y SHEAR-2 TORSION NW-Y Mw-Z 48 4 6 15.08 273.77 4.01 0.00 0.00 0.00 51 117.14 104.20 -4.01 0.00 -136.35 2885.71 5 6 267.94 -8.67 2.40 0.00 0.00 0.00 51 -264.02 19.88 -2.40 0.00 -81.84 -485.92 6 6 151.79 264.07 4.99 0.00 0.00 0.00 51 -19.57 113.90 -4.99 0.00 -169.98 2555.52 7 6 278.22 122.85 4.19 0.00 0.00 0.00 51 -210.15 71.74 -4.19 0.00 -142.72 869.71 49 4 51 -382.37 -117.48 3.01 0.02 -115.01 -2885.97 48 514.60 495.45 -3.01 -0.02 12.41 -7544.11 5 51 508.37 109.94 -168.46 -2.50 876.17 485.88 48 -504.45 -98.73 168.46 2.50 4857.05 3065.18 6 51 -107.24 -55.63 -81.38 -1.23 329.26 -2555.79 48 239.47 433.60 81.38 1.23 2440.25 -5769.27 7 51 338.13 58.08 -167.11 -2.49 824.85 -869.87 48 -270.06 136.51 167.11 2.49 4862.57 -464.63 50 4 48 -383.51 499.80 3.49 -0.85 -22.96 7832.59 52 514.75 -12-1.83 -3.49 0.85 -95.82 2737.04 5 48 721.66 -73.55 165.99 3.03 -4857.36 -1349.44 52 -717.77 84.77 -165.99 -3.03 -787.31 -1342.53 6 48 2.79 450.30 86.30 0.71 -2450.41 6899.60 52 128.46 -72.32 -86.30 -0.71 -484.35 1986.68 7 48 555.37 163.62 167.55 2.65 -4867.60 2308.58 52 -487.80 30.97 -167.55 -2.65 -830.10 -53.11 51 4 52 -764.57 108.51 0.88 0.00 -29.86 -2736.87 46 895.81 269.47 -0.88 0.00 0.00 0.00 5 52 752.52 45.09 -4.54 0.00 154.39 1342.62 46 -748.62 -33.88 4.54 0.00 0.00 0.00 6 52 -345.49 130.57 -1.44 0.00 48.94 -1986.47 46 476.73 247.40 1.44 0.00 0.00 0.00 7 52 413.06 98.86 -4.15 0.00 141.07 53.28 46 -345.49 95.73 4.15 0.00 0.00 0.00 52 4 7 144.15 795.56 -6.80 0.00 0.00 0.00 56 -11.93 -417.59 6.80 0.00 231.41 20644.01 5 7 -73.61 -366.32 29.57 0.00 0.00 0.00 56 77.53 377.53 -29.57 0.00 -1006.37 -12658.11 6 7 102.90 581.28 8.35 0.00 0.00 0.00 56 29.33 -203.31 -8.35 0.00 -284.10 13351.33 7 7 -5.98 0.34 26.53 0.00 0.00 0.00 56 74.05 194.25 -26.53 0.00 -902.99 -3299.73 53 4 56 52.50 391.12 -6.55 1.00 200.68 -20644.28 54 79.72 -13.15 6.55 -1.00 22.12 27523.63 C:\Documents and Settings\LARRYD.DCMAZN\Desktop\BACKUP 9 22\Standard Engineering\STAAD Models\230 STARS CATHEDRAL\12. Thursday, November 18, 2004, 09:18 AM 4 MODULAR GREAT ROOM 12LW 22 BY 21 5HB3 -- PAGE NO. 27 SER END FORCES STRUCTURE TYPE = SPACE ----------------- ALL UNITS ARE -- POUN INCH HEI48ER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION l4m4-Y MCM-Z 5 56 -85.95 -118.25 19.42 0.02 530.17 12657.95 54 89.87 129.46 -19.42 -0.02 -1191.19 -16873.34 6 56 9.04 319.75 3.52 0.96 455.03 -13351.67 54 123.18 58.22 -3.52 -0.96 -574.67 17802.21 7 56 -60.18 65.07 16.50 0.47 619.77 3299.45 54 128.25 129.52 -16.50 -0.47 -1181.32 -4396.27 54 4 54 -31.90 -13.47 -4.88 0.86 -1.58 -27523.64 57 163.14 391.44 4.88 -0.86 167.56 20638.96 5 54 -49.96 129.66 -8.75 -1.19 1172.34 16873.35 57 53.85 -118.44 8.75 1.19 -874.74 -12654.82 6 54 -53.81 58.01 -9.00 0.22 584.67 -17802.23 57 185.06 319.96 9.00 -0.22 -278.76 13348.17 7 54 -62.84 129.57 -10.93 -0.81 1171.63 4396.27 57 130.41 65.02 10.93 0.81 -799.91 -3298.73 55 4 57 -113.78 -417.92 -7.18 0.00 244.20 -20638.84 53 245.03 795.89 7.18 0.00 0.00 0.00 5 57 44.10 377.75 -16.34 0.00 555.57 12655.25 53 -40.20 -366.54 16.34 0.00 0.00 0.00 6 57 -85.24 -203.52 -14.97 0.00 508.95 -13347.83 53 216.49 581.49 14.97 0.00 0.00 0.00 7 57 -6.30 194.31 -19.54 0.00 664.63 3299.22 53 73.87 0.28 19.54 0.00 0.00 0.00 56 4 8 144.15 795.56 6.80 0.00 0.00 0.00 58 -11.93 -417.59 -6.80 0.00 -231.41 20644.01 5 8 -103.49 -366.34 -25.41 0.00 0.00 0.00 58 107.4-1 377.55 25.41 0.00 864.74 -12658.65 6 8 87.95 581.27 -6.27 0.00 0.00 0.00 58 44.27 -203.30 6.27 0.00 213.29 13351.06 7 8 -35.87 0.33 -22.37 0.00 0.00 0.00 58 103.94 194.27 22.37 0.00 761.36 -3300.27 57 4 58 52.50 391.12 6.55 -1.00 -200.68 -20644.28 55 79.72 -13.15 -6.55 1.00 -22.12 27523.63 5 58 -91.65 -118.26 -16.09 -0.02 -638.92 12658.38 55 95.58 129.47 16.09 0.02 1-186.52 -16874.06 6 58 6.19 319.75 -1.85 -0.96 -509.40 -13351.46 55 126.03 58.22 1.85 0.96 572.33 17801.85 7 58 -65.89 65.06 -13.17 -0.47 -728.52 3299.88 55 133.96 129.53 13.17 0.47 1176.65 -4396.99 58 4 55 -31.90 -13.47 4.88 -0.86 1.58 -27523.64 59 163.14 391.44 -4.88 0.86 -167.56 20638.96 5 55 -24.32 129.67 11.27 1.22 -1175.24 16874.07 59 28.22 -118.46 -11.27 -1.22 791.93 -12655.13 C:\Documents and Settings\LARRYD.DOMAIN\Desktop\BACKUP 9 22\Standard Engineering\STAAD Models\230 STARS CATHEDRAL\12. Thursday, November 18, 2004, 09:18 AM 4 MODULAR GREAT ROOM 12LW 22 BY 21 5HB3 -- PAGE NO. 28 NEMER END FORCES STRUCTURE TYPE SPACE ----------------- ALL UNITS ARE -- POUN INCH MBb=R LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MON-Z 6 55 -41.00 58.02 10.26 -0.20 -586.12 -17801.86 59 172.24 319.96 -10.26 0.20 237.35 13348.01 7 55 -37.21 129.58 13.45 0.83 -1174.53 4396.99 59 104.78 65.01 -13.45 -0.83 717.10 -3299.04 59 4 59 -113.78 -417.92 7.18 0.00 -244.20 -20638.84 53 245.03 795.89 -7.18 0.00 0.00 0.00 5 59 100.52 377.75 21.19 0.00 -720.76 12655.51 53 -96.62 -366.54 -21.19 0.00 0.00 0.00 6 59 -57.03 -203.52 17.39 0.00 -591.54 -13347.70 53 188.28 581.49 -17.39 0.00 0.00 0.00 7 59 50.12 194.32 24.40 0.00 -829.82 3299.48 53 17.45 0.27 -24.40 0.00 0.00 0.00 60 4 11 574.74 795.16 -4.58 0.00 0.00 0.00 63 -442.52 -417.18 4.58 0.00 155.85 20630.36 5 11 263.29 -366.90 17.26 0.00 0.00 0.00 63 -259.37 378.11 -17.26 0.00 -587.33 -12677.69 6 11 680.57 580.61 4.29 0.00 0.00 0.00 63 -548.35 -202.64 -4.29 0.00 -146.13 13328.59 7 11 524.84 -0.41 15.21 0.00 0.00 0.00 63 -456.77 195.01 -15.21 0.00 -517.72 -3325.44 61 4 63 506.26 390.63 -4.28 0.59 142.03 -20630.93 61 -374.03 -12.66 4.28 -0.59 3.80 27493.56 5 63 223.49 -118.68 9.87 0.06 269.02 12678.20 61 -219.56 129.89 -9.87 -0.06 -604.85 -16907.99 6 63 594.87 319.08 0.88 0.58 268.97 -13328.88 61 -462.64 58.90 -0.88 -0.58 -298.85 17756.35 7 63 453.48 64.42 7.95 0.32 332.47 3325.69 61 -385.41 130.17 -7.95 -0.32 -603.17 -4444.43 62 4 61 450.71 -12.98 -4.31 0.65 16.49 -27493.47 64 -319.47 390.95 4.31 -0.65 130.11 20625.27 5 61 198.12 130.08 -2.79 -0.84 587.63 16907.93 64 -194.22 -118.87 2.79 0.84 -492.69 -12674.81 6 61 528.62 58.68 -5.48 0.20 309.45 -17756.29 64 -397.38 319.29 5.48 -0.20 -123.19 13325.17 7 61 402.33 130.22 -4.72 -0.55 595.02 4444.41 64 -334.76 64.37 4.72 0.55 -434.59 -3324.87 63 4 64 386.19 -417.52 -4.65 0.00 158.01 -20625.12 60 -254.94 795.49 4.65 0.00 0.00 0.00 5 64 213.12 378.32 -9.75 0.00 331.46 12674.68 60 -209.22 -367.11 9.75 0.00 0.00 0.00 6 64 474.09 -202.85 -9.27 0.00 315.31 -13325.09 60 -342.85 580.82 9.27 0.00 0.00 0.00 C:\Documents and Settings\LARRYD.DOMAIN\Desktop\BACKUP 9 22\Standard Engineering\STAAD Models\230 STARS CATHEDRAL\12. Thursday, November 18, 2004, 09:18 AM 4 MODULAR GREAT ROOM 12LW 22 BY 21 5HB3 -- PAGE NO. 29 MEMBER SND FORCES STRUCTURE TYPE = SPACE ----------------- ALL UNITS ARE -- POUN INCH MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 7 64 387.56 195.07 -11.82 0.00 402.04 3324.81 60 -319.99 -0.47 11.82 0.00 0.00 0.00 64 4 14 574.74 795.16 4.58 0.00 0.00 0.00 65 -442.52 -417.18 -4.58 0.00 -155.85 20630.36 5 14 -259.97 -366.47 -15.67 0.00 0.00 0.00 65 263.89 377.69 15.67 0.00 533.32 -12663.33 6 14 418.94 580.82 -3.50 0.00 0.00 0.00 65 -286.71 -202.85 3.50 0.00 119.13 13335.76 7 14 1.58 0.01 -13.63 0.00 0.00 0.00 65 66.49 194.58 13.63 0.00 463.72 -3311.08 65 4 65 506.26 390.63 4.28 -0.59 -142.03 -20630.93 62 -374.03 -12.66 -4.28 0.59 -3.80 27493.56 5 65 -202.16 -118.25 -8.41 -0.06 -316.95 12663.74 62 206.08 129.46 8.41 0.06 603.08 -16878.89 6 65 382.04 319.29 -0.15 -0.59 -292.94 -13336.11 62 -249.82 58.68 0.15 0.59 297.97 17770.89 7 65 27.84 64.85 -6.49 -0.32 -380.40 3311.23 62 40.23 129.74 6.49 0.32 601.41 -4415.33 66 4 62 450.71 -12.98 4.31 -0.65 -16.49 -27493.47 66 -319.47 390.95 -4.31 0.65 -130.11 20625.27 5 62 -119.52 129.66 4.27 0.84 -594.65 16878.83 66 123.41 -118.45 -4.27 -0.84 449.44 -12660.26 6 62 369.81 58.47 6.22 -0.20 -312.96 -17770.83 66 -238.56 319.50 -6.22 0.20 101.57 13332.45 7 62 84.69 129.79 6.20 0.55 -602.04 4415.31 66 -17.12 64.80 -6.20 -0.55 391.34 -3310.32 67 4 66 386.19 -417.52 4.65 0.00 -158.01 -20625.12 60 -254.94 795.49 -4.65 0.00 0.00 0.00 5 66 -8.05 377.89 11.55 0.00 -392.86 12660.12 60 11.94 -366.68 -11.55 0.00 0.00 0.00 6 66 363.51 -203.07 10.17 0.00 -346.01 -13332.37 60 -232.26 581.04 -10.17 0.00 0.00 0.00 7 66 166.39 194.64 13.63 0.00 -463.44 3310.26 60 -98.82 -0.05 -13.63 0.00 0.00 0.00 68 4 15 158.68 795.52 -1.49 0.00 0.00 0.00 70 -26.46 -417.55 1.49 0.00 50.72 20642.65 5 15 -31.30 -366.50 7.83 0.00 0.00 0.00 70 35.22 377.71 -7.83 0.00 -266.32 -12664.29 6 15 137.68 581.15 2.50 0.00 0.00 0.00 70 -5.46 -203.18 -2.50 0.00 -85.14 13346.98 7 15 42.69 0.14 7.16 0.00 0.00 0.00 70 25.38 194.45 -7.16 0.00 -243.67 -3306.49 C:\Documents and Settings\LARRYD.DOMAIN\Desktop\BACKUP 9 22\Standard Engineering\STAAD Models\230 STARS CATHEDRAL\12. Thursday, November 18, 2004, 09:18 AM 4 MODULAR GREAT ROOM 12LW 22 BY 21 5HB3 -- PAGE NO. 30 MBMBM END FORCES STRUCTURE TYPE = SPACE ----------------- ALL UNITS ARE -- POUN INCH MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 69 4 70 111.07 391.05 -1.50 0.21 48.23 -20643.21 68 21.15 -13.08 1.50 -0.21 2.74 27520.23 5 70 -41.58 -118.34 3.86 0.08 193.63 12664.63 68 45.50 129.55 -3.86 -0.08 -325.02 -16883.06 6 70 86.54 319.64 0.51 0.23 142.48 -13347.34 68 45.69 58.33 -0.51 -0.23 -159.92 17794.17 7 70 10.21 64.95 3.19 0.17 215.18 3306.58 68 57.86 129.64 -3.19 -0.17 -323.80 -4407.48 70 4 68 77.12 -13.39 -1.44 0.20 4.15 -27520.19 71 54.13 391.36 1.44 -0.20 44.75 20638.09 5 68 -53.17 129.74 -3.04 -0.34 322.95 16883.03 71 57.06 -118.53 3.04 0.34 -219.40 -12661.54 6 68 47.64 58.12 -2.88 0.02 165.41 -17794.14 71 83.60 319.85 2.88 -0.02 -67.34 13343.99 7 68 -17.50 129.69 -3.69 -0.25 324.81 4407.47 71 85.07 64.90 3.69 0.25 -199.41 -3305.82 71 4 71 29.76 -417.90 -1.56 0.00 52.99 -20638.22 67 101.48 795.87 1.56 0.00 0.00 0.00 5 71 -36.08 377.94 -6.86 0.00 233.16 12661.72 67 39.98 -366.73 6.86 0.00 0.00 0.00 6 71 10.42 -203.41 -4.90 0.00 166.75 -13344.03 67 120.83 581.38 4.90 0.00 0.00 0.00 7 71 -22.50 194.51 -7.55 0.00 256.84 3305.94 67 90.07 0.08 7.55 0.00 0.00 0.00 72 4 16 158.68 795.52 1.49 0.00 0.00 0.00 72 -26.46 -417.55 -1.49 0.00 -50.72 20642.65 5 16 -95.56 -366.52 -8.70 0.00 0.00 0.00 72 99.48 377.73 8.70 0.00 296.07 -12665.02 6 16 105.55 581.14 -2.94 0.00 0.00 0.00 72 26.67 -203.17 2.94 0.00 100.02 13346.61 7 16 -21.57 0.12 -8.03 0.00 0.00 0.00 72 89.64 194.47 8.03 0.00 273.42 -3307.23 73 4 72 111.07 391.05 1.50 -0.21 -48.23 -20643.21 69 21.15 -13.08 -1.50 0.21 -2.74 27520.23 5 72 -58.66 -118.36 -4.91 -0.07 -158.86 12665.26 69 62.58 129.57 4.91 0.07 326.07 -16884.14 6 72 78.00 319.64 -1.04 -0.23 -125.09 -13347.02 69 54.23 58.33 1.04 0.23 160.45 17793.63 7 72 -6.87 64.94 -4.24 -0.16 -180.41 3307.22 69 74.94 129.66 4.24 0.16 324.85 -4408.56 74 4 69 77.12 -13.39 1.44 -0.20 -4.15 -27520.19 73 54.13 391.36 -1.44 0.20 -44.75 20638.09 C:\Documents and Settings\LARRYD.DOMAIN\Desktop\BACKUP 9 22\Standard Engineering\STAAD Models\230 STARS CATHEDRAL\12. Thursday, November 18, 2004, 09:18 AM 4 MODULAR GREAT ROOM 12LW 22 BY 21 5HB3 -- PAGE NO. 31 ME&MR SND FORCES STRUCTURE TYPE = SPACE ----------------- ALL UNITS ARE -- POUN INCH W24BER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION HOK-Y mm-Z 5 69 -10.29 129.76 1.98 0.34 -319.67 16884.11 73 14.18 -118.55 -1.98 -0.34 252.19 -12662.10 6 69 69.08 58.13 2.35 -0.02 -163.77 -17793.60 73 62.16 319.84 -2.35 0.02 83.73 13343.71 7 69 25.38 129.71 2.63 0.25 -321.53 4408.55 73 42.19 64.89 -2.63 -0.25 232.20 -3306.38 75 4 73 29.76 -417.90 1.56 0.00 -52.99 -20638.22 67 101.48 795.87 -1.56 0.00 0.00 0.00 5 73 56.12 377.95 5.89 0.00 -200.38 12662.28 67 -52.22 -366.74 -5.89 0.00 0.00 0.00 6 73 56.52 -203.40 4.42 0.00 -150.36 -13343.75 67 74.73 581.37 -4.42 0.00 0.00 0.00 7 73 69.70 194.53 6.59 0.00 -224.05 3306.50 67 -2.13 0.06 -6.59 0.00 0.00 0.00 76 4 19 565.38 795.11 1.76 0.00 0.00 0.00 77 -433.15 -417.14 -1.76 0.00 -60.05 20628.83 5 19 289.46 -366.88 1.05 0.00 0.00 0.00 77 -285.53 378.09 -1.05 0.00 -35.74 -12677.13 6 19 684.74 580.58 2.20 0.00 0.00 0.00 77 -552.52 -202.61 -2.20 0.00 -74.71 13327.41 7 19 546.78 -0.42 1.84 0.00 0.00 0.00 77 -478.71 195.01 -1.84 0.00 -62.56 -3325.57 77 4 77 511.64 390.60 1.70 -0.24 -53.93 -20629.35 75 -379.42 -12.63 -1.70 0.24 -3.88 27491.06 5 77 258.58 -118.68 -1.15 0.28 205.68 12677.49 75 -254.65 129.89 1.15 -0.28 -166.42 -16907.49 6 77 617.47 319.05 1.03 -0.09 51.80 -13327.73 75 -485.25 58.92 -1.03 0.09 -86.88 17754.22 7 77 490.94 64.41 -0.40 0.17 181.61 3325.69 75 -422.86 130.19 0.40 -0.17 -168.15 -4445.06 78 4 75 473.11 -12.95 1.63 -0.24 -3.77 -27490.96 78 -341.86 390.92 -1.63 0.24 -51.69 20623.77 5 75 220.97 130.09 -4.75 0.04 180.20 16907.43 78 -217.08 -118.88 4.75 -0.04 -18.80 -12674.12 6 75 561.21 58.71 -0.83 -0.21 86.54 -17754.16 78 -429.97 319.26 0.83 0.21 -58.32 13324.09 7 75 435.14 130.24 -4.02 -0.07 178.52 4445.04 78 -367.57 64.36 4.02 0.07 -41.87 -3324.86 79 4 78 423.04 -417.48 1.71 0.00 -58.02 -20623.83 74 -291.79 795.45 -1.71 0.00 0.00 0.00 5 78 206.24 378.30 -6.86 0.00 233.24 12674.20 74 -202.35 -367.09 6.86 0.00 0.00 0.00 C:\Documents and Settings\LARRYD.DOMAIN\Desktop\BACKUP 9 22\Standard Engineering\STAAD Models\230 STARS CATHEDRAL\12. Thursday, November 18, 2004, 09:18 AM 4 MODULAR GREAT ROOM 12LW 22 BY 21 5HB3 -- PAGE NO. 32 NEMBER END FORCES STRUCTURE TYPE SPACE ----------------- ALL UNITS ARE -- POUN INCH NM2MR I<= JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y w M-Z 6 78 505.50 -202.82 -1.81 0.00 61.72 -13324.11 74 -374.25 580.79 1.81 0.00 0.00 0.00 7 78 397.10 195.07 -6.10 0.00 207.35 3324.91 74 -329.53 -0.48 6.10 0.00 0.00 0.00 80 4 22 565.38 795.11 -1.76 0.00 0.00 0.00 79 -433.15 -417.14 1.76 0.00 60.05 20628.83 5 22 -235.56 -366.46 -4.35 0.00 0.00 0.00 79 239.48 377.67 4.35 0.00 148.20 -12662.76 6 22 422.23 580.79 -3.85 0.00 0.00 0.00 79 -290.01 -202.82 3.85 0.00 130.94 13334.60 7 22 21.76 0.00 -5.14 0.00 0.00 0.00 79 46.31 194.59 5.14 0.00 175.02 -3311.20 81 4 79 511.64 390.60 -1.70 0.24 53.93 -20629.35 76 -379.42 -12.63 1.70 -0.24 3.88 27491.06 5 79 -166.90 -118.25 -2.48 -0.27 -85.23 12663.02 76 170.82 129.46 2.48 0.27 169.72 -16878.45 6 79 404.73 319.26 -2.85 0.09 8.42 -13334.96 76 -272.51 58.71 2.85 -0.09 88.53 17768.74 7 79 65.46 64.83 -3.24 -0.16 -61.16 3311.23 76 2.61 129.76 3.24 0.16 171.45 -4416.01 82 4 76 473.11 -12.95 -1.63 0.24 3.77 -27490.96 80 -341.86 390.92 1.63 -0.24 51.69 20623.77 5 76 -94.10 129.66 1.03 -0.04 -166.29 16878.38 80 97.99 -118.45 -1.03 0.04 131.26 -12659.58 6 76 403.68 58.50 -1.03 0.21 -79.59 -17768.68 80 -272.43 319.47 1.03 -0.21 114.55 13331.36 7 76 120.08 129.81 0.30 0.07 -164.61 4415.99 80 -52.51 64.78 -0.30 -0.07 154.34 -3310.32 83 4 80 423.04 -417.48 -1.71 0.00 58.02 -20623.83 74 -291.79 795.45 1.71 0.00 0.00 0.00 5 80 -10.57 377.88 3.21 0.00 -109.14 12659.66 74 14.46 -366.67 -3.21 0.00 0.00 0.00 6 80 397.10 -203.04 -0.01 0.00 0.34 -13331.37 74 -265.85 581.01 0.01 0.00 0.00 0.00 7 80 180.29 194.64 2.45 0.00 -83.24 3310.37 74 -112.72 -0.05 -2.45 0.00 0.00 0.00 84 4 23 158.24 795.57 4.70 0.00 0.00 0.00 84 -26.02 -417.60 -4.70 0.00 -160.02 20644.43 5 23 -23.31 -366.57 -4.04 0.00 0.00 0.00 84 27.23 377.78 4.04 0.00 137.34 -12666.67 6 23 141.29 581.17 2.43 0.00 0.00 0.00 84 -9.06 -203.20 -2.43 0.00 -82.78 13347.47 C:\Documents and Settings\LARRYD.DOMAIN\Desktop\BACKUP 9 22\Standard Engineering\STAAD Models\230 STARS CATHEDRAL\12. Thursday, November 18, 2004, 09:18 AM 4 MODULAR GREAT ROOM 12LW 22 BY 21 5HB3 -- PAGE NO. 33 MEMBER END FORMS STRUCTURE TYPE SPACE ----------------- ALL UNITS ARE -- POUN INCH MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOL[-Y ICK-Z 7 23 50.51 0.10 -1.94 0.00 0.00 0.00 84 17.56 194.49 1.94 0.00 65.90 -3308.08 85 4 84 96.43 391.08 4.48 -0.59 -144.66 -20644.98 82 35.79 -13.11 -4.48 0.59 -7.92 27523.21 5 84 -10.92 -118.39 -5.04 0.45 249.97 12667.02 82 14.85 129.60 5.04 -0.45 -78.39 -16887.14 6 84 88.03 319.65 1.72 -0.33 -11.93 -13347.82 82 44.20 58.32 -1.72 0.33 -46.68 17794.95 7 84 34.35 64.91 -3.04 0.19 185.38 3308.18 82 33.72 129.68 3.04 -0.19 -81.92 -4410.23 86 4 82 45.46 -13.43 4.44 -0.64 -13.66 -27523.19 85 85.79 391.40 -4.44 0.64 -137.46 20639.80 5 82 -7.35 129.79 -6.87 0.36 106.81 16887.13 85 11.24 -118.58 6.87 -0.36 126.67 -12663.87 6 82 40.61 58.11 0.77 -0.42 40.47 -17794.94 85 90.64 319.86 -0.77 0.42 -66.76 13344.45 7 82 14.21 129.73 -4.88 0.07 100.70 4410.22 85 53.36 64.87 4.88 -0.07 65.31 -3307.38 87 4 85 -16.42 -417.95 4.78 0.00 -162.68 -20639.72 81 147.67 795.92 -4.78 0.00 0.00 0.00 5 85 12.22 378.00 -8.37 0.00 284.51 12663.87 81 -8.32 -366.79 8.37 0.00 0.00 0.00 6 85 -9.13 -203.42 0.34 0.00 -11.72 -13344.38 81 140.37 581.39 -0.34 0.00 0.00 0.00 7 85 5.19 194.55 -6.23 0.00 211.88 3307.42 81 62.38 0.04 6.23 0.00 0.00 0.00 88 4 24 158.24 795.57 -4.70 0.00 0.00 0.00 86 -26.02 -417.60 4.70 0.00 160.02 20644.43 5 24 -82.84 -366.59 -1.75 0.00 0.00 0.00 86 86.77 377.80 1.75 0.00 59.64 -12667.12 6 24 111.52 581.16 -5.33 0.00 0.00 0.00 86 20.70 -203.19 5.33 0.00 181.27 13347.25 7 24 -9.02 0.08 -3.85 0.00 0.00 0.00 86 77.10 194.51 3.85 0.00 131.08 -3308.53 89 4 86 96.43 391.08 -4.48 0.59 144.66 -20644.98 83 35.79 -13.11 4.48 -0.59 7.92 27523.21 5 86 -29.61 -118.40 -0.98 -0.43 -51.37 12667.41 83 33.53 129.61 0.98 0.43 84.62 -16887.79 6 86 78.68 319.65 -4.73 0.34 111.24 -13347.63 83 53.54 58.32 4.73 -0.34 49.79 17794.63 7 86 15.66 64.91 -2.98 -0.17 13.22 3308.57 83 52.41 129.68 2.98 0.17 88.15 -4410.87 C:\Documents and Settings\LARRYD.DCMIN\Desktop\BACKUP 9 22\Standard Engineering\STAAD Models\230 STARS CATHEDRAL\12. Thursday, November 18, 2004, 09:18 AM 4 MODULAR GREAT ROOM 12LW 22 BY 21 5HB3 -- PAGE NO. 34 MEMBER END FORCES STRUCTURE TYPE s SPACE ----------------- ALL UNITS ARE -- POUN INCH MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION t40tQ-Y HM-Z 90 4 83 45.46 -13.43 -4.44 0.64 13.66 -27523.19 87 85.79 391.40 4.44 -0.64 137.46 20639.80 5 83 25.78 129.80 0.80 -0.36 -84.51 16887.78 87 -21.89 -118.59 -0.80 0.36 57.24 -12664.21 6 83 57.17 58.12 -3.81 0.42 -29.32 -17794.62 87 74.07 319.85 3.81 -0.42 158.72 13344.28 7 83 47.33 129.73 -1.18 -0.07 -78.41 4410.86 87 20.24 64.86 1.18 0.07 118.61 -3307.72 91 4 87 -16.42 -417.95 -4.78 0.00 162.68 -20639.72 81 147.67 795.92 4.78 0.00 0.00 0.00 5 87 88.12 378.01 1.89 0.00 -64.20 12664.21 81 -84.22 -366.80 -1.89 0.00 0.00 0.00 6 87 28.82 -203.41 -3.58 0.00 121.87 -13344.20 81 102.42 581.39 3.58 0.00 0.00 0.00 7 87 81.09 194.56 -0.25 0.00 8.43 3307.76 81 -13.52 0.03 0.25 0.00 0.00 0.00 92 4 27 443.62 795.29 7.02 0.00 0.00 0.00 91 -311.40 -417.32 -7.02 0.00 -238.75 20634.94 5 27 217.32 -366.85 -7.57 0.00 0.00 0.00 91 -213.40 378.06 7.57 0.00 257.77 -12676.13 6 27 533.07 580.76 2.85 0.00 0.00 0.00 91 -400.85 -202.79 -2.85 0.00 -97.12 13333.70 7 27 419.92 -0.31 -4.44 0.00 0.00 0.00 91 -351.85 194.90 4.44 0.00 151.14 -3321.83 93 4 91 348.41 390.79 6.79 -0.91 -202.46 -20635.17 89 -216.19 -12.82 -6.79 0.91 -28.47 27503.46 5 91 232.26 -118.66 -8.25 0.63 285.61 12676.26 89 -228.33 129.87 8.25 -0.63 -4.77 -16905.51 6 91 449.46 319.24 2.30 -0.55 -48.79 -13333.85 89 -317.23 58.73 -2.30 0.55 -29.34 17766.95 7 91 391.38 64.51 -5.22 0.22 195.24 3321.87 89 -323.31 130.08 5.22 -0.22 -17.49 -4437.53 94 4 89 261.97 -13.15 4.84 -0.81 6.87 -27503.40 92 -130.72 391.13 -4.84 0.81 -171.30 20629.32 5 89 239.92 130.08 -6.54 0.52 33.36 16905.48 92 -236.02 -118.86 6.54 -0.52 189.08 -12672.69 6 89 370.49 58.52 1.31 -0.51 23.20 -17766.92 92 -239.24 319.46 -1.31 0.51 -67.60 13330.07 7 89 359.46 130.13 -4.38 0.16 36.45 4437.52 92 -291.89 64.46 4.38 -0.16 112.59 -3320.94 95 4 92 178.60 -417.63 7.47 0.00 -254.03 -20629.08 88 -47.35 795.61 -7.47 0.00 0.00 0.00 C:\Documents and SettingslLARRYD.DOMAZNNDesktop\BACKUP 9 221Standard Engineering\STAAD Models1230 STARS CATHEDRAL112. Thursday, November 18, 2004, 09.18 AM 4 MODULAR GREAT ROOM 12LW 22 BY 21 5HB3 -- PAGE NO. 35 NEMBZR END FORCES STRUCTURE TYPE SPACE ----------------- ALL UNITS ARE -- POUN INCH =4M LOAD JT AXIAL SHEAR-Y SHEAR-2 TORSION 14014-Y HOK-Z 5 92 247.35 378.26 -10.25 0.00 348.62 12672.57 88 -243.46 -367.04 10.25 0.00 0.00 0.00 6 92 294.34 -202.99 1.94 0.00 -66.12 -13329.89 88 -163.09 580.97 -1.94 0.00 0.00 0.00 7 92 328.71 194.95 -6.92 0.00 235.21 3320.93 88 -261.14 -0.36 6.92 0.00 0.00 0.00 96 4 30 443.62 795.29 -7.02 0.00 0.00 0.00 93 -311.40 -417.32 7.02 0.00 238.75 20634.94 5 30 -166.91 -366.54 -0.08 0.00 0.00 0.00 93 170.84 377.76 0.08 0.00 2.79 -12665.73 6 30 340.95 580.92 -6.68 0.00 0.00 0.00 93 -208.73 -202.94 6.68 0.00 227.41 13338.90 7 30 35.69 0.00 -3.22 0.00 0.00 0.00 93 32.39 194.59 3.22 0.00 109.43 -3311.43 97 4 93 348.41 390.79 -6.79 0.91 202.46 -20635.17 90 -216.19 -12.82 6.79 -0.91 28.47 27503.46 5 93 -77.49 -118.35 -0.07 -0.62 -27.05 12665.82 90 81.41 129.56 0.07 0.62 29.42 -16884.55 6 93 294.58 319.40 -6.46 0.55 178.07 -13339.07 90 -162.36 58.58 6.46 -0.55 41.67 17777.43 7 93 81.63 64.82 -3.10 -0.21 63.32 3311.43 90 -13.56 129.77 3.10 0.21 42.15 -4416.57 98 4 90 261.97 -13.15 -4.84 0.81 -6.87 -27503.40 94 -130.72 391.13 4.84 -0.81 171.30 20629.32 5 90 14.12 129.77 0.45 -0.52 -28.99 16884.52 94 -10.22 -118.56 -0.45 0.52 13.57 -12662.21 6 90 257.59 58.36 -4.35 0.51 -21.02 -17777.40 94 -126.34 319.61 4.35 -0.51 168.93 13335.31 7 90 133.66 129.82 -1.71 -0.16 -32.07 4416.56 94 -66.09 64.77 1.71 0.16 90.07 -3310.46 99 4 94 178.60 -417.63 -7.47 0.00 254.03 -20629.08 88 -47.35 795.61 7.47 0.00 0.00 0.00 5 94 109.02 377.95 1.22 0.00 -41.62 12662.07 88 -105.13 -366.74 -1.22 0.00 0.00 0.00 6 94 225.18 -203.15 -6.46 0.00 219.63 -13335.14 88 -93.93 581.12 6.46 0.00 0.00 0.00 7 94 190.39 194.64 -2.11 0.00 71.80 3310.44 88 -122.82 -0.05 2.11 0.00 0.00 0.00 100 4 33 66.11 150.15 3.55 0.00 0.00 0.00 98 66.11 227.82 -3.55 0.00 -120.84 -1321.64 5 33 1.96 4.46 -4.87 0.00 0.00 0.00 98 1.96 6.76 4.87 0.00 165.90 -39.13 C:\Documents and Settings\LARRYD.DCMAIN\Desktop\BACKUP 9 22\Standard Engineering\STAAD Models\230 STARS CATHEDRAL\12. Thursday, November 18, 2004, 09:18 AM 4 MODULAR GREAT ROOM 121W 22 BY 21 5HB3 -- PAGE NO. 36 M614BER END FORCES STRUCTURE TYPE SPACE ----------------- ALL UNITS ARE -- POUN INCH bfl2MR LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MCtd-Y MM-Z 6 33 66.11 150.15 0.92 0.00 0.00 0.00 98 66.11 227.82 -0.92 0.00 -31.37 -1321.60 7 33 34.04 77.31 -3.29 0.00 0.00 0.00 98 34.04 117.29 3.29 0.00 112.00 -680.35 101 4 98 66.11 199.42 6.41 -0.55 -152.76 1321.36 96 66.11 178.55 -6.41 0.55 -65.34 -966.07 5 98 1.96 5.92 -7.32 0.33 193.24 39.30 96 1.96 5.29 7.32 -0.33 55.96 -28.57 6 98 66.11 199.43 2.41 -0.35 -48.01 1321.42 96 66.11 178.54 -2.41 0.35 -34.05 -966.03 7 98 34.04 102.68 -4.45 0.08 124.99 680.39 96 34.04 91.92 4.45 -0.08 26.60 -497.27 102 4 96 65.62 178.57 -0.23 -0.49 56.10 965.91 99 65.62 199.40 0.23 0.49 -48.31 -1320.17 5 96 1.95 5.30 -0.44 0.35 -44.82 28.68 99 1.95 5.91 0.44 -0.35 59.88 -39.19 6 96 65.62 178.57 -0.45 -0.28 30.88 965.93 99 65.62 199.40 0.45 0.28 -15.73 -1320.19 7 96 33.78 91.93 -0.55 0.14 -19.58 497.31 99 33.78 102.66 0.55 -0.14 38.36 -679.70 103 4 99 65.62 227.81 2.23 0.00 -75.72 1320.32 95 65.62 150.16 -2.23 0.00 0.00 0.00 5 99 1.95 6.76 -2.40 0.00 81.78 39.11 95 1.95 4.46 2.40 0.00 0.00 0.00 6 99 65.62 227.81 0.91 0.00 -30.82 1320.29 95 65.62 150.16 -0.91 0.00 0.00 0.00 7 99 33.78 117.28 -1.41 0.00 47.93 679.69 95 33.78 77.31 1.41 0.00 0.00 0.00 104 4 36 66.11 150.15 -3.55 0.00 0.00 0.00 100 66.11 227.82 3.55 0.00 120.84 -1321.64 5 36 1.96 4.46 0.08 0.00 0.00 0.00 100 1.96 6.76 -0.08 0.00 -2.79 -39.14 6 36 66.11 150.15 -3.32 0.00 0.00 0.00 100 66.11 227.82 3.32 0.00 112.93 -1321.61 7 36 34.04 77.31 -1.50 0.00 0.00 0.00 100 34.04 117.29 1.50 0.00 51.11 -680.36 105 4 100 66.11 199.42 -6.41 0.55 152.76 1321.36 97 66.11 178.55 6.41 -0.55 65.34 -966.07 5 100 1.96 5.92 1.41 -0.33 -17.67 39.29 97 1.96 5.29 -1.41 0.33 -30.46 -28.57 6 100 66.11 199.43 -5.37 0.35 135.79 1321.42 97 66.11 178.54 5.37 -0.35 46.81 -966.03 C:\Documents and Settings\LARRYD.DCMIN\Desktop\BACKUP 9 22\Standard Engineering\STAAD Models\230 STARS CATHEDRAL\12. Thursday, November 18, 2004, 09:18 AM 4 MODULAR GREAT ROOM 12LW 22 BY 21 5HB3 -- PAGE NO. 37 MEbIDER END FORCES STRUCTURE TYPE = SPACE ----------------- ALL UNITS ARE -- POUN INCH ICER LOAD JT AXIAL SHZAR-Y SHEAR-Z TORSION IdCtd-Y HM-Z 7 100 34.04 102.68 -1.45 -0.09 50.57 680.38 97 34.04 91.92 1.45 0.09 -1.10 -497.28 106 4 97 65.62 178.57 0.23 0.49 -56.10 965.91 101 65.62 199.40 -0.23 -0.49 48.31 -1320.17 5 97 1.95 5.30 -1.38 -0.34 32.79 28.68 101 1.95 5.91 1.38 0.34 14.05 -39.19 6 97 65.62 178.57 -0.46 0.29 -36.90 965.93 101 65.62 199.40 0.46 -0.29 52.69 -1320.19 7 97 33.78 91.93 -1.27 -0.13 7.54 497.31 101 33.78 102.66 1.27 0.13 35.56 -679.69 107 4 101 65.62 227.81 -2.23 0.00 75.72 1320.32 95 65.62 150.16 2.23 0.00 0.00 0.00 5 101 1.95 6.76 0.06 0.00 -1.97 39.12 95 1.95 4.46 -0.06 0.00 0.00 0.00 6 101 65.62 227.81 -2.08 0.00 70.72 1320.30 95 65.62 150.16 2.08 0.00 0.00 0.00 7 101 33.78 117.28 -0.94 0.00 31.88 679.70 95 33.78 77.31 0.94 0.00 0.00 0.00 108 4 95 208.02 4520.36 0.00 0.00 0.00 0.00 88 -208.02 -4494.74 0.00 0.00 0.00 165088.88 5 95 1289.19 -2954.16 65.33 0.00 0.00 0.00 88 -1289.19 2979.78 -65.33 0.00 -2392.54 -108665.31 6 95 841.64 2796.33 32.66 0.00 0.00 0.00 88 -841.64 -2770.71 -32.66 0.00 -1196.27 101946.55 7 95 1382.22 -940.92 65.33 0.00 0.00 0.00 88 -1382.22 966.55 -65.33 0.00 -2392.54 -34930.53 109 4 88 748.30 3010.48 0.00 0.00 0.00 -164663.17 81 -748.30 -2984.86 0.00 0.00 0.00 274452.78 5 88 925.27 -1905.10 -31.75 -0.02 1680.57 108379.41 81 -925.27 1930.72 31.75 0.02 -517.91 -178622.89 6 88 1171.05 1891.86 -15.87 -0.01 840.29 -101686.59 81 -1171.05 -1866.24 15.87 0.01 -258.95 170506.69 7 88 1259.53 -565.93 -31.75 -0.02 1680.57 34834.69 81 -1259.53 591.55 31.75 0.02 -517.91 -56031.14 110 4 81 1097.54 1394.84 0.00 0.00 0.00 -274228.50 74 -1097.54 -1369.22 0.00 0.00 0.00 324845.31 5 81 673.26 -953.94 76.80 -0.02 97.51 178465.31 74 -673.26 979.56 -76.80 0.02 -2910.23 -213872.50 6 81 1375.59 837.47 38.40 -0.01 48.75 -170373.20 74 -1375.59 -811.85 -38.40 0.01 -1455.11 200576.22 7 81 1163.45 -336.92 76.80 -0.02 97.51 55973.69 74 -1163.45 362.54 -76.80 0.02 -2910.23 -68782.70 C:\Documents and Settings\LARRYD.DOMAIN\Desktop\BACKUP 9 22\Standard Engineering\STAAD Models\230 STARS CATHEDRAL\12. Thursday, November 18, 2004, 09:18 AM 4 MODULAR GREAT ROOM 12LW 22 BY 21 5HB3 -- PAGE NO. 38 MEMBER END FORCES STRUCTURE TYPE - SPACE ----------------- ALL UNITS ARE -- POUN INCH MEMBER LOAD JT AXIAL SHZAR-Y SHEAR-Z TORSION MM-Y 14OK-Z 111 4 74 1224.50 75.54 0.00 0.00 0.00 -324764.31 67 -1224.50 -49.92 0.00 0.00 0.00 327061.91 5 74 544.52 26.13 -63.09 -0.03 2677.42 213798.17 67 -544.52 -0.51 63.09 0.03 -366.81 -213310.30 6 74 1431.38 79.11 -31.54 -0.01 1338.71 -200536.73 67 -1431.38 -53.49 31.54 0.01 -183.41 202965.14 7 74 1091.39 54.41 -63.09 -0.03 2677.42 68744.50 67 -1091.39 -28.79 63.09 0.03 -366.81 -67220.96 112 4 67 1110.75 -1502.24 0.00 0.00 0.00 -327134.81 60 -1110.75 1527.86 0.00 0.00 0.00 271646.25 5 67 533.80 952.99 66.38 -0.03 302.90 213318.39 60 -533.80 -927.37 -66.38 0.03 -2734.13 -178884.30 6 67 1318.32 -951.60 33.19 -0.01 151.45 -203030.11 60 -1318.32 977.22 -33.19 0.01 -1367.07 167708.56 7 67 1029.85 276.01 66.38 -0.03 302.90 67196.48 60 -1029.85 -250.39 -66.38 0.03 -2734.13 -57556.71 113 4 60 774.78 -2853.20 0.00 0.00 0.00 -271862.12 53 -774.78 2878.82 0.00 0.00 0.00 166894.53 5 60 596.74 1954.37 -78.96 -0.04 2844.40 178952.84 53 -596.74 -1928.75 78.96 0.04 47.39 -107843.06 6 60 1031.76 -1729.25 -39.48 -0.02 1422.20 -167878.66 53 -1031.76 1754.87 39.48 0.02 23.70 104075.81 7 60 942.74 674.54 -78.96 -0.04 2844.40 57528.84 53 -942.74 -648.92 78.96 0.04 47.39 -33292.99 114 4 53 250.30 -4555.44 0.00 0.00 0.00 -167312.02 46 -250.30 4581.06 0.00 0.00 0.00 0.00 5 53 672.81 2960.92 -9.63 0.00 352.77 107974.35 46 -672.81 -2935.29 9.63 0.00 0.00 0.00 6 53 573.33 -2837.85 -4.82 0.00 176.39 -104405.34 46 -573.33 2863.47 4.82 0.00 0.00 0.00 7 53 784.59 920.33 -9.63 0.00 352.77 33237.84 46 -784.59 -894.71 9.63 0.00 0.00 0.00 ************** END OF LATEST ANALYSIS RESULT ************** 154. PRINT MEMBER STRESSES ALL C:\Documents and Settings\LARRYD.DOMAZN\Desktop\BACKUP 9 22\Standard Engineering\STAAD Models\230 STARS CATHEDRAL\12. Thursday, November 18, 2004, 09:18 AM 4 MODULAR GREAT ROOM 12LW 22 BY 21 5HB3 -- PAGE NO. 39 bZDfBER STRESSES --------------- ALL UNITS ARE POUN/SQ INCH IUM LD SECT AXLAL SEND-Y SSND-Z ccmBn ED SHEAR-Y SHEAR-Z 1 4 .0 491.4 C 0.0 0.0 491.4 20.8 0.5 1.00 489.1 C 3.3 175.2 667.6 20.8 0.5 5 .0 261.3 T 0.0 0.0 261.3 261.9 302.1 1.00 263.5 T 2198.6 2200.9 4663.0 261.9 302.1 6 .0 302.9 C 0.0 0.0 302.9 111.1 150.6 1.00 300.6 C 1096.1 934.1 2330.9 111.1 150.6 7 .0 73.4 T 0.0 0.0 73.4 252.5 301.9 1.00 75.7 T 2197.1 2122.1 4394.9 252.5 301.9 2 4 .0 402.5 C 24.6 271.0 698.2 13.0 1.4 1.00 396.9 C 0.0 0.0 396.9 13.0 1.4 5 .0 180.9 T 1601.3 1610.4 3392.6 77.1 88.6 1.00 186.5 T 0.0 0.0 186.5 77.1 88.6 6 .0 278.1 C 824.1 1062.4 2164.5 50.9 45.6 1.00 272.5 C 0.0 0.0 272.5 50.9 45.6 7 .0 13.6 T 1612.4 1732.0 3358.0 83.0 89.2 1.00 19.2 T 0.0 0.0 19.2 83.0 89.2 3 4 .0 491.4 C 0.0 0.0 491.4 20.8 0.5 1.00 489.1 C 3.3 175.2 667.6 20.8 0.5 5 .0 121.3 C 0.0 0.0 121.3 263.6 17.6 1.00 119.0 C 128.1 2215.3 2462.4 263.6 17.6 6 .0 494.2 C 0.0 0.0 494.2 112.0 8.4 1.00 491.9 C 60.9 941.3 1494.1 112.0 8.4 7 .0 309.1 C 0.0 0.0 309.1 254.2 17.4 1.00 306.9 C 126.5 2136.5 2569.9 254.2 17.4 4 4 .0 402.5 C 24.6 271.0 698.2 13.0 1.4 1.00 396.9 C 0.0 0.0 396.9 13.0 1.4 5 .0 13.5 C 401.2 1616.0 2030.7 77.4 22.2 1.00 7.9 C 0.0 0.0 7.9 77.4 22.2 6 .0 375.3 C 224.0 1065.2 1664.4 51.0 12.4 1.00 369.7 C 0.0 0.0 369.7 51.0 12.4 7 .0 180.8 C 412.2 1737.6 2330.7 83.2 22.8 1.00 175.2 C 0.0 0.0 175.2 83.2 22.8 5 4 .0 843.4 C 0.0 0.0 843.4 0.0 3.0 1.00 841.2 C 21.8 0.1 863.1 0.0 3.0 5 .0 323.1 T 0.0 0.0 323.1 552.9 12.9 1.00 325.4 T 94.3 4296.9 4716.5 552.9 12.9 6 .0 614.9 C 0.0 0.0 614.9 276.4 3.6 1.00 612.6 C 26.4 2148.3 2787.4 276.4 3.6 7 .0 31.6 C 0.0 0.0 31.6 552.8 11.6 1.00 29.4 C 84.5 4296.9 4410.7 552.8 11.6 6 4 .0 794.4 C 42.5 0.4 837.3 0.0 2.3 1.00 788.8 C 0.0 0.0 788.8 0.0 2.3 5 .0 344.9 T 89.0 4297.1 4731.0 222.6 4.9 1.00 350.5 T 0.0 0.0 350.5 222.6 4.9 C:\Documents and Settings\LARRYD.DOMAIN\Desktop\BACKUP 9 22\Standard Engineering\STAAD Models\230 STARS CATHEDRAL\12. Thursday, November 18, 2004, 09:18 AM 4 MODULAR GREAT ROOM 12LW 22 BY 21 5HB3 -- PAGE NO. 40 )=4HER STRESSES --------------- ALL UNITS ARE POUN/SQ INCH HENS LD SZCT AXIAL SEND-Y BEND-Z COmsINZD SHZAR-Y SHZAR-Z 6 .0 571.3 C 4.1 2148.2 2723.5 111.3 0.2 1.00 565.6 C 0.0 0.0 565.6 111.3 0.2 7 .0 1.6 C 69.9 4296.9 4368.4 222.6 3.9 1.00 4.0 C 0.0 0.0 4.0 222.6 3.9 7 4 .0 843.4 C 0.0 0.0 843.4 0.0 3.0 1.00 841.2 C 21.8 0.1 863.1 0.0 3.0 5 .0 419.2 T 0.0 0.0 419.2 0.0 11.3 1.00 421.5 T 82.7 0.0 504.2 0.0 11.3 6 .0 566.8 C 0.0 0.0 566.8 0.0 2.8 1.00 564.6 C 20.7 0.1 585.3 0.0 2.8 7 .0 64.5 T 0.0 0.0 64.5 0.0 10.0 1.00 66.7 T 72.9 0.0 139.7 0.0 10.0 8 4 .0 794.4 C 42.5 0.4 837.3 0.0 2.3 1.00 788.8 C 0.0 0.0 788.8 0.0 2.3 5 .0 440.4 T 88.4 0.1 528.9 0.0 4.9 1.00 446.0 T 0.0 0.0 446.0 0.0 4.9 6 .0 523.5 C 3.8 0.3 527.6 0.0 0.2 1.00 517.9 C 0.0 0.0 517.9 0.0 0.2 7 .0 93.9 T 69.2 0.0 163.1 0.0 3.8 1.00 99.5 T 0.0 0.0 99.5 0.0 3.8 9 4 .0 803.7 C 0.0 0.0 803.7 0.0 0.5 1.00 801.4 C 3.9 0.2 805.5 0.0 0.5 5 .0 294.3 T 0.0 0.0 294.3 552.9 1.0 1.00 296.6 T 7.2 4297.0 4600.8 552.9 1.0 6 .0 591.6 C 0.0 0.0 591.6 276.4 0.0 1.00 589.4 C 0.1 2148.3 2737.8 276.4 0.0 7 .0 42.6 C 0.0 0.0 42.6 552.9 0.8 1.00 40.3 C 5.5 4296.9 4342.7 552.9 0.8 10 4 .0 765.4 C 12.1 0.5 778.1 0.0 0.7 1.00 759.8 C 0.0 0.0 759.8 0.0 0.7 5 .0 321.8 T 1.1 4297.2 4620.1 222.6 0.1 1.00 327.5 T 0.0 0.0 327.5 222.6 0.1 6 .0 555.3 C 11.0 2148.1 2714.4 111.3 0.6 1.00 549.7 C 0.0 0.0 549.7 111.3 0.6 7 .0 11.7 C 4.4 4297.0 4313.0 222.6 0.2 1.00 6.0 C 0.0 0.0 6.0 222.6 0.2 11 4 .0 803.7 C 0.0 0.0 803.7 0.0 0.5 1.00 801.4 C 3.9 0.2 805.5 0.0 0.5 5 .0 395.5 T 0.0 0.0 395.5 0.0 1.3 1.00 397.8 T 9.7 0.1 407.6 0.0 1.3 6 .0 541.0 C 0.0 0.0 541.0 0.0 0.2 1.00 538.8 C 1.2 0.1 540.0 0.0 0.2 7 .0 58.6 T 0.0 0.0 58.6 0.0 1.1 1.00 60.8 T 8.0 0.0 68.9 0.0 1.1 C:\Documents and Settings\LARRYD.DOMAIN\Desktop\BACKUP 9 22\Standard Engineering\STAAD Models\230 STARS CATHEDRAL\12. Thursday, November 18, 2004, 09:18 AM 4 MODULAR GREAT ROOM 12LW 22 BY 21 5HB3 -- PAGE NO. 41 NOMR STRZSSZS --------------- ALL UNITS ARZ POUN/SQ INCH MEMB LD SZCT AXIAL SZND-Y SZND-Z CONBINZD SHZAR-Y SHZAR-Z 12 4 .0 765.4 C 12.1 0.5 778.1 0.0 0.7 1.00 759.8 C 0.0 0.0 759.8 0.0 0.7 5 .0 421.5 T 4.9 0.2 426.6 0.0 0.3 1.00 427.2 T 0.0 0.0 427.2 0.0 0.3 6 .0 505.4 C 9.1 0.4 514.9 0.0 0.5 1.00 499.8 C 0.0 0.0 499.8 0.0 0.5 7 .0 88.0 T 0.6 0.0 88.6 0.0 0.0 1.00 93.7 T 0.0 0.0 93.7 0.0 0.0 13 4 .0 625.3 C 0.0 0.0 625.3 0.0 13.3 1.00 623.1 C 96.7 0.1 719.9 0.0 13.3 5 .0 234.0 T 0.0 0.0 234.0 414.6 6.5 1.00 236.3 T 47.7 3222.7 3506.6 414.6 6.5 6 .0 457.6 C 0.0 0.0 457.6 207.3 9.3 1.00 455.3 C 67.7 1611.2 2134.3 207.3 9.3 7 .0 27.9 C 0.0 0.0 27.9 414.6 0.6 1.00 25.7 C 4.5 3222.6 3252.8 414.6 0.6 14 4 .0 593.7 C 160.1 0.3 754.1 0.0 8.8 1.00 588.1 C 0.0 0.0 588.1 0.0 8.8 5 .0 253.6 T 94.6 3222.8 3571.0 166.9 5.2 1.00 259.3 T 0.0 0.0 259.3 166.9 5.2 6 .0 428.3 C 104.9 1611.1 2144.4 83.5 5.8 1.00 422.7 C 0.0 0.0 422.7 83.5 5.8 7 .0 4.7 C 22.4 3222.7 3249.7 166.9 1.2 1.00 1.0 C 0.0 0.0 1.0 166.9 1.2 15 4 .0 625.3 C 0.0 0.0 625.3 0.0 13.3 1.00 623.1 C 96.7 0.1 719.9 0.0 13.3 5 .0 303.3 T 0.0 0.0 303.3 0.0 7.7 1.00 305.6 T 56.4 0.0 362.0 0.0 7.7 6 .0 423.0 C 0.0 0.0 423.0 0.0 8.7 1.00 420.7 C 63.3 0.1 484.1 0.0 8.7 7 .0 41.3 T 0.0 0.0 41.3 0.0 1.8 1.00 43.6 T 13.3 0.0 56.9 0.0 1.8 16 4 .0 593.7 C 160.1 0.3 754.1 0.0 8.8 1.00 588.1 C 0.0 0.0 588.1 0.0 8.8 5 .0 322.6 T 94.9 0.2 417.7 0.0 5.2 1.00 328.3 T 0.0 0.0 328.3 0.0 5.2 6 .0 393.8 C 104.8 0.2 498.8 0.0 5.8 1.00 388.2 C 0.0 0.0 388.2 0.0 5.8 7 .0 64.3 T 22.7 0.0 87.0 0.0 1.3 1.00 70.0 T 0.0 0.0 70.0 0.0 1.3 17 4 .0 1.1 C 0.0 0.0 1.1 0.0 4.3 1.00 1.1 C 31.4 0.1 32.6 0.0 4.3 5 .0 1.1 C 0.0 0.0 1.1 0.0 1.7 1.00 1.1 C 12.3 0.1 13.5 0.0 1.7 C:\Documents and Settings\LARRYD.DOMAIN\Desktop\BACKUP 9 22\Standard Engineering\STAAD Models\230 STARS CATHEDRAL\12. Thursday, November 18, 2004, 09:18 AN 4 MODULAR GREAT ROOM 12LW 22 BY 21 5HB3 -- PAGE NO. 42 MEMBER STRZSSZS --------------- ALL UNITS ARZ NOUN/SQ INCH NEM LD SZCT AXIAL HZND-Y SZND-Z CCI48INZD SHZAR-Y SHZAR-Z 6 .0 1.1 C 0.0 0.0 1.1 0.0 3.3 1.00 1.1 C 23.9 0.0 25.1 0.0 3.3 7 .0 1.1 C 0.0 0.0 1.1 0.0 0.3 1.00 1.1 C 2.1 0.0 3.2 0.0 0.3 18 4 .0 2.8 C 13.1 0.0 15.9 0.0 0.7 1.00 2.8 C 0.0 0.0 2.8 0.0 0.7 5 .0 2.8 C 5.1 0.0 8.0 0.0 0.3 1.00 2.8 C 0.0 0.0 2.8 0.0 0.3 6 .0 2.8 C 10.0 0.0 12.8 0.0 0.5 1.00 2.8 C 0.0 0.0 2.8 0.0 0.5 7 .0 2.8 C 0.9 0.0 3.7 0.0 0.0 1.00 2.8 C 0.0 0.0 2.8 0.0 0.0 19 4 .0 1.1 C 0.0 0.0 1.1 0.0 4.3 1.00 1.1 C 31.4 0.1 32.6 0.0 4.3 5 .0 1.1 C 0.0 0.0 1.1 0.0 0.8 1.00 1.1 C 5.5 0.0 6.7 0.0 0.8 6 .0 1.1 C 0.0 0.0 1.1 0.0 3.7 1.00 1.1 C 27.3 0.0 28.5 0.0 3.7 7 .0 1.1 C 0.0 0.0 1.1 0.0 1.2 1.00 1.1 C 8.9 0.0 10.0 0.0 1.2 20 4 .0 2.8 C 13.1 0.0 15.9 0.0 0.7 1.00 2.8 C 0.0 0.0 2.8 0.0 0.7 5 .0 2.8 C 2.3 0.0 5.1 0.0 0.1 1.00 2.8 C 0.0 0.0 2.8 0.0 0.1 6 .0 2.8 C 11.4 0.0 14.2 0.0 0.6 1.00 2.8 C 0.0 0.0 2.8 0.0 0.6 7 .0 2.8 C 3.7 0.0 6.5 0.0 0.2 1.00 2.8 C 0.0 0.0 2.8 0.0 0.2 21 4 .0 388.2 C 0.0 0.0 388.2 0.0 20.7 1.00 386.0 C 20.7 0.1 406.8 0.0 20.7 5 .0 75.3 T 0.0 0.0 75.3 1654.0 134.5 1.00 77.6 T 134.6 4521.5 4733.6 1654.0 134.5 6 .0 314.4 C 0.0 0.0 314.4 827.0 47.6 1.00 312.1 C 47.6 2260.6 2620.4 827.0 47.6 7 .0 82.6 C 0.0 0.0 82.6 1654.0 125.3 1.00 80.3 C 125.3 4521.4 4727.1 1654.0 125.3 22 4 .0 363.8 C 15.4 0.1 379.3 0.0 22.8 1.00 358.2 C 41.3 0.4 399.8 0.0 22.8 5 .0 101.9 T 153.3 4521.5 4776.7 13.7 159.8 1.00 107.5 T 550.5 4428.7 5086.7 13.7 159.8 6 .0 287.0 C 91.0 2260.6 2638.7 6.9 58.4 1.00 281.4 C 236.2 2214.0 2731.6 6.9 58.4 7 .0 54.2 C 160.0 4521.4 4735.7 13.7 149.7 1.00 48.6 C 532.0 4428.5 5009.1 13.7 149.7 C:\Documents and Settings\LARRYD.DOMAIN\Desktop\BACKUP 9 22\Standard Engineering\STAAD Models\230 STARS CATHEDRAL\12. Thursday, November 18, 2004, 09:18 AM 4 MODULAR GREAT ROOM 12LW 22 BY 21 5HB3 -- PAGE NO. 43 kffidBZR STRZSSZS --------------- ALL UNITS ARZ P0UN/SQ INCH b6WS LD SZCT AXIAL BZND-Y BZW-Z CCHBINZD SHZAR-Y SHM-Z 23 4 .0 341.1 C 22.2 0.6 363.9 0.2 22.9 1.00 338.9 C 0.0 0.0 338.9 0.2 22.9 5 .0 150.7 T 35.9 4428.4 4614.9 1666.7 36.9 1.00 152.9 T 0.0 0.0 152.9 1666.7 36.9 6 .0 251.5 C 38.9 2213.6 2504.0 833.2 40.0 1.00 249.3 C 0.0 0.0 249.3 833.2 40.0 7 .0 5.6 C 45.7 4428.1 4479.4 1666.6 47.0 1.00 3.4 C 0.0 0.0 3.4 1666.6 47.0 24 4 .0 388.2 C 0.0 0.0 388.2 0.0 20.7 1.00 386.0 C 20.7 0.1 406.8 0.0 20.7 5 .0 35.0 T 0.0 0.0 35.0 1654.0 108.9 1.00 37.3 T 108.9 4521.5 4667.7 1654.0 108.9 6 .0 334.5 C 0.0 0.0 334.5 827.0 74.1 1.00 332.3 C 74.1 2260.7 2667.0 827.0 74.1 7 .0 122.9 C 0.0 0.0 122.9 1654.0 118.2 1.00 120.7 C 118.2 4521.5 4760.3 1654.0 118.2 25 4 .0 363.8 C 15.4 0.1 379.3 0.0 22.8 1.00 358.2 C 41.3 0.4 399.8 0.0 22.8 5 .0 46.9 T 86.1 4521.5 4654.5 13.7 129.6 1.00 52.5 T 408.1 4428.7 4889.4 13.7 129.6 6 .0 314.6 C 28.7 2260.7 2603.9 6.9 86.3 1.00 308.9 C 243.1 2214.0 2766.1 6.9 86.3 7 .0 109.2 C 79.4 4521.5 4710.2 13.7 139.7 1.00 103.6 C 426.6 4428.6 4958.7 13.7 139.7 26 4 .0 341.1 C 22.2 0.6 363.9 0.2 22.9 1.00 338.9 C 0.0 0.0 338.9 0.2 22.9 5 .0 38.1 T 90.5 4428.4 4557.0 1666.7 93.0 1.00 40.3 T 0.0 0.0 40.3 1666.7 93.0 6 .0 307.8 C 66.2 2213.6 2587.6 833.2 68.0 1.00 305.6 C 0.0 0.0 305.6 833.2 68.0 7 .0 118.2 C 100.3 4428.1 4646.6 1666.6 103.1 1.00 116.0 C 0.0 0.0 116.0 1666.6 103.1 27 4 .0 2387.6 C 0.0 0.0 2387.6 0.0 0.0 1.00 2385.4 C 0.0 0.2 2385.6 0.0 0.0 5 .0 1372.4 T 0.0 0.0 1372.4 780.2 21.8 1.00 1374.6 T 134.7 6611.7 8121.1 780.2 21.8 6 .0 1543.5 C 0.0 0.0 1543.5 390.1 10.9 1.00 1541.3 C 67.4 3305.6 4914.3 390.1 10.9 7 .0 336.5 T 0.0 0.0 336.5 780.2 21.8 1.00 338.8 T 134.7 6611.6 7085.1 780.2 21.8 28 4 .0 2361.7 C 0.0 0.2 2361.9 0.0 0.0 1.00 2356.0 C 0.0 0.8 2356.8 0.0 0.0 5 .0 1399.3 T 198.5 6611.7 8209.5 148.9 5.1 1.00 1404.9 T 276.6 9745.1 11426.6 148.9 5.1 C:\Documents and Settings\LARRYD.DOMAIN\Desktop\BACKUP 9 22\Standard Engineering\STAAD Models\230 STARS CATHEDRAL\12. Thursday, November 18, 2004, 09:18 AM 4 MODULAR GREAT ROOM 12LW 22 BY 21 5HB3 -- PAGE NO. 44 WOMM STRESSES --------------- ALL UNITS ARE POUN/SQ INCH MEND LD SZCT AXIAL BEND-Y BEND-Z CClsINZD SHEAR-Y SHEAR-Z 6 .0 1517.0 C 99.3 3305.6 4921.9 74.4 2.5 1.00 1511.4 C 138.3 4871.8 6521.5 74.4 2.5 7 .0 363.4 T 198.5 6611.6 7173.5 148.9 5.1 1.00 369.1 T 276.6 9744.8 10390.4 148.9 5.1 29 4 .0 2337.5 C 0.0 1.2 2338.7 0.1 0.0 1.00 2333.1 C 0.0 0.0 2333.1 0.1 0.0 5 .0 1439.8 T 488.6 9744.2 11672.6 593.7 40.7 1.00 1444.2 T 0.0 0.0 1444.2 593.7 40.7 6 .0 1488.9 C 244.3 4871.0 6604.2 296.8 20.4 1.00 1484.6 C 0.0 0.0 1484.6 296.8 20.4 7 .0 399.7 T 488.6 9743.7 10632.0 593.7 40.7 1.00 404.1 T 0.0 0.0 404.1 593.7 40.7 30 4 .0 93.7 T 209.5 84.9 388.1 195.6 185.3 1.00 93.7 T 1601.8 3063.9 4759.3 204.5 185.3 5 .0 362.8 C 270.4 14.9 648.1 113.1 212.6 1.00 362.8 C 1808.6 1725.2 3896.6 104.2 212.6 6 .0 92.7 C 63.0 89.1 244.8 131.2 69.4 1.00 92.7 C 615.5 2046.6 2754.8 140.1 69.4 7 .0 320.9 C 176.9 54.1 551.9 23.1 129.5 1.00 320.9 C 1089.7 347.9 1758.5 14.2 129.5 31 4 .0 255.7 T 1246.9 3964.4 5466.9 673.3 151.8 1.00 255.7 T 237.4 6564.9 7058.0 664.4 151.8 5 .0 579.3 C 1391.3 2319.7 4290.4 387.8 140.5 1.00 579.3 C 17.9 3854.9 4452.1 396.7 140.5 6 .0 47.7 C 488.2 2604.2 3140.0 444.3 74.4 1.00 47.7 C 239.6 4319.1 4606.3 435.4 74.4 7 .0 465.1 C 830.9 537.9 1834.0 86.3 71.7 1.00 465.1 C 129.9 890.9 1485.9 95.2 71.7 32 4 .0 385.1 T 473.9 6474.7 7333.8 812.4 313.6 1.00 385.1 T 2592.0 6384.4 9361.6 821.3 313.6 5 .0 740.2 C 277.7 3742.3 4760.2 474.3 293.7 1.00 740.2 C 2593.6 3654.5 6988.3 465.4 293.7 6 .0 5.6 C 315.7 4290.0 4611.3 537.3 151.2 1.00 5.6 C 1162.3 4238.0 5406.0 546.2 151.2 7 .0 568.3 C 60.1 818.5 1446.9 106.1 152.5 1.00 568.3 C 1430.5 781.4 2780.2 97.2 152.5 33 4 .0 446.6 T 2501.0 5873.8 8821.5 723.0 255.6 1.00 446.6 T 2.3 5436.6 5885.5 714.1 255.6 5 .0 815.8 C 2470.5 3367.9 6654.2 409.0 242.4 1.00 815.8 C 100.6 3139.7 4056.1 417.8 242.4 6 .0 14.9 T 1137.7 3895.9 5048.4 480.9 121.8 1.00 14.9 T 53.2 3604.7 3672.7 472.0 121.8 7 .0 616.4 C 1348.1 725.0 2689.4 85.0 127.2 1.00 616.4 C 104.6 683.5 1404.5 93.9 127.2 C:\Documents and Settings\LARRYD.DOMAIN\Desktop\BACKUP 9 22\Standard Engineering\STAAD Models\230 STARS CATHEDRAL\12. Thursday, November 18, 2004, 09:18 AM 4 MODULAR GREAT ROOM 12LW 22 BY 21 5HB3 -- PAGE NO. 45 SR STRESSES --------------- ALL UNITS ARE POUN/SQ INCH bQM LD SECT AXIAL EM-Y ASND-Z CCHBINED SHEAR-Y SHEAR-Z 34 4 .0 404.7 T 78.4 5465.6 5948.7 755.8 239.1 1.00 404.7 T 2416.5 6501.8 9323.0 764.7 239.1 5 .0 771.9 C 166.3 3164.7 4102.9 444.9 226.1 1.00 771.9 C 2376.8 3769.2 6917.9 436.0 226.1 6 .0 2.9 C 14.0 3619.6 3636.5 498.1 114.4 1.00 2.9 C 1104.9 4291.1 5398.9 507.0 114.4 7 .0 591.2 C 136.3 695.5 1423.0 102.3 118.2 1.00 591.2 C 1291.7 844.4 2727.3 93.4 118.2 35 4 .0 259.1 T 2655.1 7384.7 10298.9 940.3 383.5 1.00 259.1 T 1094.8 7346.4 8700.3 931.4 383.5 5 .0 584.0 C 2642.2 4227.5 7453.7 535.4 346.3 1.00 584.0 C 743.9 4270.2 5598.1 544.3 346.3 6 .0 46.8 C 1198.1 4901.0 6146.0 624.2 191.1 1.00 46.8 C 670.6 4854.4 5571.8 615.3 191.1 7 .0 468.4 C 1450.5 905.1 2823.9 113.6 173.8 1.00 468.4 C 248.7 953.9 1671.0 122.5 173.8 36 4 .0 74.3 T 747.1 7478.8 8300.2 551.5 56.5 1.00 74.3 T 194.5 1272.1 1540.9 560.4 56.5 5 .0 314.8 C 273.8 4448.8 5037.4 345.5 6.3 1.00 314.8 C 212.0 919.3 1446.1 336.6 6.3 6 .0 87.2 C 576.5 4890.4 5554.1 353.7 51.0 1.00 87.2 C 78.0 747.7 913.0 362.6 51.0 7 .0 281.8 C 66.0 1073.4 1421.2 94.7 19.6 1.00 281.8 C 125.2 348.0 755.0 85.9 19.6 37 4 .0 93.7 T 209.5 84.9 388.1 195.6 185.3 1.00 93.7 T 1601.8 3063.9 4759.3 204.5 185.3 5 .0 668.6 C 10.0 85.0 763.6 132.2 30.8 1.00 668.6 C 310.8 1925.9 2905.3 123.3 30.8 6 .0 245.6 C 203.2 39.2 488.0 121.7 160.3 1.00 245.6 C 1364.4 1946.3 3556.2 130.6 160.3 7 .0 626.7 C 103.5 45.7 775.9 42.2 52.3 1.00 626.7 C 408.0 548.6 1583.3 33.3 52.3 38 4 .0 255.7 T 1246.9 3964.4 5466.9 673.3 151.8 1.00 255.7 T 237.4 6564.9 7058.0 664.4 151.8 5 .0 662.9 C 277.9 2401.5 3342.3 406.0 63.1 1.00 662.9 C 339.1 4059.4 5061.4 414.9 63.1 6 .0 89.5 C 1044.9 2563.3 3697.7 435.2 113.1 1.00 89.5 C 61.1 4216.8 4367.4 426.3 113.1 7 .0 548.8 C 282.5 619.6 1450.9 104.5 5.7 1.00 548.8 C 227.1 1095.4 1871.3 113.4 5.7 39 4 .0 385.1 T 473.9 6474.7 7333.8 812.4 313.6 1.00 385.1 T 2592.0 6384.4 9361.6 821.3 313.6 5 .0 656.1 C 336.8 4060.2 5053.0 515.9 118.4 1.00 656.1 C 821.3 3990.8 5468.1 507.0 118.4 C:\Documents and Settings\LARRYD.DOMAIN\Desktop\BACKUP 9 22\Standard Engineering\STAAD Models\230 STARS CATHEDRAL\12. Thursday, November 18, 2004, 09:18 AM 4 MODULAR GREAT ROOM 12LW 22 BY 21 5HB3 -- PAGE NO. 46 SER STRESSES --------------- ALL UNITS ARE POUN/SQ INCH b48 LD SECT AXIAL BEND-Y BEND-Z COINED SH=AR-Y SHEAR-Z 6 .0 36.4 T 286.1 4131.1 4453.6 516.5 238.8 1.00 36.4 T 2048.5 4069.9 6154.8 525.4 238.8 7 .0 484.1 C 119.2 1136.4 1739.8 147.6 22.8 1.00 484.1 C 341.8 1117.8 1943.7 138.8 22.8 40 4 .0 446.6 T 2501.0 5873.8 8821.5 723.0 255.6 1.00 446.6 T 2.3 5436.6 5885.5 714.1 255.6 5 .0 634.8 C 866.3 3633.8 5135.0 443.3 106.9 1.00 634.8 C 178.9 3414.0 4227.7 452.2 106.9 6 .0 105.3 T 1939.8 3762.9 5808.0 463.8 189.6 1.00 105.3 T 86.5 3467.5 3659.4 454.9 189.6 7 .0 435.4 C 256.1 991.0 1682.5 119.3 8.3 1.00 435.4 C 174.8 957.7 1568.0 128.2 8.3 41 4 .0 404.7 T 78.4 5465.6 5948.7 755.8 239.1 1.00 404.7 T 2416.5 6501.8 9323.0 764.7 239.1 5 .0 563.6 C 67.8 3456.2 4087.6 476.9 81.5 1.00 563.6 C 728.6 3980.5 5272.8 468.0 81.5 6 .0 101.2 T 103.1 3473.9 3678.2 482.1 186.8 1.00 101.2 T 1929.1 4185.4 6215.7 491.0 186.8 7 .0 382.9 C 97.7 987.0 1467.7 134.2 26.5 1.00 382.9 C 356.5 1055.7 1795.2 125.3 26.5 42 4 .0 259.1 T 2655.1 7384.7 10298.9 940.3 383.5 1.00 259.1 T 1094.8 7346.4 8700.3 931.4 383.5 5 .0 419.2 C 916.9 4451.5 5787.5 562.3 172.6 1.00 419.2 C 770.7 4469.2 5659.1 571.1 172.6 6 .0 35.6 T 2060.8 4789.1 6885.4 610.7 278.0 1.00 35.6 T 657.2 4754.9 5447.7 601.8 278.0 7 .0 303.5 C 274.8 1129.0 1707.4 140.5 0.1 1.00 303.5 C 275.5 1152.9 1732.0 149.4 0.1 43 4 .0 74.3 T 747.1 7478.8 8300.2 551.5 56.5 1.00 74.3 T 194.5 1272.1 1540.9 560.4 56.5 5 .0 256.9 C 542.2 4555.9 5355.0 350.7 44.3 1.00 256.9 C 108.8 894.7 1260.5 341.8 44.3 6 .0 58.3 C 442.3 4836.9 5337.5 351.1 32.0 1.00 58.3 C 129.6 760.0 947.9 360.0 32.0 7 .0 223.9 C 202.4 1180.4 1606.7 100.0 18.4 1.00 223.9 C 22.0 323.4 569.3 91.1 18.4 44 4 .0 4.2 C 0.0 0.0 4.2 157.8 2.3 1.00 32.9 C 93.7 667.5 794.1 60.1 2.3 5 .0 60.7 C 0.0 0.0 60.7 20.7 0.2 1.00 59.6 C 6.8 326.6 393.0 27.1 0.2 6 .0 35.4 C 0.0 0.0 35.4 144.4 2.3 1.00 1.8 C 92.1 484.0 577.8 73.5 2.3 7 .0 63.6 C 0.0 0.0 63.6 55.1 1.2 1.00 44.5 C 48.6 13.1 106.2 57.0 1.2 C:\Documents and Settings\LARRYD.DOMAZN\Desktop\BACKUP 9 22\Standard Engineering\STAAD Models\230 STARS CATHEDRAL\12. Thursday, November 18, 2004, 09:18 AM 4 MODULAR GREAT ROOM 12LW 22 BY 21 5HB3 -- PAGE NO. 47 I4EMBER STRESSES --------------- ALL UNITS ARE POUN/SQ INCH MEND LD SECT AXIAL BIND-Y BEND-Z CCt4BINED SHEAR-Y SHEAR-Z 45 4 .0 107.4 T 79.0 667.6 854.0 67.7 1.8 1.00 144.5 T 8.5 1745.0 1898.1 285.6 1.8 5 .0 168.8 C 650.1 326.7 1145.5 47.7 99.5 1.00 167.7 C 3331.4 280.4 3779.5 41.2 99.5 6 .0 17.1 T 250.2 484.0 751.4 39.9 48.1 1.00 54.2 T 1673.8 1548.8 3276.8 257.8 48.1 7 .0 121.0 C 614.8 13.1 748.8 17.8 98.8 1.00 101.8 C 3335.2 536.0 3973.1 94.4 98.8 46 4 .0 107.7 T 15.8 1811.8 1935.2 288.1 2.0 1.00 144.6 T 65.9 633.1 843.5 70.2 2.0 5 .0 155.8 C 3325.4 753.8 4235.0 58.6 95.9 1.00 154.7 C 506.6 89.7 751.1 65.0 95.9 6 .0 22.6 T 1677.6 1375.1 3075.4 251.4 49.9 1.00 59.5 T 315.6 569.9 945.1 33.6 49.9 7 .0 109.1 C 3332.4 92.4 3533.9 78.1 96.8 1.00 90.2 C 536.0 208.5 834.7 34.0 96.8 47 4 .0 214.7 T 20.5 633.1 868.3 62.5 0.5 1.00 251.6 T 0.0 0.0 251.6 155.3 0.5 5 .0 202.9 C 123.6 89.8 416.2 9.8 3.1 1.00 201.8 C 0.0 0.0 201.8 3.3 3.1 6 .0 101.3 T 42.4 569.9 713.5 67.2 1.1 1.00 138.1 T 0.0 0.0 138.1 150.7 1.1 7 .0 107.5 C 114.4 208.5 430.4 40.8 2.9 1.00 88.5 C 0.0 0.0 88.5 71.4 2.9 48 4 .0 4.2 C 0.0 0.0 4.2 157.8 2.3 1.00 32.9 C 93.7 667.5 794.1 60.1 2.3 5 .0 75.2 C 0.0 0.0 75.2 5.0 1.4 1.00 74.1 C 56.2 112.4 242.8 11.5 1.4 6 .0 42.6 C 0.0 0.0 42.6 152.2 2.9 1.00 5.5 C 116.8 591.1 713.4 65.6 2.9 7 .0 78.1 C 0.0 0.0 78.1 70.8 2.5 1.00 59.0 C 98.1 201.2 358.3 41.3 2.5 49 4 .0 107.4 T 79.0 667.6 854.0 67.7 1.8 1.00 144.5 T 8.5 1745.0 1898.1 285.6 1.8 5 .0 142.8 C 602.2 112.4 857.3 63.4 98.5 1.00 141.7 C 3338.1 709.0 4188.8 56.9 98.5 6 .0 30.1 T 226.3 591.2 847.6 32.1 47.6 1.00 67.2 T 1677.1 1334.5 3078.8 249.9 47.6 7 .0 95.0 C 566.9 201.2 863.1 33.5 97.7 1.00 75.8 C 3341.9 107.5 3525.2 78.7 97.7 50 4 .0 107.7 T 15.8 1811.8 1935.2 288.1 2.0 1.00 144.6 T 65.9 633.1 843.5 70.2 2.0 5 .0 202.7 C 3338.3 312.1 3853.1 42.4 97.1 1.00 201.6 C 541.1 310.5 1053.2 48.9 97.1 C:\Documents and Settings\LARRYD.DOMAZN\Desktop\BACKUP 9 22\Standard Engineering\STAAD Models\230 STARS CATHEDRAL\12. Thursday, November 18, 2004, 09:18 AM 4 MODULAR GREAT ROOM 12LW 22 BY 21 5HB3 -- PAGE NO. 48 M MER STRESSES --------------- ALL UNITS ARE POUN/SQ INCH bUM LD SZCT AXIAL Baw-Y BEND-Z CCL4BINED SHEAR-Y SHEAR-Z 6 .0 0.8 C 1684.1 1595.9 3280.8 259.5 50.5 1.00 36.1 C 332.9 459.5 828.5 41.7 50.5 7 .0 156.0 C 3345.4 534.0 4035.3 94.3 98.0 1.00 137.0 C 570.5 12.3 719.8 17.9 98.0 51 4 .0 214.7 T 20.5 633.1 868.3 62.5 0.5 1.00 251.6 T 0.0 0.0 251.6 155.3 0.5 5 .0 211.3 C 106.1 310.6 628.0 26.0 2.7 1.00 210.2 C 0.0 0.0 210.2 19.5 2.7 6 .0 97.0 T 33.6 459.5 590.1 75.3 0.8 1.00 133.9 T 0.0 0.0 133.9 142.6 0.8 7 .0 116.0 C 97.0 12.3 225.3 57.0 2.4 1.00 97.0 C 0.0 0.0 97.0 55.2 2.4 52 4 .0 40.5 C 0.0 0.0 40.5 458.5 4.0 1.00 3.3 C 159.0 4775.2 4937.5 240.7 4.0 5 .0 20.7 T 0.0 0.0 20.7 211.1 17.3 1.00 21.8 T 691.6 2927.9 3641.4 217.6 17.3 6 .0 28.9 C 0.0 0.0 28.9 335.0 4.9 1.00 8.2 C 195.3 3088.3 3291.8 117.2 4.9 7 .0 1.7 T 0.0 0.0 1.7 0.2 15.5 1.00 20.8 T 620.6 763.3 1404.7 112.0 15.5 53 4 .0 14.7 C 137.9 4775.2 4927.9 225.4 3.8 1.00 22.4 C 15.2 6366.5 6404.1 7.6 3.8 5 .0 24.1 T 364.4 2927.9 3316.4 68.2 11.4 1.00 25.2 T 818.7 3903.0 4746.9 74.6 11.4 6 .0 2.5 C 312.7 3088.4 3403.6 184.3 2.1 1.00 34.6 C 395.0 4117.8 4547.4 33.6 2.1 7 .0 16.9 T 426.0 763.2 1206.0 37.5 9.6 1.00 36.0 T 811.9 1016.9 1864.8 74.7 9.6 54 4 .0 9.0 T 1.1 6366.5 6376.5 7.8 2.9 1.00 45.8 T 115.2 4774.0 4935.0 225.6 2.9 5 .0 14.0 T 805.7 3903.0 4722.7 74.7 5.1 1.00 15.1 T 601.2 2927.2 3543.5 68.3 5.1 6 .0 15.1 T 401.8 4117.8 4534.8 33.4 5.3 1.00 52.0 T 191.6 3087.6 3331.1 184.4 5.3 7 .0 17.6 T 805.2 1016.9 1839.8 74.7 6.4 1.00 36.6 T 549.8 763.0 1349.4 37.5 6.4 55 4 .0 32.0 T 167.8 4774.0 4973.7 240.9 4.2 1.00 68.8 T 0.0 0.0 68.8 458.7 4.2 5 .0 12.4 C 381.8 2927.3 3321.5 217.7 9.6 1.00 11.3 C 0.0 0.0 11.3 211.3 9.6 6 .0 23.9 T 349.8 3087.5 3461.2 117.3 8.8 1.00 60.8 T 0.0 0.0 60.8 335.2 8.8 7 .0 1.8 T 456.8 763.1 1221.7 112.0 11.4 1.00 20.7 T 0.0 0.0 20.7 0.2 11.4 C:\Documents and Settings\LARRYD.DOMAIN\Desktop\BACKUP 9 22\Standard Engineering\STAAD Models\230 STARS CATHEDRAL\12. Thursday, November 18, 2004, 09:18 AM 4 MODULAR GREAT ROOM 12LW 22 BY 21 5HB3 -- PAGE NO. 49 MMR STRESSES --------------- ALL UNITS ARE POUN/SQ INCH NEMB LD SECT AXIAL BEND-Y BEND-Z CCkdBINED SHEAR-Y SHEAR-Z 56 4 .0 40.5 C 0.0 0.0 40.5 458.5 4.0 1.00 3.3 C 159.0 4775.2 4937.5 240.7 4.0 5 .0 29.1 T 0.0 0.0 29.1 211.1 14.9 1.00 30.2 T 594.3 2928.1 3552.5 217.6 14.9 6 .0 24.7 C 0.0 0.0 24.7 335.0 3.7 1.00 12.4 C 146.6 3088.2 3247.2 117.2 3.7 7 .0 10.1 T 0.0 0.0 10.1 0.2 13.1 1.00 29.2 T 523.3 763.4 1315.8 112.0 13.1 57 4 .0 14.7 C 137.9 4775.2 4927.9 225.4 3.8 1.00 22.4 C 15.2 6366.5 6404.1 7.6 3.8 5 .0 25.7 T 439.1 2928.0 3392.9 68.2 9.4 1.00 26.8 T 815.5 3903.1 4745.4 74.6 9.4 6 .0 1.7 C 350.1 3088.3 3440.2 184.3 1.1 1.00 35.4 C 393.3 4117.7 4546.5 33.6 1.1 7 .0 18.5 T 500.7 763.3 1282.5 37.5 7.7 1.00 37.6 T 808.7 1017.1 1863.4 74.7 7.7 58 4 .0 9.0 T 1.1 6366.5 6376.5 7.8 2.9 1.00 45.8 T 115.2 4774.0 4935.0 225.6 2.9 5 .0 6.8 T 807.7 3903.1 4717.7 74.7 6.6 1.00 7.9 T 544.3 2927.2 3479.4 68.3 6.6 6 .0 11.5 T 402.8 4117.7 4532.1 33.4 6.0 1.00 48.4 T 163.1 3087.5 3299.0 184.4 6.0 7 .0 10.4 T 807.2 1017.1 1834.7 74.7 7.9 1.00 29.4 T 492.8 763.1 1285.4 37.5 7.9 59 4 .0 32.0 T 167.8 4774.0 4973.7 240.9 4.2 1.00 68.8 T 0.0 0.0 68.8 458.7 4.2 5 .0 28.2 C 495.4 2927.3 3450.9 217.7 12.4 1.00 27.1 C 0.0 0.0 27.1 211.3 12.4 6 .0 16.0 T 406.5 3087.4 3510.0 117.3 10.2 1.00 52.9 T 0.0 0.0 52.9 335.2 10.2 7 .0 14.1 C 570.3 763.2 1347.6 112.0 14.3 1.00 4.9 C 0.0 0.0 4.9 0.2 14.3 60 4 .0 161.4 C 0.0 0.0 161.4 458.3 2.7 1.00 124.3 C 107.1 4772.0 5003.4 240.5 2.7 5 .0 73.9 C 0.0 0.0 73.9 211.5 10.1 1.00 72.8 C 403.7 2932.5 3409.0 217.9 10.1 6 .0 191.1 C 0.0 0.0 191.1 334.6 2.5 1.00 154.0 C 100.4 3083.0 3337.4 116.8 2.5 7 .0 147.4 C 0.0 0.0 147.4 0.2 8.9 1.00 128.3 C 355.8 769.2 1253.3 112.4 8.9 61 4 .0 142.2 C 97.6 4772.1 5011.9 225.1 2.5 1.00 105.0 C 2.6 6359.5 6467.2 7.3 2.5 5 .0 62.8 C 184.9 2932.6 3180.2 68.4 5.8 1.00 61.7 C 415.7 3911.0 4388.3 74.9 5.8 C:1Documents and Settings\LA.RRYD.DOMAIN\Desktop\BACKUP 9 221Standard Engineering\STAAD Models1230 STARS CATHEDRAL112. Thursday, November 18, 2004, 09:18 AM 4 MODULAR GREAT ROOM 12LW 22 BY 21 5HB3 -- PAGE NO. 50 MndBZR STRESSES --------------- ALL UNITS ARE POUN/SQ INCH MEMB LD SECT AXIAL BENDY BZND-Z CCHBINED SHZAR-Y SHEAR-Z 6 .0 167.1 C 184.9 3083.1 3435.0 183.9 0.5 1.00 129.9 C 205.4 4107.2 4442.5 33.9 0.5 7 .0 127.3 C 228.5 769.3 1125.1 37.1 4.7 1.00 108.2 C 414.5 1028.0 1550.8 75.0 4.7 62 4 .0 126.6 C 11.3 6359.5 6497.4 7.5 2.5 1.00 89.7 C 89.4 4770.8 4950.0 225.3 2.5 5 .0 55.6 C 403.9 3911.0 4370.5 75.0 1.6 1.00 54.5 C 338.6 2931.8 3325.0 68.5 1.6 6 .0 148.4 C 212.7 4107.2 4468.3 33.8 3.2 1.00 111.6 C 84.7 3082.2 3278.5 184.0 3.2 7 .0 113.0 C 408.9 1028.0 1550.0 75.1 2.8 1.00 94.0 C 298.7 769.1 1161.8 37.1 2.8 63 4 .0 108.4 C 108.6 4770.8 4987.8 240.6 2.7 1.00 71.6 C 0.0 0.0 71.6 458.5 2.7 5 .0 59.8 C 227.8 2931.8 3219.4 218.1 5.7 1.00 58.8 C 0.0 0.0 58.8 211.6 5.7 6 .0 133.1 C 216.7 3082.2 3432.1 116.9 5.4 1.00 96.3 C 0.0 0.0 96.3 334.8 5.4 7 .0 108.8 C 276.3 769.1 1154.2 112.4 6.9 1.00 89.9 C 0.0 0.0 89.9 0.3 6.9 64 4 .0 161.4 C 0.0 0.0 161.4 458.3 2.7 1.00 124.3 C 107.1 4772.0 5003.4 240.5 2.7 5 .0 73.0 T 0.0 0.0 73.0 211.2 9.2 1.00 74.1 T 366.5 2929.1 3369.8 217.7 9.2 6 .0 117.6 C 0.0 0.0 117.6 334.8 2.0 1.00 80.5 C 81.9 3084.7 3247.1 116.9 2.0 7 .0 0.4 C 0.0 0.0 0.4 0.0 8.0 1.00 18.7 C 318.7 765.9 1103.3 112.2 8.0 65 4 .0 142.2 C 97.6 4772.1 5011.9 225.1 2.5 1.00 105.0 C 2.6 6359.5 6467.2 7.3 2.5 5 .0 56.8 T 217.8 2929.2 3203.8 68.2 4.9 1.00 57.9 T 414.5 3904.2 4376.6 74.6 4.9 6 .0 107.3 C 201.3 3084.8 3393.4 184.0 0.1 1.00 70.2 C 204.8 4110.6 4385.5 33.8 0.1 7 .0 7.8 C 261.4 765.9 1035.2 37.4 3.8 1.00 11.3 C 413.3 1021.3 1445.9 74.8 3.8 66 4 .0 126.6 C 11.3 6359.5 6497.4 7.5 2.5 1.00 89.7 C 89.4 4770.8 4950.0 225.3 2.5 5 .0 33.6 T 408.7 3904.2 4346.5 74.7 2.5 1.00 34.7 T 308.9 2928.4 3272.0 68.3 2.5 6 .0 103.8 C 215.1 4110.6 4429.5 33.7 3.6 1.00 67.0 C 69.8 3083.9 3220.7 184.2 3.6 7 .0 23.8 C 413.8 1021.3 1458.9 74.8 3.6 1.00 4.8 C 269.0 765.7 1039.5 37.3 3.6 C:\Documents and Settings\LARRYD.DOMAIN\Desktop\BACKUP 9 22\Standard Engineering\STAAD Models\230 STARS CATHEDRAL\12. Thursday, November 18, 2004, 09:18 AM 4 MODULAR GREAT ROOM 12LW 22 BY 21 5HB3 -- PAGE NO. 51 2406M STRESSES --------------- ALL UNITS ARE POUN/SQ INCH MZM4B LD SECT AXIAL BEND-Y BZND-Z COI4BINED SHEAR-Y SHEAR-Z 67 4 .0 108.4 C 108.6 4770.8 4987.8 240.6 2.7 1.00 71.6 C 0.0 0.0 71.6 458.5 2.7 5 .0 2.3 T 270.0 2928.4 3200.7 217.8 6.8 1.00 3.4 T 0.0 0.0 3.4 211.3 6.8 6 .0 102.1 C 237.8 3083.9 3423.8 117.0 6.0 1.00 65.2 C 0.0 0.0 65.2 334.9 6.0 7 .0 46.7 C 318.5 765.7 1130.9 112.2 8.0 1.00 27.8 C 0.0 0.0 27.8 0.0 8.0 68 4 .0 44.6 C 0.0 0.0 44.6 458.5 0.9 1.00 7.4 C 34.9 4774.8 4817.1 240.7 0.9 5 .0 8.8 T 0.0 0.0 8.8 211.2 4.6 1.00 9.9 T 183.0 2929.4 3122.3 217.7 4.6 6 .0 38.7 C 0.0 0.0 38.7 335.0 1.5 1.00 1.5 C 58.5 3087.3 3147.3 117.1 1.5 7 .0 12.0 C 0.0 0.0 12.0 0.1 4.2 1.00 7.1 C 167.5 764.8 939.4 112.1 4.2 69 4 .0 31.2 C 33.1 4775.0 4839.3 225.4 0.9 1.00 5.9 C 1.9 6365.7 6373.5 7.5 0.9 5 .0 11.7 T 133.1 2929.4 3074.2 68.2 2.3 1.00 12.8 T 223.4 3905.2 4141.4 74.7 2.3 6 .0 24.3 C 97.9 3087.4 3209.6 184.2 0.3 1.00 12.8 C 109.9 4116.0 4238.7 33.6 0.3 7 .0 2.9 C 147.9 764.8 915.6 37.4 1.9 1.00 16.2 C 222.5 1019.5 1258.3 74.7 1.9 70 4 .0 21.7 C 2.9 6365.7 6390.2 7.7 0.8 1.00 15.2 C 30.8 4773.8 4819.7 225.6 0.8 5 .0 14.9 T 222.0 3905.2 4142.1 74.8 1.8 1.00 16.0 T 150.8 2928.7 3095.5 68.3 1.8 6 .0 13.4 C 113.7 4115.9 4243.0 33.5 1.7 1.00 23.5 C 46.3 3086.6 3156.3 184.3 1.7 7 .0 4.9 T 223.2 1019.5 1247.6 74.7 2.2 1.00 23.9 T 137.1 764.7 925.6 37.4 2.2 71 4 .0 8.4 C 36.4 4773.8 4818.6 240.9 0.9 1.00 28.5 C 0.0 0.0 28.5 458.7 0.9 5 .0 10.1 T 160.2 2928.8 3099.2 217.8 4.0 1.00 11.2 T 0.0 0.0 11.2 211.4 4.0 6 .0 2.9 C 114.6 3086.6 3204.1 117.2 2.9 1.00 33.9 C 0.0 0.0 33.9 335.1 2.9 7 .0 6.3 T 176.5 764.7 947.5 112.1 4.4 1.00 25.3 T 0.0 0.0 25.3 0.0 4.4 72 4 .0 44.6 C 0.0 0.0 44.6 458.5 0.9 1.00 7.4 C 34.9 4774.8 4817.1 240.7 0.9 5 .0 26.8 T 0.0 0.0 26.8 211.3 5.1 1.00 27.9 T 203.5 2929.5 3161.0 217.7 5.1 C:\Documents and Settings\LARRYD.DOMAIN\Desktop\BACKUP 9 22\Standard Engineering\STAAD Models\230 STARS CATHEDRAL\12. Thursday, November 18, 2004, 09:18 AM 4 MODULAR GREAT ROOM 12LW 22 BY 21 5HB3 -- PAGE NO. 52 MEMBER STRESSES --------------- ALL UNITS ARE FOUN/SQ INCH MEM LD SECT AXIAL BEND-Y BEND-Z comBINED SHEAR-Y SHEAR-Z 6 .0 29.6 C 0.0 0.0 29.6 335.0 1.7 1.00 7.5 C 68.7 3087.2 3163.4 117.1 1.7 7 .0 6.1 T 0.0 0.0 6.1 0.1 4.7 1.00 25.2 T 187.9 765.0 978.1 112.1 4.7 73 4 .0 31.2 C 33.1 4775.0 4839.3 225.4 0.9 1.00 5.9 C 1.9 6365.7 6373.5 7.5 0.9 5 .0 16.5 T 109.2 2929.6 3055.2 68.2 2.9 1.00 17.6 T 224.1 3905.5 4147.1 74.7 2.9 6 .0 21.9 C 86.0 3087.3 3195.2 184.2 0.6 1.00 15.2 C 110.3 4115.8 4241.3 33.6 0.6 7 .0 1.9 T 124.0 765.0 890.9 37.4 2.5 1.00 21.0 T 223.3 1019.7 1264.0 74.7 2.5 74 4 .0 21.7 C 2.9 6365.7 6390.2 7.7 0.8 1.00 15.2 C 30.8 4773.8 4819.7 225.6 0.8 5 .0 2.9 T 219.7 3905.5 4128.0 74.8 1.2 1.00 4.0 T 173.3 2928.9 3106.2 68.3 1.2 6 .0 19.4 C 112.6 4115.8 4247.8 33.5 1.4 1.00 17.5 C 57.5 3086.5 3161.5 184.3 1.4 7 .0 7.1 C 221.0 1019.7 1247.8 74.8 1.5 1.00 11.8 C 159.6 764.8 936.2 37.4 1.5 75 4 .0 8.4 C 36.4 4773.8 4818.6 240.9 0.9 1.00 28.5 C 0.0 0.0 28.5 458.7 0.9 5 .0 15.8 C 137.7 2928.9 3082.4 217.8 3,4 1.00 14.7 C 0.0 0.0 14.7 211.4 3.4 6 .0 15.9 C 103.3 3086.5 3205.7 117.2 2.6 1.00 21.0 C 0.0 0.0 21.0 335.1 2.6 7 .0 19.6 C 154.0 764.8 938.4 112.1 3.9 1.00 0.6 C 0.0 0.0 0.6 0.0 3.9 76 4 .0 158.8 C 0.0 0.0 158.8 458.3 1.0 1.00 121.6 C 41.3 4771.6 4934.5 240.4 1.0 5 .0 81.3 C 0.0 0.0 81.3 211.5 0.6 1.00 80.2 C 24.6 2932.3 3037.1 217.9 0.6 6 .0 192.3 C 0.0 0.0 192.3 334.6 1.3 1.00 155.2 C 51.3 3082.8 3289.3 116.8 1.3 7 .0 153.5 C 0.0 0.0 153.5 0.2 1.1 1.00 134.4 C 43.0 769.2 946.7 112.4 1.1 77 4 .0 143.7 C 37.1 4771.8 4952.5 225.1 1.0 1.00 106.5 C 2.7 6358.9 6468.1 7.3 1.0 5 .0 72.6 C 141.4 2932.4 3146.4 68.4 0.7 1.00 71.5 C 114.4 3910.9 4096.7 74.9 0.7 6 .0 173.4 C 35.6 3082.8 3291.8 183.9 0.6 1.00 136.3 C 59.7 4106.7 4302.7 34.0 0.6 7 .0 137.9 C 124.8 769.3 1031.9 37.1 0.2 1.00 118.7 C 115.6 1028.2 1262.5 75.0 0.2 C:\Documents and Settings\LARRYD.DAMAIN\Desktop\BACKUP 9 22\Standard Engineering\STAAD Models\230 STARS CATHEDRAL\12. Thursday, November 18, 2004, 09:18 AM 4 MODULAR GREAT ROOM 12LW 22 BY 21 5HB3 -- PAGE NO. 53 LEER STRESSES --------------- ALL UNITS ARE POUN/SQ INCH NEMS LD SECT AXIAL BEND-Y BEND-Z CCL48INED SHEAR-Y SHEAR-Z 78 4 .0 132.9 C 2.6 6358.9 6494.4 7.5 1.0 1.00 96.0 C 35.5 4770.5 4902.0 225.3 1.0 5 .0 62.1 C 123.8 3910.8 4096.7 75.0 2.8 1.00 61.0 C 12.9 2931.6 3005.5 68.5 2.8 6 .0 157.6 C 59.5 4106.7 4323.8 33.8 0.5 1.00 120.7 C 40.1 3082.0 3242.8 184.0 0.5 7 .0 122.2 C 122.7 1028.2 1273.1 75.1 2.3 1.00 103.2 C 28.8 769.1 901.1 37.1 2.3 79 4 .0 118.8 C 39.9 4770.5 4929.2 240.6 1.0 1.00 81.9 C 0.0 0.0 81.9 458.5 1.0 5 .0 57.9 C 160.3 2931.7 3149.9 218.0 4.0 1.00 56.8 C 0.0 0.0 56.8 211.6 4.0 6 .0 142.0 C 42.4 3082.0 3266.4 116.9 1.1 1.00 105.1 C 0.0 0.0 105.1 334.8 1.1 7 .0 111.5 C 142.5 769.1 1023.1 112.4 3.6 1.00 92.5 C 0.0 0.0 92.5 0.3 3.6 80 4 .0 158.8 C 0.0 0.0 158.8 458.3 1.0 1.00 121.6 C 41.3 4771.6 4934.5 240.4 1.0 5 .0 66.1 T 0.0 0.0 66.1 211.2 2.5 1.00 67.3 T 101.9 2929.0 3098.1 217.7 2.5 6 .0 118.6 C 0.0 0.0 118.6 334.7 2.2 1.00 81.4 C 90.0 3084.4 3255.8 116.9 2.2 7 .0 6.1 C 0.0 0.0 6.1 0.0 3.0 1.00 13.0 C 120.3 765.9 899.2 112.2 3.0 81 4 .0 143.7 C 37.1 4771.8 4952.5 225.1 1.0 1.00 106.5 C 2.7 6358.9 6468.1 7.3 1.0 5 .0 46.9 T 58.6 2929.1 3034.5 68.2 1.5 1.00 48.0 T 116.6 3904.1 4068.8 74.6 1.5 6 .0 113.7 C 5.8 3084.5 3203.9 184.0 1.7 1.00 76.5 C 60.8 4110.1 4247.4 33.8 1.7 7 .0 18.4 C 42.0 765.9 826.3 37.4 1.9 1.00 0.7 C 117.8 1021.5 1140.0 74.8 1.9 82 4 .0 132.9 C 2.6 6358.9 6494.4 7.5 1.0 1.00 96.0 C 35.5 4770.5 4902.0 225.3 1.0 5 .0 26.4 T 114.3 3904.1 4044.8 74.7 0.6 1.00 27.5 T 90.2 2928.3 3046.0 68.3 0.6 6 .0 113.4 C 54.7 4110.1 4278.1 33.7 0.6 1.00 76.5 C 78.7 3083.7 3238.9 184.1 0.6 7 .0 33.7 C 113.1 1021.5 1168.3 74.8 0.2 1.00 14.7 C 106.1 765.7 886.5 37.3 0.2 83 4 .0 118.8 C 39.9 4770.5 4929.2 240.6 1.0 1.00 81.9 C 0.0 0.0 81.9 458.5 1.0 5 .0 3.0 T 75.0 2928.3 3006.3 217.8 1.9 1.00 4.1 T 0.0 0.0 4.1 211.3 1.9 C:\Documents and Settings\LARRYD.DOMAIN\Desktop\BACKUP 9 22\Standard Engineering\STAAD Models\230 STARS CATHEDRAL\12. Thursday, November 18, 2004, 09:18 AM 4 MODULAR GREAT ROOM 12LW 22 BY 21 5HB3 -- PAGE NO. 54 MEMBER STRESSES --------------- ALL UNITS ARE POUN/SQ INCH MEMS LD SECT AXIAL BENDY BEND-Z CCWBINED SHEAR-Y SHEAR-Z 6 .0 111.5 C 0.2 3083.7 3195.4 117.0 0.0 1.00 74.7 C 0.0 0.0 74.7 334.9 0.0 7 .0 50.6 C 57.2 765.7 873.6 112.2 1.4 1.00 31.7 C 0.0 0.0 31.7 0.0 1.4 84 4 .0 44.4 C 0.0 0.0 44.4 458.5 2.7 1.00 7.3 C 110.0 4775.2 4892.5 240.7 2.7 5 .0 6.5 T 0.0 0.0 6.5 211.3 2.4 1.00 7.6 T 94.4 2929.9 3032.0 217.7 2.4 6 .0 39.7 C 0.0 0.0 39.7 335.0 1.4 1.00 2.5 C 56.9 3087.4 3146.8 117.1 1.4 7 .0 14.2 C 0.0 0.0 14.2 0.1 1.1 1.00 4.9 C 45.3 765.2 815.4 112.1 1.1 85 4 .0 27.1 C 99.4 4775.4 4901.9 225.4 2.6 1.00 10.1 C 5.4 6366.4 6381.9 7.6 2.6 5 .0 3.1 T 171.8 2930.0 3104.9 68.2 2.9 1.00 4.2 T 53.9 3906.2 3964.2 74.7 2.9 6 .0 24.7 C 8.2 3087.5 3120.4 184.2 1.0 1.00 12.4 C 32.1 4116.1 4160.6 33.6 1.0 7 .0 9.6 C 127.4 765.2 902.3 37.4 1.8 1.00 9.5 C 56.3 1020.1 1085.9 74.7 1.8 86 4 .0 12.8 C 9.4 6366.4 6388.5 7.7 2.6 1.00 24.1 C 94.5 4774.2 4892.7 225.6 2.6 5 .0 2.1 T 73.4 3906.1 3981.6 74.8 4.0 1.00 3.2 T 87.1 2929.3 3019.5 68.3 4.0 6 .0 11.4 C 27.8 4116.1 4155.3 33.5 0.5 1.00 25.5 C 45.9 3086.7 3158.0 184.4 0.5 7 .0 4.0 C 69.2 1020.1 1093.3 74.8 2.9 1.00 15.0 C 44.9 765.0 824.9 37.4 2.9 87 4 .0 4.6 T 111.8 4774.2 4890.6 240.9 2.8 1.00 41.5 T 0.0 0.0 41.5 458.7 2.8 5 .0 3.4 C 195.5 2929.3 3128.2 217.9 4.9 1.00 2.3 C 0.0 0.0 2.3 211.4 4.9 6 .0 2.6 T 8.1 3086.7 3097.3 117.2 0.2 1.00 39.4 T 0.0 0.0 39.4 335.1 0.2 7 .0 1.5 C 145.6 765.0 912.1 112.1 3.6 1.00 17.5 C 0.0 0.0 17.5 0.0 3.6 88 4 .0 44.4 C 0.0 0.0 44.4 458.5 2.7 1.00 7.3 C 110.0 4775.2 4892.5 240.7 2.7 5 .0 23.3 T 0.0 0.0 23.3 211.3 1.0 1.00 24.4 T 41.0 2930.0 2995.4 217.8 1.0 6 .0 31.3 C 0.0 0.0 31.3 335.0 3.1 1.00 5.8 C 124.6 3087.3 3217.7 117.1 3.1 7 .0 2.5 T 0.0 0.0 2.5 0.0 2.3 1.00 21.7 T 90.1 765.3 877.0 112.1 2.3 C:\Documents and Settings\LARRYD.DOMAIN\Desktop\BACKUP 9 22\Standard Engineering\STAAD Models\230 STARS CATHEDRAL\12. Thursday, November 18, 2004, 09:18 AM 4 MODULAR GREAT ROOM 12LW 22 BY 21 5HB3 -- PAGE NO. 55 MEMBER STRESSES --------------- ALL UNITS ARE POUN/SQ INCH MSMB LD SECT AXIAL BEND-Y BEND-Z CCNBINED SHEAR-Y SHEAR-Z 89 4 .0 27.1 C 99.4 4775.4 4901.9 225.4 2.6 1.00 10.1 C 5.4 6366.4 6381.9 7.6 2.6 5 .0 8.3 T 35.3 2930.1 2973.7 68.2 0.6 1.00 9.4 T 58.2 3906.3 3973.9 74.7 0.6 6 .0 22.1 C 76.4 3087.4 3186.0 184.2 2.8 1.00 15.0 C 34.2 4116.1 4165.3 33.6 2.8 7 .0 4.4 C 9.1 765.3 778.8 37.4 1.7 1.00 14.7 C 60.6 1020.3 1095.6 74.7 1.7 90 4 .0 12.8 C 9.4 6366.4 6388.5 7.7 2.6 1.00 24.1 C 94.5 4774.2 4892.7 225.6 2.6 5 .0 7.2 C 58.1 3906.3 3971.6 74.8 0.5 1.00 6.1 C 39.3 2929.3 2974.8 68.4 0.5 6 .0 16.1 C 20.2 4116.1 4152.3 33.5 2.2 1.00 20.8 C 109.1 3086.7 3216.5 184.4 2.2 7 .0 13.3 C 53.9 1020.3 1087.5 74.8 0.7 1.00 5.7 C 81.5 765.1 852.3 37.4 0.7 91 4 .0 4.6 T 111.8 4774.2 4890.6 240.9 2.8 1.00 41.5 T 0.0 0.0 41.5 458.7 2.8 5 .0 24.7 C 44.1 2929.3 2998.2 217.9 1.1 1.00 23.7 C 0.0 0.0 23.7 211.4 1.1 6 .0 8.1 C 83.8 3086.6 3178.5 117.2 2.1 1.00 28.8 C 0.0 0.0 28.8 335.1 2.1 7 .0 22.8 C 5.8 765.1 793.7 112.1 0.1 1.00 3.8 C 0.0 0.0 3.8 0.0 0.1 92 4 .0 124.6 C 0.0 0.0 124.6 458.4 4.1 1.00 87.4 C 164.1 4773.1 5024.6 240.5 4.1 5 .0 61.0 C 0.0 0.0 61.0 211.4 4.4 1.00 59.9 C 177.2 2932.1 3169.2 217.9 4.4 6 .0 149.7 C 0.0 0.0 149.7 334.7 1.7 1.00 112.6 C 66.8 3084.2 3263.5 116.9 1.7 7 .0 117.9 C 0.0 0.0 117.9 0.2 2.6 1.00 98.8 C 103.9 768.4 971.0 112.3 2.6 93 4 .0 97.8 C 139.1 4773.1 5010.1 225.2 4.0 1.00 60.7 C 19.6 6361.8 6442.1 7.4 4.0 5 .0 65.2 C 196.3 2932.1 3193.7 68.4 4.8 1.00 64.1 C 3.3 3910.4 3977.8 74.9 4.8 6 .0 126.2 C 33.5 3084.2 3244.0 184.0 1.3 1.00 89.1 C 20.2 4109.7 4218.9 33.9 1.3 7 .0 109.9 C 134.2 768.4 1012.5 37.2 3.1 1.00 90.8 C 12.0 1026.4 1129.3 75.0 3.1 94 4 .0 73.6 C 4.7 6361.8 6440.1 7.6 2.8 1.00 36.7 C 117.7 4771.8 4926.2 225.4 2.8 5 .0 67.4 C 22.9 3910.4 4000.7 75.0 3.8 1.00 66.3 C 129.9 2931.3 3127.5 68.5 3.8 C:\Documents and Settings\LARRYD.DO.MAIN\Desktop\BACKUP 9 22\Standard Engineering\STAAD Models\230 STARS CATHEDRAL\12. Thursday, November 18, 2004, 09:18 AM 4 MODULAR GREAT ROOM 12LW 22 BY 21 5HB3 -- PAGE NO. 56 MMR STRZSSZS --------------- ALL UNITS ARE POUN/SQ INCH MEMS LD SECT AXIAL BEND-Y BEND-Z COMBINED SHZAR-Y SHEAR-Z 6 .0 104.0 C 15.9 4109.7 4229.6 33.7 0.8 1.00 67.2 C 46.5 3083.4 3197.0 184.1 0.8 7 .0 100.9 C 25.0 1026.4 1152.4 75.0 2.6 1.00 82.0 C 77.4 768.2 927.5 37.2 2.6 95 4 .0 50.2 C 174.6 4771.7 4996.4 240.7 4.4 1.00 13.3 C 0.0 0.0 13.3 458.6 4.4 5 .0 69.5 C 239.6 2931.3 3240.3 218.0 6.0 1.00 68.4 C 0.0 0.0 68.4 211.6 6.0 6 .0 82.7 C 45.4 3083.3 3211.4 117.0 1.1 1.00 45.8 C 0.0 0.0 45.8 334.9 1.1 7 .0 92.3 C 161.7 768.2 1022.1 112.4 4.0 1.00 73.3 C 0.0 0.0 73.3 0.2 4.0 96 4 .0 124.6 C 0.0 0.0 124.6 458.4 4.1 1.00 87.4 C 164.1 4773.1 5024.6 240.5 4.1 5 .0 46.9 T 0.0 0.0 46.9 211.3 0.0 1.00 48.0 T 1.9 2929.7 2979.6 217.7 0.0 6 .0 95.7 C 0.0 0.0 95.7 334.8 3.9 1.00 58.6 C 156.3 3085.4 3300.3 117.0 3.9 7 .0 10.0 C 0.0 0.0 10.0 0.0 1.9 1.00 9.1 C 75.2 766.0 850.3 112.2 1.9 97 4 .0 97.8 C 139.1 4773.1 5010.1 225.2 4.0 1.00 60.7 C 19.6 6361.8 6442.1 7.4 4.0 5 .0 21.8 T 18.6 2929.7 2970.1 68.2 0.0 1.00 22.9 T 20.2 3905.6 3948.6 74.7 0.0 6 .0 82.7 C 122.4 3085.4 3290.6 184.1 3.8 1.00 45.6 C 28.6 4112.1 4186.3 33.8 3.8 7 .0 22.9 C 43.5 766.0 832.4 37.4 1.8 1.00 3.8 C 29.0 1021.6 1054.4 74.8 1.8 98 4 .0 73.6 C 4.7 6361.8 6440.1 7.6 2.8 1.00 36.7 C 117.7 4771.8 4926.2 225.4 2.8 5 .0 4.0 C 19.9 3905.5 3929.4 74.8 0.3 1.00 2.9 C 9.3 2928.9 2941.1 68.3 0.3 6 .0 72.3 C 14.4 4112.1 4198.9 33.6 2.5 1.00 35.5 C 116.1 3084.6 3236.2 184.2 2.5 7 .0 37.5 C 22.0 1021.6 1081.2 74.8 1.0 1.00 18.6 C 61.9 765.7 846.2 37.3 1.0 99 4 .0 50.2 C 174.6 4771.7 4996.4 240.7 4.4 1.00 13.3 C 0.0 0.0 13.3 458.6 4.4 5 .0 30.6 C 28.6 2928.9 2988.1 217.8 0.7 1.00 29.5 C 0.0 0.0 29.5 211.4 0.7 6 .0 63.2 C 150.9 3084.5 3298.7 117.1 3.8 1.00 26.4 C 0.0 0.0 26.4 334.9 3.8 7 .0 53.5 C 49.3 765.7 868.5 112.2 1.2 1.00 34.5 C 0.0 0.0 34.5 0.0 1.2 C:\Documents and Settings\LARRYD.DOMAIN\Desktop\BACKUP 9 22\Standard Engineering\STAAD Models\230 STARS CATHEDRAL\12. Thursday, November 18, 2004, 09:18 AM 4 MODULAR GREAT ROOM 12LW 22 BY 21 5HB3 -- PAGE NO. 57 MMER STRESSES --------------- ALL UNITS ARE POUN/SQ INCH MEMB LD SECT AXIAL BEND-Y BEND-Z C04BINED SHEAR-Y SHEAR-Z 100 4 .0 18.6 C 0.0 0.0 18.6 86.5 2.1 1.00 18.6 C 83.1 305.7 407.3 131.3 2.1 5 .0 0.6 C 0.0 0.0 0.6 2.6 2.9 1.00 0.6 C 114.0 9.1 123.6 3.9 2.9 6 .0 18.6 C 0.0 0.0 18.6 86.5 0.5 1.00 18.6 C 21.6 305.7 345.8 131.3 0.5 7 .0 9.6 C 0.0 0.0 9.6 44.6 1.9 1.00 9.6 C 77.0 157.4 243.9 67.6 1.9 101 4 .0 18.6 C 105.0 305.6 429.2 114.9 3.7 1.00 18.6 C 44.9 223.5 286.9 102.9 3.7 5 .0 0.6 C 132.8 9.1 142.4 3.4 4.3 1.00 0.6 C 38.5 6.6 45.6 3.0 4.3 6 .0 18.6 C 33.0 305.7 357.2 114.9 1.4 1.00 18.6 C 23.4 223.5 265.4 102.9 1.4 7 .0 9.6 C 85.9 157.4 252.8 59.2 2.6 1.00 9.6 C 18.3 115.0 142.9 53.0 2.6 102 4 .0 18.4 C 38.6 223.4 280.4 102.9 0.1 1.00 18.4 C 33.2 305.4 357.0 114.9 0.1 5 .0 0.5 C 30.8 6.6 38.0 3.1 0.3 1.00 0.5 C 41.2 9.1 50.8 3.4 0.3 6 .0 18.4 C 21.2 223.4 263.1 102.9 0.3 1.00 18.4 C 10.8 305.4 334.6 114.9 0.3 7 .0 9.5 C 13.5 115.0 138.0 53.0 0.3 1.00 9.5 C 26.4 157.2 193.1 59.2 0.3 103 4 .0 18.4 C 52.0 305.4 375.9 131.3 1.3 1.00 18.4 C 0.0 0.0 18.4 86.5 1.3 5 .0 0.5 C 56.2 9.0 65.8 3.9 1.4 1.00 0.5 C 0.0 0.0 0.5 2.6 1.4 6 .0 18.4 C 21.2 305.4 345.0 131.3 0.5 1.00 18.4 C 0.0 0.0 18.4 86.5 0.5 7 .0 9.5 C 32.9 157.2 199.6 67.6 0.8 1.00 9.5 C 0.0 0.0 9.5 44.6 0.8 104 4 .0 18.6 C 0.0 0.0 18.6 86.5 2.1 1.00 18.6 C 83.1 305.7 407.3 131.3 2.1 5 .0 0.6 C 0.0 0.0 0.6 2.6 0.0 1.00 0.6 C 1.9 9.1 11.5 3.9 0.0 6 .0 18.6 C 0.0 0.0 18.6 86.5 1.9 1.00 18.6 C 77.6 305.7 401.9 131.3 1.9 7 .0 9.6 C 0.0 0.0 9.6 44.6 0.9 1.00 9.6 C 35.1 157.4 202.1 67.6 0.9 105 4 .0 18.6 C 105.0 305.6 429.2 114.9 3.7 1.00 18.6 C 44.9 223.5 286.9 102.9 3.7 5 .0 0.6 C 12.1 9.1 21.8 3.4 0.8 1.00 0.6 C 20.9 6.6 28.1 3.0 0.8 C:\Documents and Settings\LARRYD.DOMAIN\Desktop\BACKUP 9 22\Standard Engineering\STAAD Models\230 STARS CATHEDRAL\12. Thursday, November 18, 2004, 09:18 AM 4 MODULAR GREAT ROOM 12LW 22 BY 21 5HB3 -- PAGE NO. 58 SER STRESSES --------------- ALL UNITS ARE POUN/SQ INCH bMM LD SECT AXIAL BEND-Y SEND-Z CCHBINED SHEAR-Y SHEAR-Z 6 .0 18.6 C 93.3 305.7 417.5 114.9 3.1 1.00 18.6 C 32.2 223.5 274.2 102.9 3.1 7 .0 9.6 C 34.8 157.4 201.7 59.2 0.9 1.00 9.6 C 0.8 115.0 125.3 53.0 0.9 106 4 .0 18.4 C 38.6 223.4 280.4 102.9 0.1 1.00 18.4 C 33.2 305.4 357.0 114.9 0.1 5 .0 0.5 C 22.5 6.6 29.7 3.1 0.8 1.00 0.5 C 9.7 9.1 19.3 3.4 0.8 6 .0 18.4 C 25.4 223.4 267.2 102.9 0.3 1.00 18.4 C 36.2 305.4 360.0 114.9 0.3 7 .0 9.5 C 5.2 115.0 129.7 53.0 0.7 1.00 9.5 C 24.4 157.2 191.1 59.2 0.7 107 4 .0 18.4 C 52.0 305.4 375.9 131.3 1.3 1.00 18.4 C 0.0 0.0 18.4 86.5 1.3 5 .0 0.5 C 1.4 9.0 10.9 3.9 0.0 1.00 0.5 C 0.0 0.0 0.5 2.6 0.0 6 .0 18.4 C 48.6 305.4 372.4 131.3 1.2 1.00 18.4 C 0.0 0.0 18.4 86.5 1.2 7 .0 9.5 C 21.9 157.2 188.6 67.6 0.5 1.00 9.5 C 0.0 0.0 9.5 44.6 0.5 108 4 .0 29.1 C 0.0 0.0 29.1 3610.5 0.0 1.00 29.1 C 0.0 7527.4 7556.5 3590.0 0.0 5 .0 180.6 C 0.0 0.0 180.6 2359.6 15.1 1.00 180.6 C 468.5 4954.7 5603.8 2380.0 15.1 6 .0 117.9 C 0.0 0.0 117.9 2233.5 7.6 1.00 117.9 C 234.2 4648.3 5000.5 2213.0 7.6 7 .0 193.6 C 0.0 0.0 193.6 751.5 15.1 1.00 193.6 C 468.5 1592.7 2254.8 772.0 15.1 109 4 .0 104.8 C 0.0 7508.0 7612.8 2404.5 0.0 1.00 104.8 C 0.0 12513.9 12618.8 2384.1 0.0 5 .0 129.6 C 329.1 4941.7 5400.4 1521.6 7.3 1.00 129.6 C 101.4 8144.5 8375.5 1542.1 7.3 6 .0 164.1 C 164.5 4636.5 4965.1 1511.1 3.7 1.00 164.1 C 50.7 7774.4 7989.2 1490.6 3.7 7 .0 176.4 C 329.1 1588.3 2093.9 452.0 7.3 1.00 176.4 C 101.4 2554.8 2832.7 472.5 7.3 110 4 .0 153.8 C 0.0 12503.7 12657.5 1114.1 0.0 1.00 153.8 C 0.0 14811.6 14965.4 1093.6 0.0 5 .0 94.3 C 19.1 8137.3 8250.7 761.9 17.8 1.00 94.3 C 569.9 9751.7 10415.9 782.4 17.8 6 .0 192.7 C 9.5 7768.3 7970.6 668.9 8.9 1.00 192.7 C 284.9 9145.5 9623.1 648.4 8.9 7 .0 163.0 C 19.1 2552.2 2734.3 269.1 17.8 1.00 163.0 C 569.9 3136.2 3869.1 289.6 17.8 C:\Documents and Settings\LARRYD.DO.MAIN\Desktop\BACKUP 9 22\Standard Engineering\STAAD Models\230 STARS CATHEDRAL\12. Thursday, November 18, 2004, 09:18 AM 4 MODULAR GREAT ROOM 12LW 22 BY 21 5HB3 -- PAGE NO. 59 Idnew STRESSES --------------- ALL UNITS ARE POUN/SQ INCH HEMB LD SECT AXIAL BEND-Y BEND-Z comBINED SHEAR-Y SHEAR-Z 111 4 .0 171.5 C 0.0 14807.9 14979.5 60.3 0.0 1.00 171.5 C 0.0 14912.7 15084.2 39.9 0.0 5 .0 76.3 C 524.3 9748.3 10348.9 20.9 14.6 1.00 76.3 C 71.8 9726.1 9874.2 0.4 14.6 6 .0 200.5 C 262.1 9143.7 9606.3 63.2 7.3 1.00 200.5 C 35.9 9254.4 9490.8 42.7 7.3 7 .0 152.9 C 524.3 3134.5 3811.6 43.5 14.6 1.00 152.9 C 71.8 3065.0 3289.7 23.0 14.6 112 4 .0 155.6 C 0.0 14916.0 15071.6 1199.9 0.0 1.00 155.6 C 0.0 12386.0 12541.6 1220.3 0.0 5 .0 74.8 C 59.3 9726.4 9860.5 761.2 15.4 1.00 74.8 C 535.4 8156.4 8766.6 740.7 15.4 6 .0 184.7 C 29.7 9257.3 9471.7 760.1 7.7 1.00 184.7 C 267.7 7646.8 8099.2 780.5 7.7 7 .0 144.3 C 59.3 3063.9 3267.5 220.5 15.4 1.00 144.3 C 535.4 2624.4 3304.0 200.0 15.4 113 4 .0 108.5 C 0.0 12395.8 12504.3 2278.9 0.0 1.00 108.5 C 0.0 7609.7 7718.2 2299.4 0.0 5 .0 83.6 C 557.0 8159.5 8800.1 1561.0 18.3 1.00 83.6 C 9.3 4917.2 5010.1 1540.5 18.3 6 .0 144.5 C 278.5 7654.6 8077.6 1381.2 9.1 1.00 144.5 C 4.6 4745.4 4894.6 1401.7 9.1 7 .0 132.1 C 557.0 2623.1 3312.1 538.8 18.3 1.00 132.1 C 9.3 1518.0 1659.4 518.3 18.3 114 4 .0 35.1 C 0.0 7628.7 7663.8 3638.5 0.0 1.00 35.1 C 0.0 0.0 35.1 3659.0 0.0 5 .0 94.3 C 69.1 4923.2 5086.5 2364.9 2.2 1.00 94.3 C 0.0 0.0 94.3 2344.5 2.2 6 .0 80.3 C 34.5 4760.5 4875.3 2266.7 1.1 1.00 80.3 C 0.0 0.0 80.3 2287.1 1.1 7 .0 109.9 C 69.1 1515.5 1694.5 735.1 2.2 1.00 109.9 C 0.0 0.0 109.9 714.6 2.2 ************** END OF LATEST ANALYSIS RESULT ************** 155. PRINT SUPPORT REACTION C:\Documents and Settings\LARRYD.DQMAIN\Desktop\BACKUP 9 22\Standard Engineering\STAAD Models\230 STARS CATHEDRAL\12. Thursday, November 18, 2004, 09:18 AM 4 MODULAR GREAT ROOM 12LW 22 BY 21 5HB3 -- PAGE NO. 60 SUPPORT REACTIONS -UNIT POUR INCH STRUCTURE TYPE SPACE ----------------- JOINT LOAD FORCE-X FORCE-Y FORCE-2 mm-X MDS-Y mm Z 1 4 5.27 776.05 -13.91 0.00 0.00 0.00 5 -389.62 -457.53 243.72 0.00 0.00 0.00 6 -189.85 449.28 108.70 0.00 0.00 0.00 7 -387.30 -167.51 237.52 0.00 0.00 0.00 4 4 -5.27 776.05 -13.91 0.00 0.00 0.00 5 -96.89 224.22 244.54 0.00 0.00 0.00 6 -53.40 790.15 109.11 0.00 0.00 0.00 7 -99.21 514.24 238.33 0.00 0.00 0.00 9 4 0.02 2003.56 -2.24 0.00 0.00 0.00 5 -676.19 -729.21 47.97 0.00 0.00 0.00 6 -338.08 1471.83 21.85 0.00 0.00 0.00 7 -676.18 105.44 46.96 0.00 0.00 0.00 12 4 -0.02 2003.56 -2.24 0.00 0.00 0.00 5 0.00 -955.73 49.56 0.00 0.00 0.00 6 -0.01 1358.58 22.65 0.00 0.00 0.00 7 0.00 -121.07 48.55 0.00 0.00 0.00 17 4 0.02 1910.68 -8.76 0.00 0.00 0.00 5 -676.20 -671.75 12.19 0.00 0.00 0.00 6 -338.08 1412.43 -2.24 0.00 0.00 0.00 7 -676.19 121.21 8.24 0.00 0.00 0.00 20 4 -0.02 1910.68 -8.76 0.00 0.00 0.00 5 0.01 -909.82 12.50 0.00 0.00 0.00 6 -0.02 1293.40 -2.08 0.00 0.00 0.00 7 0.00 -116.86 8.55 0.00 0.00 0.00 25 4 0.01 1484.83 2.95 0.00 0.00 0.00 5 -507.14 -534.92 1.30 0.00 0.00 0.00 6 -253.56 1090.92 3.39 0.00 0.00 0.00 7 -507.14 81.04 2.56 0.00 0.00 0.00 28 4 -0.01 1484.83 2.95 0.00 0.00 0.00 5 0.01 -697.76 0.99 0.00 0.00 0.00 6 -0.01 1009.50 3.23 0.00 0.00 0.00 7 0.00 -81.79 2.25 0.00 0.00 0.00 31 4 -0.01 5.45 -4.54 0.00 0.00 0.00 5 -48.52 9.06 2.85 0.00 0.00 0.00 6 -24.27 6.33 -2.94 0.00 0.00 0.00 7 -48.52 8.14 0.75 0.00 0.00 0.00 32 4 0.01 29.40 17.32 0.00 0.00 0.00 5 -169.06 25.21 -7.68 0.00 0.00 0.00 6 -84.52 28.80 12.63 0.00 0.00 0.00 7 -169.05 26.70 0.14 0.00 0.00 0.00 33 4 188.20 126.04 35.65 0.00 0.00 0.00 5 -331.84 -33.99 296.04 0.00 0.00 0.00 6 12.85 95.79 181.79 0.00 0.00 0.00 7 -247.17 15.77 311.99 0.00 0.00 0.00 34 4 0.01 5.45 -4.54 0.00 0.00 0.00 5 0.00 9.10 2.53 0.00 0.00 0.00 6 0.01 6.35 -3.10 0.00 0.00 0.00 7 0.00 8.18 0.44 0.00 0.00 0.00 C:\Documents and Settings\LARRYD.DOMAIN\Desktop\BACKUP 9 22\Standard Engineering\STAAD Models\230 STARS CATHEDRAL\12. Thursday, November 18, 2004, 09:18 AM 4 MODULAR GREAT ROOM 12LW 22 BY 21 5HB3 -- PAGE NO. 61 SUPPORT REACTIONS -UNIT POUN INCH STRUCTURE TYPE = SPACE ----------------- JOINT LOAD FORCZ-X FORCE-Y FORCE-Z MOM-X MOM-Y HM Z 35 4 -0.01 29.40 17.32 0.00 0.00 0.00 5 0.01 25.19 -6.83 0.00 0.00 0.00 6 -0.01 28.79 13.06 0.00 0.00 0.00 7 0.00 26.68 0.98 0.00 0.00 0.00 36 4 -188.20 126.04 35.65 0.00 0.00 0.00 5 14.57 21.84 886.86 0.00 0.00 0.00 6 -171.49 123.71 477.20 0.00 0.00 0.00 7 -70.10 71.61 902.80 0.00 0.00 0.00 37 4 11.80 1276.95 -0.01 0.00 0.00 0.00 5 -291.32 -208.16 689.53 0.00 0.00 0.00 6 -134.50 1046.98 344.75 0.00 0.00 0.00 7 -286.06 304.42 689.53 0.00 0.00 0.00 40 4 -11.80 1276.95 -0.01 0.00 0.00 0.00 5 -220.73 -98.47 689.53 0.00 0.00 0.00 6 -121.53 1101.83 344.76 0.00 0.00 0.00 7 -226.00 414.12 689.53 0.00 0.00 0.00 43 4 0.00 5920.41 -0.03 0.00 0.00 0.00 5 -224.17 -3374.10 821.09 0.00 0.00 0.00 6 -112.09 3834.40 410.52 0.00 0.00 0.00 7 -224.17 -812.86 821.07 0.00 0.00 0.00 95 4 0.00 4947.46 -50.28 0.00 0.00 0.00 5 -217.71 -3139.80 1463.06 0.00 0.00 0.00 6 -108.86 3114.13 684.09 0.00 0.00 0.00 7 -217.71 -929.50 1440.77 0.00 0.00 0.00 96 4 247.07 478.38 -9.94 0.00 0.00 0.00 5 -304.83 -232.41 21.81 0.00 0.00 0.00 6 81.70 345.02 1.48 0.00 0.00 0.00 7 -194.25 -10.38 17.35 0.00 0.00 0.00 97 4 -247.07 478.38 -9.94 0.00 0.00 0.00 5 10.37 -129.78 16.62 0.00 0.00 0.00 6 -228.93 396.33 -1.11 0.00 0.00 0.00 7 -100.22 92.26 12.16 0.00 0.00 0.00 98 4 237.99 549.92 3.35 0.00 0.00 0.00 5 -322.93 -236.94 5.64 0.00 0.00 0.00 6 63.16 413.04 6.00 0.00 0.00 0.00 7 -217.29 19.61 7.14 0.00 0.00 0.00 99 4 221.15 543.11 5.28 0.00 0.00 0.00 5 -302.66 -229.01 2.94 0.00 0.00 0.00 6 57.35 410.54 6.48 0.00 0.00 0.00 7 -204.55 24.48 5.31 0.00 0.00 0.00 100 4 -237.99 549.92 3.35 0.00 0.00 0.00 5 10.47 -127.64 10.43 0.00 0.00 0.00 6 -219.39 467.69 8.39 0.00 0.00 0.00 7 -95.16 128.91 11.93 0.00 0.00 0.00 101 4 -221.15 543.11 5.28 0.00 0.00 0.00 5 11.11 -127.77 7.45 0.00 0.00 0.00 6 -203.13 461.16 8.73 0.00 0.00 0.00 7 -87.01 125.72 9.81 0.00 0.00 0.00 C:\Documents and Settings\LARRYD.DOMAIN\Desktop\BACKUP 9 22\Standard Engineering\STAAD Models\230 STARS CATHEDRAL\12. Thursday, November 18, 2004, 09:18 AM 4 MODULAR GREAT ROOM 12LW 22 BY 21 5HB3 -- PAGE NO. 62 SUPPORT REACTIONS -UNIT POUN INCH STRUCTURE TYPE = SPACE ----------------- JOINT LOAD FORCE-X FORCE-Y FORCE-Z NM_x MOM-Y MOM Z ************** END OF LATEST ANALYSIS RESULT ************** 156. 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Side, Y (in). 1.958 6= 11.8-0.083(b/t) = 7999 psi Torsional Constant, J (in4): 3.672 SPEC 3.4.18 6= 12500 = 12500 psi SPEC 3.4.20 MEMBER CONSTANTS 6= 6.7-.027(h/t) = 5145 psi KL/r= 75.10 2 EDGE b/t= 45.79 SHEAR h/t = 57.60 Lb/ry= 75.10 MAXIMUM ALLOWABLE STRESSES Lbl11/(0.5*Y*(ly*J)^0.5)= 89.51 TENSION = 9500 psi N N COMPRESSION: = 6121 psi o I BENDING: = 7999 psi lui SHEAR = 5145 psi i C n 0.078 vi N m 7 ALL BARS OKAY BY INSPECTION --1.984 --�-i�—1.590 3.574 N L9 O O <.D Ln 0.078 `n m Ln 1 384 1 .590 3.574 ---------------- REGIONS ---------------- Area: 1.8762 Perimeter: 54,6695 Bounding box: X: -1.9836 -- 2,2152 Y: -1,9884 -- 2.2111 Centroid: X: 0.0000 Y: 0,0000 Moments of inertia: X: 3,0723 Y: 3,0661 Product of inertia: XY: -0.6028 Radii of gyration: X: 1,2797 Y: 1.2783 Principal moments and X-Y directions about centroid: I: 2.4664 along [0,7053 -0,70891 J: 3,6720 along E0,7089 0,70531 ALLOY N0. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6063-T5, 6005-T5 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.078, 0.062 1 HOLBROOK, NEW YORK 11741 WALL 2 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 SCALEL DRAWINGS SCALE i "_ DRAWN BY LJD DWG. L N - N APPROVED DATE 08-08-03 7C9-7NFJ 6 TOLERANCES fJCµM.1YxGri.:a'>4'!'Entiitr�uM.vLO.0 Menu{acturcr SOB: .230 SUN AND STARS:CATHEDRAL DESIGN II III SHEET NO: 2 OF: 32 . CALCULATED BY: Lawrence Duffy DATE: 10/30/2003 CHECKED BY: Surya Lamsal DATE: 10/30/2003 outdoor Liaing...Tnndoors`ij'� STAMPED BY: Lawrence Fischer DATE: 10/30/2003 -.rr U LT RA At a f L C i......-.•r.i`„,: LITE H COLUMNS WITH WINDOW JAMBS (7111-7NFJ) ALLOY:6005-T5 INPUTS Allowable Stresses for Building Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L (in): 107.000 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*L/r)"2 = 2348 psi Corresponding Thickness, t (in): 0.050 SPEC 3.4.9 Unbraced Length, Lb (in): 107.000 C; = 23.1-0.25(b/t) = 17430 psi Radius of Gyration, ry(in): 0.726 SPEC 3.4.16 Moment of Inertia, Strong Axis(in4): 1.089 6= 27.3-0.29(b/t) = 20723 psi Moment of Inertia,Weak Axis (in4): 0.601 SPEC 3.4.18 Centroid to Outer Fiber Comp. Side, Y (in):; 1.596 a = 28000 = 28000 psi Torsional Constant, J (in4): 1.089 SPEC 3.4.20 a= 15.6-.099(h/t) = 9652 psi MEMBER CONSTANTS KL/r= 147.38 2 EDGE b/t= 22.68 SHEAR h/t= 60.08 Lb/ry= 147.38 LbIX/(0.5*Y*(ly*J)^0.5)= 73.96 MAXIMUM ALLOWABLE STRESSES TENSION = 19000 psi 0.050 COMPRESSION: = 2348 psi O.OG2 BENDING: = 19000 psi m SHEAR= 9652 psi 1 � o J ri �O ALL BARS OKAY BY INSPECTION = 1 1 0.881 0.944 1.625 —� 0.050 0.062 m Ln O O m 0 --FL� r 0.881 0.544 - 1 .825 ---------------- REGIONS ---------------- Area: 1,1393 Perimeter: 40.4717 Bounding box: X: -1.5203 -- 1.5548 Y: -1,4198 -- 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 directions about centroid: I: 0.6005 along [0,0044 -1,00001 J: 1.0886 along [1,0000 0,00441 NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TE PER 6105-T5, 6005-T5 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. 5328B, 4582 4 LITE H COLUMNS PART N0. 7*111,7NFJ 5 DO NOT SCALE DRAWINGS SCALE 1 „=i DRAWN BY LJD DWG. 6 ITOLERANCES + N - N APPROVED DATE 08-08-03 71 1 1 U-7NFJ Nctr ar a;pro„tee „ bo raa {aatu.a JOB: 230 SUN AND STARS: CATHEDRAL DESIGN 1 r j SHEET NO: 3 OF: 32 CALCULATED BY: Lawrence Duffy DATE: 10/30/2003 o CHECKED BY: Surya Lamsal DATE: 10/30/2003 Outdoor Living...Indoori"V'k STAMPED BY: Lawrence Fischer DATE: 10/30/2003 ELECTRIC H COLUMN WITH WINDOW JAMBS (7145 7NFJ) ALLOY: 6005-T5, 6005-T5 INPUTS Allowable Stresses for Buildinq Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L (in): 107.000 6= 19000 psi Radius of Gyration, r (in): 1.035 SPEC 3.4.2 1 EDGE Width of Section, b (in): 0.612 a= 19000 psi Corresponding Thickness, t (in): 0.053 SPEC 3.4.7 2 EDGE Width of Section, b (in): 2.366 6= 51000/(k*Ur)^2 = 4775 psi Corresponding Thickness, t (in): 0.066 SPEC 3.4.8 SHEAR Height of Section, h (in): 3.045 a = 154/(b/t) = 13307 psi Corresponding Thickness, t (in): 0.065 SPEC 3.4.9 Unbraced Length, Lb (in): 107.000 6= 490/(b/t) = 13669 psi Radius of Gyration, ry(in): 1.640 SPEC 3.4.14 Moment of Inertia, Strong Axis(in4): 4.381 a = 21000 = 21000 psi Moment of Inertia, Weak Axis (in4): 1.747 SPEC 3.4.15 Centroid to x-axis,Y, comp. side (in): - 1.796 a = 183/(b/t) = 15813 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= 103.35 6= 40.5-1.41(b/t) = 24182 psi 1 EDGE b/t= 11.57 SPEC 3.4.18 2 EDGE b/t= 35.85 a= 28000 = 28000 psi SHEAR h/t= 46.85 SPEC 3.4.20 Lb/ry= 65.26 6= 15.6-.099(h/t) = 10962 psi Lblx/(0.5*Y*(ly*J)^0.5)= 47.51 1 O.OG2l MAXIMUM ALLOWABLE STRESSES �—J 0.000 r t` TENSION = 19000 psi COMPRESSION: = 4775 psi BENDING: = 15813 psi - N SHEAR= 10962 psi r �� 2.05G I 2.058 ALL BARS OKAY BY INSPECTION 4.114 0.062 ---►- 0.000 n m Ln 0 m m CV 2.056 2.058 4. 1 14 - ---------------- 4---------------- REGIONS ---------------- Area: 1,6297 Perimeter: 50,9679 Bounding box: X: -2.6815 -- 2,6828 Y: -1.2666 -- 1,7956 Centroid; X: 0,0000 Y: 0.0000 Moments of inertia: X: 1.7468 Y:, 4.3809 Product of inertia: XY: 0.0017 Radii of gyration: X: 1.0353 Y: 1,6396 Principal moments and X-Y directions about centroid: I: 1,7468 along [10000 0,00071 J 4,3809 along C-0,0007 1.0000 ALLOY NO. REVISION BY g FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6015-T5, 1111-T5 1 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.066, 0.062 HOLBROOK, NEW YORK 11741 WALL 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH ry 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 ITOLERANCES + N - N APPROVED . DATE 08-08-03 7145-7NFJ NC hR'+LrC.A:S4'rL a+Cr�:iwrnmxl-1G. {acuYe- SOB: 230 SUN AND STARS:CATHEDRAL DESIGN SHEET NO: 4 OF: 32 CALCULATED BY: Lawrence Duffy DATE: 10/30/2003 ~" CHECKED BY: Surya Lamsal DATE: 10/30/2003 outdoor Living...Indoors i)'�' STAMPED BY: Lawrence Fischer DATE: 10/30/2003 ,. U LT 11A vRAmu •L C c,. ELECTRIC H COLUMN WITH 713P 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): 130.000 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 a= 51000/(k*L/r)^2 = 5203 psi Corresponding Thickness, t (in): 0.130 SPEC 3.4.8 SHEAR Height of Section, h (in): 4.090 a= 154/(b/t) = 13307 psi Corresponding Thickness, t (in): 0.130 SPEC 3.4.9 Unbraced Length, Lb (in): 130.000 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 a = 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 a= 183/(b/t) = 15813 psi Torsional Constant, J (in4): 5.848 SPEC 3.4.16 a = 27.3-0.29(b/t) = 20228 psi MEMBER CONSTANTS SPEC 3.4.17 KL/r= 99.01 a= 40.5-1.41(b/t) = 24182 psi 1 EDGE b/t= 11.57 SPEC 3.4.18 2 EDGE b/t= 24.38 a= 28000 = 28000 psi SHEAR h/t= 31.46 SPEC 3.4.20 Lb/ry= 96.80 Cr= 11000 = 11000 psi LbIX/(0.5*Y*(ly*J)^0.5)= 108.21 0.130 MAXIMUM ALLOWABLE STRESSES TENSION = 19000 psi 0.062 " 0.066 � COMPRESSION: = 5203 psi BENDING: = 15813 psi J f SHEAR= 11000 psi L ------------- V 2.056 ► 2.058 4.114 0. 1 30 N N 0.066 0 m 0 N 2.056 — 2.058 4. 1 14 ---------------- REGIONS ---------------- Area: 3.243 sq in 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 1.0001 REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. ALLOY R 6005-T3, 6005-Tr N,,. R 5005 VETERANS MEMORIAL HIGHWAY TYPICAL O.066, 0.062 �g HOLBROOK, NEW YORK 11.74.1. `VAL L L DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH 1 TITLE SECTION FRCFEI;TIE- DE No. �339^ 4582 J A ELECT FIC H COLUMN WITH BEA PUS ��RT No. x14-5. 78x:; A r- �r r Dh S SCALE " R="N BY LJ :''1rG. J DO NO: S �':I E LiRr `,' :i"1.'JJ �•��_ � _� � Jt.,.4e. -� - h ES + _ P ROVEG tia-c� e3 714- 7B1'-il''4r F JL` r GATE F- -- nicrth.t.crL-a.s trenit5uwvcox r.Wrw{ac.u.e- JOB: 230 SUN AND STARS:CATHEDRAL DESIGN SHEET NO: 5 OF: 32 y CALCULATED BY: Lawrence Duffy DATE: 10/30/2003 CHECKED BY: Surya Lamsal DATE: 10/30/2003 ©utdoor Living...imdoors,'I STAMPED BY: Lawrence Fischer DATE: 10/30/2003 3 IN 12 EAVE WITH WINDOW JAMB (7E3B 7133) ALLOY:6005-T5 INPUTS Allowable Stresses for Building Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L (in): 48.000 6= 19000 psi Radius of Gyration, r (in): 1.260 SPEC 3.4.2 1 EDGE Width of Section, b (in): 0.589 6= 19000 psi Corresponding Thickness, t (in): 0.080 SPEC 3.4.7 2-EDGE Width of Section, b (in): 1.828 6= 20.2-0.126(kUr) = 15400 psi Corresponding Thickness, t (in): 0.080 SPEC 3.4.8 SHEAR Height of Section, h (in): 3.824 a= 23.1-0.79(b/t) = 17284 psi Corresponding Thickness, t (in): 0.080 SPEC 3.4.9 Unbraced Length, Lb (in): 48.000 6= 23.1-0.25(b/t) = 17388 psi Radius of Gyration, ry(in): 1.260 SPEC 3.4.14 Moment of Inertia, Strong Axis (in4):- 2.406 a= 21000 = 21000 psi Moment of Inertia,Weak Axis (in4): 2.271 SPEC 3.4.15 Centroid to Outer Fiber Comp. Side, Y (in): 2.186 PEM = 27.3-0.93(b/t) = 20453 psi Torsional Constant, J (in4): 2.551 SPEC 3.4.16 6= 27.3-0.29(b/t) = 20674 psi MEMBER CONSTANTS KL/r= 38.10 SPEC 3.4.18 6= 28000 = 28000 psi 1 EDGE b/t= 7.36 2 EDGE b/t= 22.85 SPEC 3.4.20 a= 15.6-.099(h/t) = 10868 psi SHEAR h/t= 47.80 Lb/ry 38.10 LbIX/(0.5*Y*(ly*J)^0.5)= 40.26 3.990 2.306 I.654 MAXIMUM ALLOWABLE STRESSES �Tr TENSION = 19000 psi COMPRESSION: = 15400 psi 0.080 � 11 BENDING: = 19000 psi m SHEAR= 10868 psi cv m U o _ o 1.475 3.990 2.304 I .G84 N 0.080 - � N m L9 � O — O LR5�- - 1 .475 I .G8G 3. 141 ____ --- ---- -- ---- REGION ------_-=----- — Area: 1 .430G 561 in Perimeter: 38.5545 in Bounding box: X: -2.3089 -- I .6855 in Y: -2.2336 -- 2.2 1 7G in Centroid: X: 0.0000 in Y: 0.0000 in Moments of inertia: X: 2.404 15q in 5q in Y: 2.2709 5a in sq in Product of inertia: XY: -0.20 10 5q in 50[ in Radii of gyration: X: I .2969 in Y: 1 .2599 in Principal moments (50t in 5q in) and X-Y directions about centroid: I: 2. 1 2G4 along [0.5837 -0.81 201 J: 2.55OG along [0.81 20 0.58371 ALLOY NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEM ER 6005-T5 1 5005 VETERANS MEMORLkL HIGHWAY TYPICAL 0.080; 0.062 G°Y HOLBROOK, NEW YORK 11741 �.LL 2 DESIGNERS AND MANUFACTURES OF FUDR SEASONS SINYUOAiS FINISH 3 TFL jE uT10 PROPERTIES DIE NO, _ I'' 12 E`'`�`E PAR. r �. = , 7133 4 J7 r: . "`r.:i . 5l T3 Aid:: J VWGI T �E^ r: `, nom_ 1 = Jif r:v E� �yJ 5 D0 P`OT ��_E DRAWINGS _ 1�-7 1 = -} A?PROVED DA:f"r. �8—u8—iia Nartk :utri��'.;rrew:iersu.rco+.r.1a:ufp��' JOB: 230 SUN AND STARS: CATHEDRAL DESIGN 1 SHEET NO: 6 OF: 32 i CALCULATED BY: Lawrence Duffy DATE: 10/30/2003 CHECKED BY: Surya Lamsal DATE: 10/30/2003 outdoor Living...Indoors1h STAMPED BY: Lawrence Fischer DATE: 10/30/2003 U LT RA!R♦M i TLC ELECTRIC EAVE (7144 7133) ALLOY:6005-T5 INPUTS Allowable Stresses for Building Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L (in): 48.000 a = 19000 psi Radius of Gyration, r (in): 1.077 SPEC 3.4.2 1 EDGE Width of Section, b (in): 1.669 a = 19000 psi Corresponding Thickness, t (in): 0.070 SPEC 3.4.7 2 EDGE Width of Section, b (in): 1.580 6= 20.2-0.126(kL/r) = 14585 psi Corresponding Thickness, t (in): 0.050 SPEC 3.4.8 SHEAR Height of Section, h (in): 2.733 a= 154/(b/t) = 6459 psi Corresponding Thickness, t (in): 0.050 SPEC 3.4.9 Unbraced Length, Lb (in): 48.000 6= 23.1-0.25(b/t) = 15200 psi Radius of Gyration, ry(in): 1.157 SPEC 3.4.14 Moment of Inertia, Strong Axis (in4): 1.634 6= 21000 = 21000 psi Moment of Inertia, Weak Axis (in4): 1.417 SPEC 3.4.15 Centroid to Outer Fiber Comp. Side, Y (in): 1.505 a- 183/(b/t) = 7675 psi Torsional Constant, J (in4): 1.749 SPEC 3.4.16 6= 27.3-0.29(b/t) = 18136 psi MEMBER CONSTANTS SPEC 3.4.18 KL/r= 44.56 a= 28000 = 28000 psi 1 EDGE b/t= 23.84 SPEC 3.4.20 2 EDGE b/t = 31.60 6= 15.6-.099(h/t) = 10189 psi SHEAR h/t = 54.66 Lb/ry= 41.50 Lbl,,/(0.5*Y (ly*J)^0.5)= 53.49 4.383 MAXIMUM ALLOWABLE STRESSES 2.343 2.040 TENSION = 19000 psi i Q Q COMPRESSION: = 6459 psi o.oso m BENDING: = 7675 psi N SHEAR= 10189 psi 0.055 C N rr N ^rte .405 I 1.746 r 3.151 4.383 2.343 2.040 Ln O Ln 0.060 — �-- - m m i` CV 0.055 N CV 1 .405 1 .74G 3. 151 ---------------- REGIONS ---------------- Area: 1,2216 Perimeter: 39,1609 Bounding box: X -2.3427 -- 2,0403 _ -1, -- 1.5047 Centroid: X: 0,0000 Y: 0,0000 Moments of inertia: X: 1,4174 Y: 1,6338 Product of inertia: XY: -0.1955 Radii of gyration: X: 1.0772 Y: 1,1565 Principal moments and X-Y directions about centroid: I: 1,3021 along [0,8615 -0,50781 J: 1,7490 along 10,5078 0,86151 ALLO N0. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6063-T5, 6005-T5 O 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.060, 0.055 1 HOLBROOK, NEW YORK 11741 WALL 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH 3 TITLE SECTION PROPERTIES DIE NO. - 4 ELECTRIC EAVE PART No. 7*144, 7133 5 DO NOT SCALE DRAWINGS SCALE > DRAWN BY LJD DWG. 6 TOLERANCES + N - N APPROVED DATE 08-0e-03 7*144-7133 racrthaw.c.:a'svre++.�e.s�.wwow.rtaw�{a.urtJOB: 230 SUN AND STARS:CATHEDRAL DESIGN 111 SHEET NO: 7 OF: 32 CALCULATED BY: Lawrence Duffy DATE: 10/30/2003 CHECKED BY: Surya Lamsal DATE: 10/30/2003 outdoor.Living...7ndoori`'Wi, STAMPED BY: Lawrence Fischer DATE: 10/30/2003 -.t. V LIRA/RAM! •L C 5LB3 LITE RAFTER BAR ALLOY:6005-T5 INPUTS Allowable Stresses for Building Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L (in): 150.000 a= 19000 psi Radius of Gyration, r (in): 0.850 SPEC 3.4.2 2 EDGE Width of Section, b (in): 3.485 a= 19000 psi Corresponding Thickness, t (in): 0.100 SPEC 3.4.7 SHEAR Height of Section, h (in): 3.685 Cr= 51000/(k*L/r)"2 = 1637 psi Corresponding Thickness, t (in): 0.100 SPEC 3.4.9 Unbraced Length, Lb (in): 150.000 a- 490/(b/t) = 14060 psi Radius of Gyration, ry(in): 0.850 SPEC 3.4.14 Moment of Inertia, Strong Axis(in4): - 2.289 a = 21000 = 21000 psi Moment of Inertia, Weak Axis (in4): 0.980 SPEC 3.4.18 Centroid to Outer Fiber Comp. Side, Y (in) 1.909 a- 28000 = 28000 psi Torsional Constant, J (in4): 2.289 SPEC 3.4.20 a= 15.6-.099(h/t) = 11952 psi MEMBER CONSTANTS KL/r = 176.53 2 EDGE b/t= 34.85 SHEAR h/t= 36.85 Lb/ry= 176.53 MAXIMUM ALLOWABLE STRESSES Lbl,,/(0.5*Y*(ly*J)^0.5)= 67.24 TENSION = 19000 psi 1.0001 COMPRESSION: = 1637 psi 0.9999 BENDING: = 19000 psi (� I� > SHEAR= 11952 psi 0.1000 o N lD m ALL BARS OKAY BY INSPECTION 0 1 1 1.31 19 1 .0001 0.9999 JF 0. 1000 - 0 . 10000 Ln QD m m 0 m 1 .31 19 ---------------- REGIONS ---------------- Area; 1.3568 Perimeter: 28.4715 Bounding box; X; 1,3121 Y; -1.9094 -- 1,7756 Centroid: X: 0,0000 Y; 0.0000 Moments of inertia: X: 2,2886 Y: 0,9795 Product of inertia; XY; -0.0003 Radii of gyration: X; 1,2987 Y; 0,8497 Principal moments and X-Y directions about centroid; I; 0,9795 along C0,0002 -1,00001 J 2.2886 along E1,0000 0,00021 ALLOY NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6005—T5 1 5005 VETERANS MEMORIAL HIGHWAY APICAL 0.010 HOLBROOK, NEW YORK 11741 FINISH LL 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS 3 TITLE SECTION ,PROPERTIES DIE NO. 4 3- 1 /2" LITE BAR PART NO. 5 DO NOT SCALE DRAWINGS SCALE 1 "=1 " DRAWN BY LJD DWG. 6 TOLERANCES + N N APPROVED DATE 09-18-03 5LB3 Ncrth R.xttrL:A'L PrErxiLr SbtxY�O�x ManufActurEr' SOB: 230 SUN AND STARS:CATHEDRAL DESIGN SHEET NO: 8 OF: 32 CALCULATED BY: Lawrence Duffy DATE: 10/30/2003 CHECKED BY: Surya Lamsal DATE: 10/30/2003 outdoor Living...Indoorsl'(' STAMPED BY: Lawrence Fischer DATE: 10/30/2003 .ry ULTRA PRAM[ !LC r,'� 5HB3 HEAVY RAFTER BAR ALLOY:6005-T5 INPUTS Allowable Stresses for Building Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L (in): 150.000 a= 19000 psi Radius of Gyration, r(in): 0.751 SPEC 3.4.2 2 EDGE Width of Section, b (in): 2.935 6= 19000 psi Corresponding Thickness, t (in): 0.125 SPEC 3.4.7 SHEAR Height of Section, h (in): 3.684 6= 51000/(k*L/r)^2 = 1278 psi Corresponding Thickness, t (in): 0.125 SPEC 3.4.9 Unbraced Length, Lb (in): 150.000 6= 23.1-0.25(b/t) = 17230 psi Radius of Gyration, ry(in): 0.751 SPEC 3.4.14 Moment of Inertia, Strong Axis(in4): - 4.550 6= 21000 = 21000 psi Moment of Inertia, Weak Axis (in4): 1.328 SPEC3.4.16 Centroid to Outer Fiber Comp. Side, Y (in): 1.902 a= 27.3-0.29(b/t) = 20491 psi Torsional Constant, J (in4): 4.550 SPEC 3.4.18 6= 28000 = 28000 psi SPEC 3.4.20 MEMBER CONSTANTS 6= 11000 = 11000 psi KL/r= 199.73 2 EDGE b/t= 23.48 SHEAR h/t= 29.47 Lb/ry= 199.73 Lblx/(0.5*Y*(ly*J)"0.5)= 46.03 r IMUM ALLOWABLE STRESSES 2,0000 ----{ TENSION = 19000 psi -------- COMPRESSION: -fiCOMPRESSION: = 1278 psi N N BENDING: = 19000 psi 0 0.1250 _ SHEAR= 11000 psi m m C r ALL BARS OKAY BY INSPECTION J 1 1 0.9998 1.31 18 2.0000 CV CV 0. 1 250 - Ln cm m Nr 0.9998 1 .31 18 ———————————————— REGIONS ---------------- Area: 2.354 sq in Perimeter: 26.845 in Bounding box: X: —1 .312 -- 1 .312 in Y: —1 .781 -- 1 .904 in _ Centroid: X: 0.000 in Y: 0.000 in Moments of inertia: X: 4.550 sq in sq in Y: 1 .328 sq in sq in Product of inertia: XY: 0.000 sq in sq in Radii of gyration: X: 1 .390 in Y: 0.751 in Principal moments (sq in sq in) and X—Y directions about centroid: I: 1 .328 along [0.000 —1 .000] J: 4.550 along [1 .000 0.000] ALLOY NO. REVISION BYFOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6005-TS 1 0 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 125 fig, HOLBROOK, NEW YORK 11741 WALL 2 C1v DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH O. 3 TITLE SECTION PROPERTIES DIE N 4 3- 1 /2" HEAVY BAR PART N0. 51-1133 5 DO NOT SCALE DRAWINGS SCALE 1 "_ DRAWN BY LD DWG. 6 ITOLERANCES + N - N APPROVED DATE 09-18-03 51-1133 moth A„ „La.,.,m„ltr ,„.,.io„ rw<ufaotuYc SOB: 230 SUN AND STARS:CATHEDRAL DESIGN SHEET NO: 9 OF: 32 1i CALCULATED BY: Lawrence Duffy DATE: 10/30/2003 CHECKED BY: Surya Lamsal DATE: 10/30/2003 outdoor Liv ing...Indoorsll)'. STAMPED BY: Lawrence Fischer DATE: 10/30/2003 .tULTRAf RAM■ •LC 51-135 LITE RAFTER BAR ALLOY:6005-T5 INPUTS Allowable Stresses for Building Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L (in): 150.000 6= 19000 psi Radius of Gyration, r (in): 0.868 SPEC 3.4.2 2 EDGE Width of Section, b (in): 2.151 6= 19000 psi Corresponding Thickness, t (in): 0.100 SPEC 3.4.7 SHEAR Height of Section, h (in): 5.000 a= 51000/(k*L/r)^2 = 1706 psi Corresponding Thickness, t (in): 0.100 SPEC 3.4.9 Unbraced Length, Lb (in): 63.000 6= 23.1-0.25(b/t) = 17724 psi Radius of Gyration, r,,(in): 0.868 SPEC 3.4.14 Moment of Inertia, Strong Axis(in4): 4.729 a- 21000 = 21000 psi Moment of Inertia, Weak Axis (in4): 1.219 SPEC 3.4.16 Centroid to Outer Fiber Comp. Side, Y (in): 2.659 6 = 21000 = 21000 psi Torsional Constant, J (in4): 4.729 SPEC 3.4.18 MEMBER CONSTANTS 6= 28000 = 28000 psi KL/r = 172.89 SPEC 3.4.20 2 EDGE b/t= 21.51 6= 15.6-.099(h/t) = 10650 psi SHEAR h/t= 50.00 Lb/ry 72.61 LbIX/(0.5*Y*(ly*J)^0.5)= 12.22 1.0000 1.0000 MAXIMUM ALLOWABLE STRESSES TENSION = 19000 psi COMPRESSION: = 1706 psi 0.1000 N BENDING: = 19000 psi SHEAR= 10650 psi g O _ o N � ALL BARS OKAY BY INSPECTION 1.3120 1 .0000 --I 1 .0000 m O 'IT 0. 1000 m N O O O O Ln 6� un c9 N 1 .3120 ---------------- REGIONS ---------------- Areal 1.6198 Perimeter: 33.9256 Bounding box- X: -1,3120 -- 1,3120 YI -2,65 -- a.34.ng Centroid: X: 0,0000 Y: 0,0000 Moments of inertia: X: 4.7287 Y: 1,2192 Product of inertia: XY: 0,0001 Radii of gyration X: 1.7086 Y: 0.8676 Principal moments and X-Y directions about centroid: 1: 1,2192 along 10.0000 1.00001 J 4,7287 along 1-1,0000 0,00001 OY N0. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6005—T5 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.010 1 HOLBROOK, NEW YORK 11741 WALL N 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH 3 TITLE SECTION PROPERTIES DIE NO. 7767 4 5" LITE BAR PART N0. 5LI35 5 DO NOT SCALE DRAWINGS SCALE 3/4"=VDRAWN BY LJD DWG_ s TOLERANCES ± N - N APPROVED DATE 09-18-03 51-135 I.Mcrtk•awtri=a• v2vAit•saw.;� +a.•�{acu.c' JOB: 230 SUN AND STARS:CATHEDRAL DESIGN SHEET NO: 10 OF: 32 CALCULATED BY: Lawrence Duffy DATE: 10/30/2003 CHECKED BY: Surya Lamsal DATE: 10/30/2003 outdoor Living...Indoors(J'i STAMPED BY: Lawrence Fischer DATE: 10/30/2003 5C 55 HEAVY RAFTER BAR ALLOY:6005-T5 INPUTS Allowable Stresses for Building Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 150.000 6 = 19000 psi Radius of Gyration, r(in): 0.792 SPEC 3.4.2 2 EDGE Width of Section, b (in): 1.947 6 = 19000 psi Corresponding Thickness, t(in): 0.125 SPEC 3.4.7 SHEAR Height of Section, h (in): 5.000 a = 51000/(k*L/r)^2 = 1422 psi Corresponding Thickness, t (in): 0.125 SPEC 3.4.9 Unbraced Length, Lb (in): 63.000 6 = 23.1-0.25(b/t) = 19207 psi Radius of Gyration, ry(in): 0.792 LS7PEC3.4.14 Moment of Inertia, Strong Axis(in4): _ 8.900 21000 = 21000 psi Moment of Inertia, Weak Axis (in4): 1.664 Centroid to Outer Fiber Comp. Side, Y (in): 2.558 21000 = 21000 psi Torsional Constant, J (in4): 8.900 SPEC 3.4.18 6 = 28000 = 28000 psi SPEC 3.4.20 MEMBER CONSTANTS 6= 15.6-.099(h/t) = 11640 psi KL/r= 189.39 2 EDGE b/t= 15.57 SHEAR h/t= 40.00 Lb/ry= 79.55 LbIX/(0.5*Y*(ly*J)^0.5)= 9.21 MAXIMUM ALLOWABLE STRESSES TENSION = 19000 psi —T COMPRESSION: = 1422 psi U.I�SD N BENDING: = 19000 psi N N SHEAR= 11640 psi 1 0 0 - o Q I ALL BARS OKAY BY INSPECTION N IL I 1.1312� 1 - 2.6240 0,1250 Ln N O O O — O Ln co N 1 .3121 1 .31 19 2.6240 ---------------- REGIONS ---------------- Area: 2.650 sq in Perimeter: 32.658 in Bounding box: X: -1.312 -- 1.312 in Y: -2,442 -- 2,558 in Centroid: X: 0.000 in _ —0 0 in Moments of inertia: X: 8.900 sq in sq in Y: 1,664 sq in sq in Product of inertia Xy: 0,000 sq in sq in Radii of gyration: X: 1,833 in Y: 0,792 in Principal moments (sq in sq in) and X-Y directions about centroid: I: 1,664 along 10,000 1,0001 J: 8.900 along 1-1.000 0,0001 Section Modulus: Sx Top: 3,48 In^3 Sx Botl 3.65 In^3 Sy Left: 1.27 In^3 Sy Rlghti 1.27 in^3 LOY NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TE PER 6005—T5 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.125 1 HOLBROOK, NEW YORK 11741 WALL 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH N 3 TITLE SECTION PROPERTIES DIE N0, 6890 4 5" HEAVY BAR PART N0. 5CB5 5 DO NOT SCALE DRAWINGS SCALE3/4"=l" DRAWN BY LJD DWG. 6 TOLERANCES + N - N APPROVED DATE 08-12-03 5CB5 NtipN e• a m.+ersunow- p Yp "c' JOB: 230 SUN AND STARS: CATHEDRAL DESIGN II II SHEET NO: 11 OF: 32 CALCULATED BY: Lawrence Duffy DATE: 10/30/2003 CHECKED BY: Surya Larnsal DATE: 10/30/2003 Outdoor Living...Indoors'II`r. _ STAMPED BY: Lawrence Fischer DATE: 10/30/2003 „ ULTRAIRAM[ PLC 7T6 TUBE BEAM ALLOY:6005-T5 INPUTS Allowable Stresses for Building Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L (in): 275.000 CT= 19000 psi Radius of Gyration, r (in): 0.916 SPEC 3.4.2 2 EDGE Width of Section, b (in): 6.381 a = 19000 psi Corresponding Thickness, t (in): 0.120 SPEC 3.4.7 SHEAR Height of Section, h (in): 7.130 a = 51000/(k*L/r)^2 = 566 psi Corresponding Thickness, t (in): 0.120 SPEC 3.4.9 Unbraced Length, Lb (in): 275.000 a = 490/(b/t) = 9215 psi Radius of Gyration, ry(in): 0.916 SPEC 3.4.14 Moment of Inertia, Strong Axis(in4): 25.422 a= . 21000 = 21000 psi Moment of Inertia,Weak Axis (in4): 2.771 SPEC 3.4.18 Centroid to Outer Fiber Comp. Side, Y (in): 3.565 a = 40.5-0.27(h/t) = 26143 psi Torsional Constant, J (in4): 25.422 SPEC 3.4.20 a= 15.6-.099(h/t) = 9718 psi MEMBER CONSTANTS KL/r= 300.22 2 EDGE b/t= 53.18 SHEAR h/t= 59.42 Lb/ry= 300.22 LJ,/(0.5*Y*(ly*J)^0.5)= 16.82 MAXIMUM ALLOWABLE STRESSES TENSION = 19000 psi COMPRESSION: = 566 psi BENDING: = 19000 psi SHEAR = 9718 psi i I ALL BARS OKAY BY INSPECTION 10 m O in 0.120- 11.185 .120I.185 2.370 ---------------- REGIONS ---------------- Area: 3.312 sq in Perimeter: 36.021 in Bounding box: X: —1.220 -- 1.220 In Y: —3.565 -- 3.565 in Centrold: X: 0.000 in _ :-0.000 Moments of inertia: X- 25.422 sq in sq in Y: 2.779 sq in sq in Product of inertia: XY: 0.000 sq in sq In Radii of gyration: X: 2.771 in Y: 0.916 in Principal moments (sq in sq In) and X—Y directions about centrold: 1: 2.779 along [0.000 —1.0001 J: 25.422 along [1.000 0.0001 N0. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. ALLOY R 6005-T5 1 5005 VETERANS MEMORIAL HIGHPPAY TYPICAL 0.120 HOLBROOK, NEW YORK 11741 WALL 2 ( DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH 3 TITLE SECTION PROPERTIES DIE NO. 7304 4 7 INCH TUBE BEAM PART NO. 7T8 5 DO NOT SCALE DRAWINGS SCALE 1/2"=1° DRAWN BY LJD DWG. 6 1 ITOLERANCES + N - N APPROVED DATE 08-08-03 7TB NCY:Arwtri,:a's VrLruGr SUKYCow_Ma.tu{a:ur<r Mpg: 230 SUN AND STARS:CATHEDRAL DESIGN SHEET NO: 12 OF: 32 a i CALCULATED BY: Lawrence Duffy DATE: 10/30/2003 CHECKED BY: Surya Lamsal DATE: 10/30/2003 outdoor Living...Indoors O'r STAMPED BY: Lawrence Fischer DATE: 10/30/2003 ., V LT IIA rN JM! PLC .'. ......t. �,` .. 7TB TUBE BEAM WITH CHANNEL INSERT ALLOY:6005-T5 INPUTS Allowable Stresses for Building Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L (in): 240.000 6= 19000 psi Radius of Gyration, r(in): 0.879 SPEC 3.4.2 2 EDGE Width of Section, b (in): 5.625 6= 19000 psi Corresponding Thickness, t (in): 0.300 SPEC 3.4.7 SHEAR Height of Section, h (in): 7.130 Cr= 51000/(k*Ur)^2 = 684 psi Corresponding Thickness, t(in): 0.300 SPEC 3.4.9 Unbraced Length, Lb (in): 240.000 6 = 23.1-0.25(b/t) = 18413 psi Radius of Gyration, ry(in): 0.879 SPEC 3.4.14 Moment of Inertia, Strong Axis(in4): 37.347 a= 21000 = 21000 psi Moment of Inertia, Weak Axis (in4): 4.764 SPEC 3.4.16 Centroid to Outer Fiber Comp. Side, Y (in): 3.474 6= 21000 = 21000 psi Torsional Constant, J (in4): 37.347 SPEC 3.4.18 a = 28000 = 28000 psi MEMBER CONSTANTS SPEC 3.4.20 KUr= 273.07 6= 11000 = 11000 psi 2 EDGE b/t= 18.75 SHEAR h/t = 23.77 Lb/ry= 273.07 Lbl,,/(0.5*Y*(ly*J)"0.5)= 17.63 m m MAXIMUM ALLOWABLE STRESSES TENSION = 19000 psi r COMPRESSION: = 684 psi o.ao BENDING:= 19000 psi SHEAR= 11000 psi I ALL BARS OKAY.BY INSPECTION j r — o C5 TT o.1 88 v 0.120 v ni N r tn lL 1.185 1.185 2.370 ---------------- REGIONS ---------------- Areal 6.1679 Perimeter: 66.4142 Bounding box: XI -1.2200 -- 1.2200 Y: -3.6533 -- 3,4767 Centroid: X: 0,0000 - Y: 0.0000 Moments of inertia: X: 37.3474 Y: 4,7642 Product of inertia: XY: 0,0000 Radii of gyration: X: 2.4607 Y: 0.8789 Principal moments and X-Y directions about centroid: L 4.7642 along 10,0000 -1,00001 J: 37,3474 along 11,0000 0,00001 ALLOY No. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6005—T5 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.120 HOLBROOK, NEW YORK 11741 WALL 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH 3 TITLE SECTION PROPERTIES DIE NO. 7304 4 7" TUBE BEAM WITH STEEL INSERT PART No' 7TB, CN7144 5 DO NOT SCALE DRAWINGS SCALE 1/2"=1" DRAWN BY LJD DWG. 6 ITOLERANCES + N — N APPROVED DATE 08-08-03 7TB-CN7144 ———— COMPOSITE SECTION PROPERTIES ———— n=Ea/Es = 10.1/29 = 0.3483 Effective Moment of Inertia: 3,4228 X: 19.358/.3483 = 55.58 IN'4 Effective Section Modulus: X: 19.358/3.702/.3483 = 15.02 IN-3 Using the effective properties, check the 7,1300 composite as if the entire property was an aluminum property. 3.7072 ———————————————— REGIONS ———————————————— Area: 3.830 Perimeter: 60.252 Bounding box: X: —1 .000 -- 1 .000 Y: —3.707 -- .3.423 Centroid: X: 0.000 - - Y: 0.000 Moments of inertia: X: 19.358 Y: 2.055 Product of inertia: XY: 0.000 Radii of gyration: X: 2.248 Y: 0.733 Principal moments and X—Y directions about centroid: I: 2.055 along [0.000 —1 .0001 J: 19.358 along [1 .000 0.000] ALLOY 10. REVISION BY U FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6005—T5 1 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.120 HOLBROOK, NEW YORK 11741 WALL 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH — 3 TITLE SECTION PROPERTIES DIE NO. 7304 4 7" TB W. STEEL INSERT (EFF. INERTIA) PART NO.7TB, CN7144 5 DO NOT SCALE DRAWINGS SCALE 1/2"=1" DRAWN BY LJD DWG. 6 TOLERANCES + N - N APPROVED DATE 10-16-03 1 713-CN7144-EFF Nartk A✓.1.trizal Prt-'Ur SLt 00w tAR a- cturtr JOB: 230 SUN AND STARS:CATHEDRAL DESIGN �, tq SHEET NO: 13 OF: 32 CALCULATED BY: Lawrence Duffy DATE: 10/30/2003 3 .,, i • ...., ,. CHECKED BY: Surya Lamsal DATE: 10/30/2003 Outdoor Living...Indoors(,'i STAMPED BY: Lawrence Fischer DATE: 10/30/2003 ..N ULTRA FRAME !LC •. •...y� _.. 12LW ALLOY:6063-T6 INPUTS Allowable Stresses for Building Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L (in): 275.000 a= 15000 psi Radius of Gyration, r(in): 0.874 SPEC 3.4.2 2 EDGE Width of Section, b (in): 8.926 a= 15000 psi Corresponding Thickness, t(in): 0.180 SPEC 3.4.7 SHEAR Height of Section, h (in): 12.000 a= 51000/(k*Ur)12 = 515 psi Corresponding Thickness, t(in): 0.180 [E ,SPEC 3.4.9 Unbraced Length, Lb (in): 275.000 6= 410/(b/t) = 8268 psi Radius of Gyration, ry(in): 0.874 SPEC 3.4.14 Moment of Inertia, Strong Axis (in4): 98.560 a= 15000 = 15000 psi Moment of Inertia, Weak Axis (in4): 4.525 SPEC 3.4.18 Centroid to Outer Fiber Comp. Side, Y(in): 6.008 6= 20000 = 20000 psi Torsional Constant, J (in4): 98.560 SPEC 3.4.20 6 = 10.7-.056(h/t) = 6967 psi MEMBER CONSTANTS KUr= 314.83 2 EDGE b/t= 49.59 SHEAR h/t= 66.67 Lb/ry= 314.83 LbI11/(0.5*Y*(ly*J)^0.5)= 4.20 MAXIMUM ALLOWABLE STRESSES TENSION = 15000 psi COMPRESSION: = 515 psi BENDING: = 15000 psi SHEAR= 6967 psi I ALL BARS OKAY BY INSPECTION t I i 3.2500 O m N 0.1800- 0 .1800O 8 O CO N O O tD 1.0000 2.0000 ---------------- REGIONS ---------------- Area, 5.9307 Perimeters 62.0059 Hounding box- Xs -1.6250 -- 1.6250 Y. -6.0082 — 5.9918 Centroldi X. 0.0000 Y. 0.0000 Moments of Inertia, X, 98.5604 Ys 4.5246 Product of Inertia, XY, 0.0003 Radll of gyration, X, 4.0766 Y, 0.6735 Principal moments and X-Y directions about centroid, I, 4.5246 along E0.0000 1.00003 J, 98.5604 along E-1.0000 0.00003 ALLOY N0. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6063-T6 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.180 HOLBROOK, NEW YORK 11741 WALL 2 ±Oo DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH - 3 TITLE SECTION PROPERTIES DIE NO. 4 12 INCH TUBE BEAM PART NO. 12LW 5 DO NOT SCALE DRAWINGS SCALE 1/2"=1" DRAWN 8Y LJD DWG. 6 ITOLERANCES + N - N APPROVED DATE 08-08-03 12LW earth Autrica's toew:er suaoow.r-+aw.{atkrn JOB: 230 SUN AND STARS:CATHEDRAL DESIGN SHEET NO: 14 OF: 32 CALCULATED BY: Lawrence Duffy DATE: 10/30/2003 CHECKED BY: Surya Lamsal DATE: 10/30/2003 Outdoor Living...Indoorsli' STAMPED BY: Lawrence Fischer DATE: 10/30/2003 ..w a Li■A rtwM t PLC >..,.,.-,m'-'�— SILL (7CS)TO FOUNDATION FASTENERS: 2 0.500 "X 3.000 " LAG BOLTS DETAIL ON AT EACH COLUMN AND 16"O.C. Equation Inputs: 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*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)(Ftu1)(C)/ns =( 1.5 - 0.5 )( .055 )( 38 )( 1 )/3= 696.7# Pat =Ns*Pnrnln Aluminum Alloy Structural Values _( 2 )( 696.7 ) = 1393.3# Ftu1: Ultimate Tension of Piece 1 (ksi): 38 Ft,1: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 OUTSIDE INSIDE DF OF ROOM ROOM EXTR'D ALUMINUM CL05ED 51LL(A'7C5) FOUNDATION (BY OThER5) MINIMUM OF(2) 112" FASTENER w/1 112"WA511EP. AT EACI1 COLUMN AND EVERY I G" O.C. ACTUAL DE51GN OF THE5E CONNECTIONS MU5T BE DETERMINED BY OThER5. SIDE VIEW T V DRAWN BY:JP DESCRIPTION:SILL TO FOUNDATION DWG.#:06 DATE:10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: niortii ArurieR's fh e,xie.sur..wn,.na,.0{nceu.er JOB: 230 SUN AND STARS:CATHEDRAL DESIGN SHEET NO: 15 OF: 32 CALCULATED BY: Lawrence Duffy DATE: 10/30/2003 CHECKED BY: Surya Lamsal DATE: 10/30/2003 Outdoor Living..Indoors I t STAMPED BY: Lawrence Fischer DATE: 10/30/2003 SILL TO CORNER COLUMN FASTENERS: 8 0.164 "X 0.500 " TEK SCREWS DETAIL ON Equation Inouts: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-T5 Pns =2(D1)(T1)(Fti1)1nu 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(Ftu2)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 Pno„ =(D2-D1)(T1)(Ftu1)(C)/ns tc,Thread Engagement Depth: 0.062 _( .322 - 0.164 )( .055 )( 38 )( 1 )13= 110.1 # Ns: Number of Screws: 8 Pnot = (Ks)(D1)(tc)(Fty2)/ns 54.8# Pat =Ns*PrImin _( 8 )( 54.8 ) = 438.2 # Aluminum Alloy Structural Values Ftu1: Ultimate Tension of Piece 1 (ksi): 38 Fty1: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 10-01-2003(LJD) Calculations Conform to(AA)ADM2000 CONT. EXTR'D ALUMINUM CL05ED 51LL(A'7C5) BELOW EXTRD ALUMINUM WINDOW JAMB (AT 131 U) #8 x 112"TEK SCREW(H7' 150) EIGHT AT EACH CORNER EXTI 'D ALUMINUM CORNER COLUMN (A`7C9) PLAN VIEW T/V T/V DRAWNBY:JP DESCRIPTION:SILL TO CORNER COLUMN DWG.#:09 DATE:10/2D/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: nrcremAmtriza'stryJOB: 230 SUN AND STARS:CATHEDRAL DESIGN SHEET NO: 16 OF: 32 CALCULATED BY: Lawrence Duffy DATE: 10/30/2003 CHECKED BY: Surya Lamsal DATE: 10/30/2003 Outdoor Living.—Indoors1'j' STAMPED BY: Lawrence Fischer DATE: 10/30/2003 .... V Lf■11►t4M[ ►LC f::rr„ni':y,r8� SILL TO LITE H COLUMN FASTENERS: 6 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)(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): .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*Pnsrn;n D2: Diameter of Head/Washer(in): .322 _( 6 )( 266.3 )= 1597.9 # D1: Nominal Diameter of Fastener(in): 0.164 L: Length of Fasteners (in): 0.500 #8 FASTENER MAXIMUM SHEAR IS 216.5# Asn:Thread Stripping Area of Internal Thread(Per Inch): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pno„ =(D2-D1)(T1)(FtU1)(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)(tc)(Fty2)/ns 96.6# Pat =Ns* Penin _( 6 )( 96.6 ) = 579.7 # Aluminum Alloy Structural Values F1u1: Ultimate Tension of Piece 1 (ksi): 38 Ft,,1:Yield Tension of Piece 1 (ksi): 35 Ftu2: Ultimate Tension of Piece 2(ksi): 38 Ft,,2:Yield Bearing of Piece 2(ksi): 35 MAXIMUM ALLOWABLE LOADS Coeffiecients: SHEAR: 1299.0 # Coeffiecient, Ks= 1.01 TENSION 579.7 # Coeffiecient 2/n= 0.0625 Coeffiecient,4/n= 0.125 UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT REVISION DATE 10-01-2003(LJD) Calculations Conform to(AA)ADM2000 CONT. EXTR'D ALUMINUM CL05ED SILL(A'7C5) BELOW #8 x 1/2"TEK SCREW(H7` 150) 51X AT EACH COLUMN EXTKD ALUMINUM WINDOW JAMB (A7'13 I U) ffYTR'D ALUMINUM h-CHANNEL(AT I 1 1) PLAN VIEW T V DRAWN BY:JP DESCRIPTION:SILL TO LITE H COLUMN DWG.#:07 DATE:10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: nohi,Anuriap's iq e,uiersunroow Ma.ue{netkrer JOB: 230 SUN AND STARS:CATHEDRAL DESIGN SHEET NO: 17 OF: 32 CALCULATED BY: Lawrence Duffy DATE: 10/30/2003 CHECKED BY: Surya Lamsal DATE: 10/30/2003 Out400r Living...Indoors1)', STAMPED BY: Lawrence Fischer DATE: 10/30/2003 U LIN. ...a .LC SILL TO ELECTRIC H COLUMN FASTENERS: 6 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)(Ft„t)/n„ T1:Thickness of Piece 1 (in): .055 _( .164 )( .055 )( 38 )2/2.34= 293.0 # A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(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(Fu2)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* Pnsmin D2: Diameter of HeadNVasher(in): .322 _( 6 )( 293.0 )= 1757.7 # D1: Nominal Diameter of Fastener(in): 0.164 L: Length of Fasteners(in): 0.500 #8 FASTENER MAXIMUM SHEAR IS 216.5# Asn:Thread Stripping Area of Internal Thread (Per Inch): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pno„ =(D2-D1)(T1)(Ftut)(C)/ns 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 F1u2: 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 #8 x 112"TEK SCREW(1-17" 150) 51X AT EACH COLUMN EXTR'D ALUMINUM ELECTRIC H-CHANNEL(A7'145) EXTRD ALUMINUM WINDOW JAMB (AT 131 U) , PLAN VIEW CONT. EXTR'D ALUMINUM CL05ED 51LL(A'7C5) BELOW T V DRAWNBY:JP DESCRIPTION:SILL TO ELECTRIC H COLUMN DWG.#:08 DATE:10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: alorth Awn rizA's PA'l-i[r SItRYOOYLL MQwa{actkrn JOB: 230 SUN AND STARS:CATHEDRAL DESIGN aa SHEET NO: 18 OF: 32 7 ► j '� CALCULATED BY: Lawrence Duffy DATE: 10/30/2003 CHECKED BY: Surya Lamsal DATE: 10/30/2003 outdoor Livin-jndoori t)' STAMPED BY: Lawrence Fischer DATE: 10/30/2003 ILI '....... :•i y, F!E�AVETTQ CORNER COLUMNERS: 8 0.164 "X 0.500 " TEK SCREWS DETAIL ON Equation Inputs: ALLOWABLE CONNECTION BEARING Al: Alloy of Piece 1: 6063-T5 Pns =2(D1)(T1)(Ftu1)/nu T1:Thickness of Piece 1 (in): .06 =( .164 )( .06 )( 22 )2/2.34= 185.0# A2:Alloy of Piece 2: 6063-T5 Pns =2(D1)(T2)(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(F1u2)for T2<=T1 Thread Type: SPACED THREADS =(( .062 )( .062 )( .062 )( 0.164 ))E0.5*4.2( 22000 )= N/A Crown(C)or Valley(V) Fastening: C Pas =Ns*Pns,nln D2:Diameter of Head/Washer(in): .322 _( 8 )( 185.0 )= 1480.2 # D1: Nominal Diameter of Fastener(in): 0.164 L: Length of Fasteners(in): 0.500 Asn:Thread Stripping Area of Internal Thread (Per Inch): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pnov =(D2-D1)(T1)(Ftut)(C)/ns tc,Thread Engagement Depth: 0.062 _( .322 - 0.164 )( .06 )( 22 )( 1 )/3= 69.5 # Ns: Number of Screws: 8 Pnot = (Ks)(D1)(tc)(Fty2)/ns = 54.8# Pal =Ns* Pr6in _( 8 )( 54.8 ) = 438.2# Aluminum Alloy Structural Values Ftu1: Ultimate Tension of Piece 1 (ksi): 22 Fly,:Yield Tension of Piece 1 (ksi): 16 F1i2: Ultimate Tension of Piece 2 (ksi): 22 Fty2:Yield Bearing of Piece 2(ksi): 16 MAXIMUM ALLOWABLE LOADS Coeffiecients: SHEAR: 1480.2# Coeffiecient, Ks= 1.01 TENSION 438.2# Coeffiecient 2/n= 0.0625 Coeffiecient,4/n= 0.125 UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT REVISION DATE 10-01-2003(LJD) Calculations Conform to(AA)ADM2000 EXTR'D ALUMINUM ADJUSTABLE SAVE (A`7EB/A-7ETB) EXTR'D ALUMINUM WINDOW JAMB (AT 131 U) #8 x 1/2"TEK SCREW(H7'150) EIGHT AT EACH CORNER EXTR'D ALUMINUM CORNER COLUMN (A'7C9) PLAN VIEW T/V T/V DRAWNBY:JP DESCRIPTION:EAVE TO CORNER COLUMN DWG.#:12 DATE:10120/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: Sao ci a era's»xwtrsu�-rcn+ ow{aetHrcr JOB: 230 SUN AND STARS:CATHEDRAL DESIGN SHEET NO: 19 OF: 32 ■ j CALCULATED BY: Lawrence Duffy DATE: 10/30/2003 .A • • CHECKED BY: Surya Lamsal DATE: 10/30/2003 Outdoor Living...Tndoors"O" STAMPED BY: Lawrence Fischer DATE: 10/30/2003 U LTRAFRA PLC e: EAVE TO LITE H COLUMN FASTENERS: 6 0.164 "X 0.500 " TEK SCREWS DETAIL ON Equation Inputs: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6063-T5 Pns =2(D1)(T1)(Ftu1)/nu T1:Thickness of Piece 1 (in): .06 _( .164 )( .06 )( 22 )2/2.34= 185.0 # A2:Alloy of Piece 2: 6005-T5 Pns =2(D 1)(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,nln D2: Diameter of Head/Washer(in): .322 _( 6 )( 185.0 )= 1110.2 # D1: Nominal Diameter of Fastener(in): 0.164 L: Length of Fasteners(in): 0.500 Asn:Thread Stripping Area of Internal Thread(Per Inch): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pnn,, =(D2-D1)(T1)(Ftu1)(C)/ns tc,Thread Engagement Depth: 0.05 _( .322 - 0.164 )( .06 )( 22 )( 1 )/3= 69.5# Ns: Number of Screws: 6 Pnot = (Ks)(D1)(tc)(Fty2)/ns 96.6# Pat =Ns*Pnmin _( 6 )( 69.5 ) = 417.1 # - - - - Aluminum Alloy Structural Values Ft,,,:Ultimate Tension of Piece 1 (ksi): 22 Ftj1:Yield Tension of Piece 1 (ksi): 16 Ftu2: Ultimate Tension of Piece 2(ksi): 38 Fty2:Yield Bearing of Piece 2 (ksi): 35 MAXIMUM ALLOWABLE LOADS Coeffiecients: SHEAR: 1110.2# Coeffiecient, Ks= 1.01 TENSION 417.1 # Coeffiecient 2/n= 0.0625 Coeffiecient,4/n= 0.125 UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT REVISION DATE 10-01-2003(LJD) Calculations Conform to(AA)ADM2000 EXTR'D ALUMINUM ADJUSTABLE SAVE (A*7EBIA*7ETI3) #8 x I/2"TEK SCREW(H7'150) 51X AT EACh COLUMN EXTR'D ALUMINUM WINDOW JAMB (AT 131 U) EXTKD ALUMINUM H-CHANNEL(AT I 1 1) PLAN VIEW T V DRAWNBY:JP OESCRIPTION:EAVE TO LITE H COLUMN DWG. 10 [DATE:10/20103 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: a.tNA„ua'Liti'e e.s��-.ao+Mai {a�eu.er JOB: 230 SUN AND STARS:CATHEDRAL DESIGN SHEET NO: 20 OF: 32 I3 , .jM1 CALCULATED BY: Lawrence Duffy DATE: 10/30/2003 CHECKED BY: Surya Lamsal DATE: 10/30/2003 Outdoor Living...Indoors jj'� STAMPED BY: Lawrence Fischer DATE: 10/30/2003 EAVE TO ELECTRIC H COLUMN FASTENERS: 6 0.164 "X 0.500 " TEK SCREWS DETAIL ON Equation Inputs: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6063-T5 Pns =2(D1)(T1)(Ftt,1)/n„ T1:Thickness of Piece 1 (in): .06 _( .164 )( .06 )( 22 )2/2.34= 185.0 # A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Ft 2)/n. T2:Thickness of Piece 2(in): .066 =( .164 )( .066 )( 38 )2/2.34= 351.5# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(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,;n D2: Diameter of Head/Washer(in): .322 _( 6 )( 185.0 )= 1110.2 # D1: Nominal Diameter of Fastener(in): 0.164 L: Length of Fasteners(in): 0.500 Asn:Thread Stripping Area of Internal Thread (Per Inch): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pnov =(D2-D1)(T1)(Ftii1)(C)/ns tc,Thread Engagement Depth: 0.066 _( .322 - 0.164 )( .06 )( 22 )( 1 )/3= 69.5 # Ns: Number of Screws: 6 Pnot = ((Ks)(D1)(Fty2)(4/n-tc)+3.26(D1)(Ftu2)(tc-2/n))/ns 137.7# Pat =Ns*Pninin _( 6 )( 69.5 ) = 417.1 # Aluminum Alloy Structural Values Ftp1: Ultimate Tension of Piece 1 (ksi): 22 Ft,,1:Yield Tension of Piece 1 (ksi): 16 Ftu2: Ultimate Tension of Piece 2(ksi): 38 Ft,,2: Yield Bearing of Piece 2(ksi): 35 MAXIMUM ALLOWABLE LOADS Coeffiecients: SHEAR: 1110.2 # Coeffiecient, Ks= 1.01 TENSION 417.1 # Coeffiecient 2/n= 0.0625 Coeffiecient,4/n= 0.125 UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT REVISION DATE 10-01-2003(LJD) Calculations Conform to(AA)ADM2000 #8 x 112"TEK SCREW(117' 150) 51X AT EACH COLUMN EXTKD ALUMINUM ELECTRIC H-CHANNEL(AT 145) EXTR'D ALUMINUM WINDOW JAMB (AT 131 U) PLAN VIEW �EXTKD ALUMINUM ADJU5TA5LEEAVE (A'7E5/A'7ETB) T V DRAWNBY:JP oESCR�PT�oN:EAVE TO ELECTRIC H COLUMN DWG.#:11 DATE:10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: �iartiAwutriaa•s vrenuers��am+i.r.aN..{accwer JOB: 230 SUN AND STARS: CATHEDRAL DESIGN SHEET NO: 21 OF: 32 NV91F It i' CALCULATED BY: Lawrence Duffy DATE: 10/30/2003 ") :A- iCHECKED BY: Surya Lamsal DATE: 10/30/2003 Outdoor Living...Indoorslij' STAMPED BY: Lawrence Fischer DATE: 10/30/2003 .., O—N A r l A M r r L C .... 1/8" EAVE CORNER SPLICE PLATE TO EAVE FASTENERS: 8 0.190 "X 0.500 " TEK SCREWS DETAIL ON Equation Inputs: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 5052-H32 Pns =2(D1)(T1)(Ftii1)/nu T1:Thickness of Piece 1 (in): .125 =( .190 )( .125 )( 31 )2/2.34= 629.3# A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Ftu2)/nu T2:Thickness of Piece 2(in): .062 =( .190 )( .062 ){ 38 )2/2.34= 382.6# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(Fu2)for T2<=T1 Thread Type: SPACED THREADS =(( .062 )( .062 )( .062 )( 0.19 ))E0.5*4.2( 38000 )= 1074.0 Crown(C)or Valley(V)Fastening: C Pas =Ns* Pnsn,ln D2:Diameter of Head/Washer(in): .384 _( 8 )( 382.6 )= 3060,8 # D1: Nominal Diameter of Fastener(in): 0.190 L: Length of Fasteners (in): 0.500 #10 FASTENER MAXIMUM SHEAR IS 270.5# Asn:Thread Stripping Area of Internal Thread(Per Inch): 0.018 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pnov =(D2-D1)(T1)(Ftu1)(C)1ns tc,Thread Engagement Depth: 0.062 _( .384 - 0.19 )( .125 )( 31 )( 1 )/3= 250.6# Ns: Number of Screws: 8 Pnot = (Ks)(D1)(tc)(Fty2)/ns = 138.8 # Pat =Ns* Pnnin _( 8 )( 138.8 ) = 1110.5 # Aluminum Alloy Structural Values Ftu1: Ultimate Tension of Piece 1 (ksi): 31 Fty1:Yield Tension of Piece 1 (ksi): 23 Ftu2: Ultimate Tension of Piece 2(ksi): 38 Fty2:Yield Bearing of Piece 2(ksi): 35 MAXIMUM ALLOWABLE LOADS Coeffiecients: SHEAR: 2164.0 # Coeffiecient, Ks= 1.01 TENSION 1110.5# Coeffiecient 2/n= 0.0625 Coeffiecient,4/n= 0.125 UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT REVISION DATE 10-01-2003(LJD) Calculations Conform to(AA)ADM2000 POYCilgwlrieR'iA'l NI1LY JQY..YfiGN1.MRN+�fRCtuY= JOB: 230 SUN AND STARS: CATHEDRAL DESIGN SHEET NO: 22 OF: 32 ' CALCULATED BY: Lawrence Duffy DATE: 10/30/2003 CHECKED BY: Surya Lamsal DATE: 10/30/2003 Outdoor Livittg...lttdoorsf)' . STAMPED BY: Lawrence Fischer DATE: 10/30/2003 ANGLE TO EAVE*=118" CLIP RS: 6 0.190 "X 1.250 " TEK SCREWS DETAIL ON E9(in): .125 Al:Alloy o ALLOWABLE CONNECTION BEARING T1:Thickness of Pi Ps =2(D1)(T1)(Ftut)/nu _( .190 )( .125 )( 22 )2/2.34= 446.6 # A2:Alloy of Piece 2: 6005-T5 T2:Thickness of Piece 2 (in): .062 Pns =2(D1)(T2)(Ftuz)/nu =( .190 )( .062 )( 38 )2/2.34= 382.6# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(Fu2)for T2<=T1 Thread Type: SPACED THREADS _(( .062 )( .062 )( .062 )( 0.19 ))E0.5*4.2( 38000 )= 1074.0 Crown(C)or Valley (V)Fastening: C Pas =Ns*Pnsmin D2:Diameter of Head/Washer(in): .384 _( 6 )( 382.6 )= 2295.6 # D1: Nominal Diameter of Fastener(in): 0.190 L: Length of Fasteners (in): 1.250 #10 FASTENER MAXIMUM SHEAR IS 270.5# Asn:Thread Stripping Area of Internal Thread (Per Inch): 0.018 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pno„ =(D2-D1)(T1)(Ftut)(C)/ns tc,Thread Engagement Depth: 0.062 _( .384 - 0.19 )( .125 )( 22 )( 1 )/3= 177.8# Ns: Number of Screws: 6 Pnot = (Ks)(D1)(tc)(Fty2)/ns 138.8# Pat =Ns*Pnmin _( 6 )( 138.8 ) _ 832.8 # - - - - — - Aluminum Alloy Structural Values Ft„t: Ultimate Tension of Piece 1 (ksi): 22 Fty1: Yield Tension of Piece 1 (ksi): 16 MAXIMUM ALLOWABLE LOADS Fti2: Ultimate Tension of Piece 2(ksi): 38 5LB3/5HB3* SHEAR: 1623.0 # Fty2:Yield Bearing of Piece 2(ksi): 35 TENSION 832.8# 5LB5/5CB5 SHEAR: 2164.0 # Coeffiecients: TENSION 1110.5# Coeffiecient, Ks= 1.01 8SCREWS Coeffiecient 2/n= 0.0625 Coeffiecient,4/n= 0.125 UNC THREADS:Types C,D,F,G,T SPACED THREADS:Types AB,B,BP,BF,BT Calculations Conform to(AA)ADM2000 REVISION DATE 10-01-2003(LJD) ------------------------- -- ----------------- ----------------- -- EXTRV ALUMINUM EAVE TOP (A'7ET5) EAVE CLIP (CN 13004) j--------- (2 PER RAFTER) #10 x 1 1/4"TEK SCREW (H-2026) (4 PER CLIP) (8 TOTAL) T V DRAWNBY:JP DESCRIPTIOWEAVE CLIP TO EAVE DWG.#:S&STRSS-06 DATE:10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: --------------------------------- -------------------------- ----------------- _ -- --------------- SAVE CLIP EXTFM ALUMINUM (CN 13004) SAVE TOP (A'7ETB) (2 PER RAFTER) #10 x 1 1/4"TEK 5CREW (11'2026) (3 PER CLIP) (6 TOTAL) T V FDRWNBY:JPDESCRIPTION:EAVE CLIP TO EAVE DWG.#:S&STRSS-03 DATE:10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: --i mrtii Arutriaa'sAln+Ler.;ur-rm+.Muwc{ac.�.eJOB: 230 SUN AND STARS:CATHEDRAL DESIGN SHEET NO: 23 OF: 32 CALCULATED BY: Lawrence Duffy DATE: 10/30/2003 CHECKED BY: Surya Lamsal DATE: 10/30/2003 Outdoor Living-Indoorsij STAMPED BY: Lawrence Fischer DATE: 10/30/2003 ,... a LT*A F RAM t •L c 7=EAVETTOAFTER BAR* (CONNECTS FROM UNDERNEATH) RS: 1 0.190 "X 1.250 " TEK SCREWS DETAIL ON Equation Inputs: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-T5 Pns =2(D1)(T1)(Ft„1)/n„ T1:Thickness of Piece 1 (in): .062 _( .190 )( .062 )( 38 )2/2.34= 382.6# A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Ft„2)/n„ T2:Thickness of Piece 2(in): .1 _( 190 )( .1 )( 38 )2/2.34= 617.1 # Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(b1))E0.5*4.2(Fi2)for T2<=T1 Thread Type: SPACED THREADS )( 0.19 ))E0.5*4.2( 38000 )= N/A Crown(C)or Valley(V)Fastening: C Pas =Ns*Pnsn,in D2:Diameter of Head/Washer(in): .384 382.6 )= 382.6 # D1: Nominal Diameter of Fastener(in): 0.190 #10 FASTENER MAXIMUM SHEAR IS 270.5# L:Length of Fasteners-(in): 1.250 ALLOWABLE CONNECTION TENSION Asn:Thread Stripping Area of Internal Thread (Per Inch): 0.018 Pnov =(D2-D1)(T1)(Ftu1)(C)/ns n,Threads Per Inch: 32 =( .384 - 0.19 )( .062 )( 38 )( 1 )/3= 152.4# tc,Thread Engagement Depth: 0.1 Pnot = ((Ks)(D1)(Fty2)(4/n-tc)+3.26(D1)(Ftu2)(tc-2/n))/ns Ns: Number of Screws: 1 360.7 # Pat =Ns*PrImin _( 1 )( 152.4 ) = 152.4# Aluminum Aliov Structural Values MAXIMUM ALLOWABLE LOADS Ft„1: Ultimate Tension of Piece 1 (ksi): 38 5LB3* F1y1:Yield Tension of Piece 1 (ksi): 35 SHEAR: 270.5# Ft„2: Ultimate Tension of Piece 2(ksi): 38 TENSION 152.4# Fty2:Yield Bearing of Piece 2(ksi): 35 51-65 SHEAR: 270.5# TENSION 152.4# 5HB3 Coeffiecients: SHEAR: 270.5# Coeffiecient, Ks= 1.2 TENSION 152.4# Coeffiecient 2/n= 0.0625 5CB5 Coeffiecient,4/n= 0.125 SHEAR: 270.5# TENSION 152.4 # UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT REVISION DATE 10-01-2003(LJD) Calculations Conform to(AA)ADM2000 - -------------------------- ------------------------- #10 x 1 114"TEK SCREW (1-1'2026) (1) AT EACH RAFTER ----------------- EXTRD ALUMINUM -- ---- ---- -- 3" RAFTER BAR 0 - (A-51-153) (SHOWN) -------- ------------- 3" HEAVY RAFTED.BAR -- (A'5HB3) EXTRD ALUMINUM EAVE TOP (A'7ET6) T V DRAWNBY:JP DESCRIPTION:RAFTER TO EAVE DWG.#:S&STRSS-01 DATE:10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: -------------------------- ------------------------ ------ #10 x 1 114"TEK 5CREW (11'2026) I AT EACH ----------------- RAFTER EXTRD ALUMINUM 5" RAFTER BAR. �3 (A'5LB5) (5110WN) ------------- ---- -------------- 5" HEAVY RAFTER BAR (A'5CB5) EXTR'D ALUMINUM j SAVE TOP (A'7ETB) 1 1 ------ OPTIONAL RAFTER STIFFENER T V DRAWN BY:JP DESCRIPTION:RAFTERTO EAVE DWG.#:S&STRSS-04 DATE:10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: morbi me.iza'sv,e„unsu„.00 aw.{aor.o JOB: 230 SUN AND STARS:CATHEDRAL DESIGN A , SHEET NO: 24 OF: 32 } ' CALCULATED BY: Lawrence Duffy DATE: 10/30/2003 • •, CHECKED BY: Surya Lamsal DATE: 10/30/2003 Outdoor Living...Ittdvorsjj' STAMPED BY: Lawrence Fischer DATE: 10/30/2003 1/8" CLIP ANGLE TO RAFTER BAR* (CONNECTS FROM SIDE) FASTENERS: 6 0.190 "X 1.250 " TEK SCREWS DETAIL ON Equation Inputs: ALLOWABLE CONNECTION BEARING Al: Alloy of Piece 1: 6063-T5 Pns =2(D1)(T1)(Ft„t)/n„ T1:Thickness of Piece 1 (in): .125 =( .190 )( .125 )( 22 )2/2.34= 446.6 # A2: Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Ft„2)/n„ T2:Thickness of Piece 2(in): .1 =( .190 )( .1 )( 38 )2/2.34= 617.1 # Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(Fu2)for T2<= Ti Thread Type: SPACED THREADS =(( .1 )( .1 )( .1 )( 0.19 ))E0.5*4.2( 38000 )= 2199.9 Crown(C)or Valley(V)Fastening: C Pas =Ns* Pnsn,in D2: Diameter of Head/Washer(in): .384 6 )( 446.6 )= 2679.5 # D1: Nominal Diameter of Fastener(in): 0.190 #10 FASTENER MAXIMUM SHEAR IS 270.5# L: Length of Fasteners (in): 1.250 ALLOWABLE CONNECTION TENSION Asn:Thread Stripping Area of Internal Thread (Per Inch):. 0.018 Pnov =(D2-D1)(T1)(Ft„t)(C)/ns n,Threads Per Inch: 32 =( .384 - 0.19 )( .125 )( 22 )( 1 )/3= 177.8 # tc,Thread Engagement Depth: 0.1 Prot = ((Ks)(D1)(Fty2)(4/n-tc)+3.26(D1)(Ftu2)(tc-2/n))/ns Ns: Number of Screws: 6 360.7 # Pat =Ns* Pr}nin _( 6 )( 177.8 ) = 1067.0 # Aluminum Alloy Structural Values MAXIMUM ALLOWABLE LOADS Ft„t: Ultimate Tension of Piece 1 (ksi): 22 5LB3* Fly,:Yield Tension of Piece 1 (ksi): 16 SHEAR: 1623.0 # F,,,2: Ultimate Tension of Piece 2(ksi): 38 TENSION 1067.0 # Fty2:Yield Bearing of Piece 2(ksi): 35 5LB5 8 SCREWS SHEAR: 2164.0 # TENSION 1422.7 # 5HB3 Coeffiecients: SHEAR: 1623.0 # Coeffiecient, Ks= 1.2 TENSION 1067.0 # Coeffiecient 2/n= 0.0625 5CB5 8 SCREWS Coeffiecient,4/n= 0.125 SHEAR: 2164.0 # TENSION 1422.7 # UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT REVISION DATE 1D-01-2003(LJD) Calculations Conform to(AA)ADM2000 #10 x 1 1/4"TEK SCREW (H"2026) (3 PER CLIP) (6 TOTAL) EXTR'D ALUMINUM SAVE CLIP (CN 13004) ------------------------- ---------------- -------- EXTRD ALUMINUM ----------------- 3" RAFTER BAR O �S (A-5LB3) (SHOWN) - ----------------- -------- 3" HEAVY RAFTER BAR --------------- --- -- (A-51183) v v T DRAWNBY:JP DESCRIPTION:EAVE CLIP TO RAFTER DWG.#:S&STRSS-02 DATE:10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: #10 x 1 114"TEK SCREW (H'2026) (4 PER CLIP) (8 TOTAL) EXTR'D ALUMINUM ---------------- ------- SAVE CLIP (CN 13004) ----------------- EXTR'D ALUMINUM 5" RAFTER BAR (A'5LB5) (5HOWN) ---------- -------------- 5" HEAVY RAFTER BAR ------ --------- (A'5C55) I OPTIONAL RAFTER `------ STIFFENER U U T DRAWN BY:JP DESCRiPTioN:EAVE CLIP TO RAFTER DWG.#:SBSTRSS-05 DATE:10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: nim.cyAYueriaa'i ttitiwiersu�co+.Maw{actkrer JOB: 230 SUN AND STARS:CATHEDRAL DESIGN SHEET NO: 25 OF: 32 CALCULATED BY: Lawrence Duffy DATE: 10/30/2003 CHECKED BY: Surya Lamsal DATE: 10/30/2003 Outdoor Living...1 I ndooril)'i STAMPED BY: Lawrence Fischer DATE: 10/30/2003 ..v ULT■A FRAM■ ►LC F LIP TO RAFTER BAR* (CONNECTS FROM SIDE) ERS: 4 0.250 "X 1.250 " TEK SCREWS DETAIL ON Eouation Inputs: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6063-T5 Pns =2(D1)(T1)(Ft 1)/nu T1:Thickness of Piece 1 (in): .125 =( .250 )( .125 )( 22 )2/2.34= 587.6# A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Ft„2)/n„ T2:Thickness of Piece 2(in): .1 =( .250 )( .1 )( 38 )2/2.34= 812.0 # Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5-4.2(F,,,2)for T2 a=T1 Thread Type: SPACED THREADS 0.25 ))E0.5*4.2( 38000 )= 2523.5 Crown(C)or Valley(V)Fastening: C Pas =Ns* Pnsn,;n D2: Diameter of Head/Washer(in): .480 _( 4 )( 587.6 )= 2350.4 # D1: Nominal Diameter of Fastener(in): 0.250 1/4" FASTENER MAXIMUM SHEAR IS 491# L Length of Fasteners (in): 1.250 ALLOWABLE CONNECTION TENSION Asn:Thread Stripping Area of Internal Thread (Per Inch): 0.032 Pnov =(D2-D1)(T1)(Fti1)(C)1ns n,Threads Per Inch: 20 =( .480 - 0.25 )( .125 )( 22 )( 1 )/3= 210.8 # tc,Thread Engagement Depth: 0.1 Pnot = (Ks)(D1)(tc)(Fty2)/ns Ns: Number of Screws: 4 350.0 # Pat =Ns* Prirnin _( 4 )( 210.8 ) = 843.3 # Aluminum Alloy Structural Values MAXIMUM ALLOWABLE LOADS Ft,,,: Ultimate Tension of Piece 1 (ksi): 22 5LB3* Fty1:Yield Tension of Piece 1 (ksi): 16 SHEAR: 1964.0# Ft„2: Ultimate Tension of Piece 2(ksi): 38 TENSION 843.3# Fty2:Yield Bearing of Piece 2(ksi): 35 51-135 SHEAR: 1964.0 # TENSION 843.3 # Coeffiecients: 5H133 SHEAR: 1964.0 # Coeffiecient, Ks= 1.2 TENSION 843.3 # Coeffiecient 2/n= 0.1 513135 6 SCREWS Coeffiecient,4/n= 0.2 SHEAR: 1964.0 # TENSION 843.3 # 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 J L_- EXTR'D ALUMINUM 3" RAFTER BAR _ (A-51-133).(5110WN) 3" HEAVY RAFTER BAR (A-5HB3) -- ---iY"--- -%--- -- J/4" x 1 114" SELF RIDGE CLIP ��;/ (CN 13002) --------- ----- -- THREADING SCREW (H`2080) (2 PER CLIP) -- (4 TOTAL) II / -- ---------------- -- -- ---------------- -- V _______________________ T DRAWNBY:JP oEscRIPTION:RIDGE CLIP TO RAFTER DWG.#:S&STRSCD-0 DATE:10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: N.&kA-urrica'S r11-41 Suwxw.Mawa{atkerGr JOB: 230 SUN AND STARS:CATHEDRAL DESIGN SHEET NO: 26 OF: 32 1 CALCULATED BY: Lawrence Duffy DATE: 10/30/2003 o • CHECKED BY: Surya Lamsal DATE: 10/30/2003 Outdoor Living. Indoors- STAMPED BY: Lawrence Fischer DATE: 10/30/2003 �..i YLTRA f RAMR PLC F LIP TO RIDGE BEAM NERS: 4 0.250 "X 1.250 " SELF-TAPPING SCREW DETAIL ON Equation Inputs: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6063-T5 Pns =2(D1)(T1)(Ftu1)/n„ T1:Thickness of Piece 1 (in): .125 _( .250 )( .125 )( 22 )2/2.34= 587.6# A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Fti2)/n„ T2:Thickness of Piece 2(in): .375 =( .250 )( .375 )( 38 )2/2.34= 3044.9 # Fastener Type:SELF-TAPPING SCRE Pns =((T2)(T2)(T2)(D1))E0.5-4.2(F„2)for T2<=T1 Thread Type: SPACED THREADS =(( .375 )( .375 )( .375 )( 0.25 ))E0.5'4.2( 38000 )= N/A Crown(C)or Valley(V)Fastening: C Pas =NS'Pnsmin D2: Diameter of Head/Washer(in): .48 _( 4 )( 587.6 )= 2350.4 # D1: Nominal Diameter of Fastener(in): 0.250 114"FASTENER MAXIMUM SHEAR IS 491# L: Length of Fasteners (in): 1.250 Asn:Thread Stripping Area of Internal Thread(Per Inch): 0.032 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 20 Pao =(D2-D1)(T1)(Ft 1)(C)/rta tc,Thread Engagement Depth: 0.375 _( .48 - 0.25 )( .125 )( 22 )( 1 )/3= 210.8 # Ns: Number of Screws: 4 Pnot = 1.63(D1)(tc)(Ftu2)/ns 1935.6# .tEP =NS'Pr}nin _( 4 )( 210.8 ) = 843.3 # Aluminum Alloy Structural Values Fti1: Ultimate Tension of Piece 1 (ksi): 22 Fty1:Yield Tension of Piece 1 (ksi): 16 Ft„2: Ultimate Tension of Piece 2(ksi): 38 Fty2:Yield Bearing of Piece 2(ksi): 35 MAXIMUM ALLOWABLE LOADS Coeffiecients: SHEAR: 982.0 # Coeffiecient, Ks= 1.2 TENSION 843.3 # Coeffiecient 2/n= 0.1 Coeffiecient,4/n= 0.2 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 J L- \ n4- R)-:: RIDGE CLIP -- ---;��----�-;--- -- (CN 13002) ` `J' \ J -------- 114" ,, 1 1/4" SELF ----------------------- THREADING SCREW __ ________________ __ (1'2080) (2 PER CLIP) r=� (4 TOTAL) EXTKD ALUMINUM BEAM (A"7TB) �\ I v DRAWNBY:JP DESCRIPTION-RIDGE CLIP TO BEAM DWG.#:S&STRSCD-0 DATE:10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: an_k Aluaiw'cz'!'traitr SUHraola leawufnhw.r[r JOB: 230 SUN AND STARS:CATHEDRAL DESIGN SHEET NO: 27 OF: 32 W ' ' 1 CALCULATED BY: Lawrence Duffy DATE: 10/30/2003 0 CHECKED BY: Surya Lamsal DATE: 10/30/2003 Ojt tdoor Living. Indoorsyi', STAMPED BY: Lawrence Fischer DATE: 10/30/2003 .. Y LT IIA FRAM■ �- RAFTER TO RIDGE SPLICE (4GMA) FASTENERS: 6 0.250 "X 1.250 " SELF-TAPPING SCREW DETAIL �ON Equation Inputs: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-T5 Pns =2(D1)(T1)(Ft 1)/n„ T1:Thickness of Piece 1 (in): .1 =( .250 )( .1 )( 38 )2/2.34= 812.0 # A2: Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Ft 2)/n„ T2:Thickness of Piece 2(in): .08 _( .250 )( 08 )( 38 )2/2.34= 649.6# Fastener Type:SELF-TAPPING SCRE Pns =((T2)(T2)(T2)(D1))E0.5*4.2(F„2)for T2,<=T1 Thread Type: SPACED THREADS =(( .08 )( .08 )( .08 )( 0.25 ))E0.5*4.2( 38000 )= 1805.7 Crown(C)or Valley(V)Fastening: C Pas =Ns*Pnsn,in D2: Diameter of Head/Washer(in): .48 _( 6 )( 649.6 )= 3897.4 # D1: Nominal Diameter of Fastener(in): 0.250 1/4"FASTENER MAXIMUM SHEAR IS 491# - L:Length of Fasteners(in):_ 1.250 Asn:Thread Stripping Area of Internal Thread (Per Inch): 0.032 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 20 Pnov =(D2-D1)(T1)(Fti1)(C)/ns tc,Thread Engagement Depth: 0.08 _( .48 - 0.25 )( .1 )( 38 )( 1 )/3= 291.3# Ns: Number of Screws: 6 Pnot = (Ks)(D1)(tc)(Fty2)/ns 280.0# Pat =NS*Pr6in -( 6 )( 280.0 ) = 1680.0 # Aluminum Alloy Structural Values Ftu1: Ultimate Tension of Piece 1 (ksi): 38 Fty1:Yield Tension of Piece 1 (ksi): 35 F1ii2: Ultimate Tension of Piece 2 (ksi): 38 Fty2:Yield Bearing of Piece 2(ksi): 35 MAXIMUM ALLOWABLE LOADS Coeffiecients: SHEAR: 2946.0 # Coeffiecient, Ks= 1.2 TENSION 1680.0 # Coeffiecient 2/n= 0.1 Coeffiecient,4/n= 0.2 UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT Calculations Conform to(AA)ADM2000 REVISION DATE 10-01-2003(LJD) - I I L- - - - - - - - - (1 2)- 1/4"x I 1/4" 5ELF- - -'- THREADING SCREW (H 2050) _� _ 4GMA INTERNAL EXTR'D ALUMINUM -- ---lYr_ ;%--- - SPLICE BAR RAFTER BAR(A'5L53 -- -----==--=------ -- 5HOWN) 3" HEAVY RAFTER BAR (A-5HB3) \ -- ---------------- -- -- ---------------- -- II�, V T DRAWNBY:JP DESCRiPTiON:RAFTER TO RAFTER SPLICE DWG.#:S&STRSCD-0 DATE:10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: or:t,�„tirica•s rrc uer suwrw,,.rnaN.:.{neturer JOB: 230 SUN AND STARS: CATHEDRAL DESIGN 4 SHEET NO: 28 OF: 32 CALCULATED BY: Lawrence Duffy DATE: 10/30/2003 ' a CHECKED BY: Surya Lamsal DATE: 10/30/2003 Outdoor Living...Indoors li'; STAMPED BY: Lawrence Fischer DATE: 10/30/2003 V LT KAPRAM. PLC 2"X2"X114" POST CLIP TO FOUNDATION FASTENERS: 4 0.375 "X 3.000 " LAG BOLTS DETAIL ON Equation Inputs: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-T5 Pyr =2(D1)(T1)(Ft„1)/n„ T1:Thickness of Piece 1 (in): .25 =( .375 )( .25 )( 38 )2/2.34= 3044.9 # Fastener Type: LAG BOLTS Pas =Ns"Pns,nin Thread Type: SPACED THREADS _( 4 )( 3044.9 )= 12179.5 # Crown(C)or Valley(V)Fastening: C D2: Diameter of Head/Washer(in): .563 318"BOLT MAXIMUM SHEAR OF EACH SCREW IS 1198.6# D1: Nominal Diameter of Fastener(in): 0.375 L: Length of Fasteners(in): 3.000 ALLOWABLE CONNECTION TENSION Ns: Number of Screws: 4 Pno, =(D2-D1)(T1)(Ftuj)(C)/ns _( .563 - 0.375 )( .25 )( 38 )( 1 )/3= 595.3 # Pat =Ns'Prrnin Aluminum Alloy Structural Values _( 4 )( 595.3 ) = 2381.3 # Ftu1: Ultimate Tension of Piece 1 (ksi): 38 Ftyt:Yield Tension of Piece 1 (ksi): 35 MAXIMUM ALLOWABLE LOADS SHEAR: 4794.4# TENSION 2381.3 # 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 I J L� \ I fy� ♦1 . I 1♦\ C T -- ---------------- -- r fug ly __+i___ , 1 @O ' i i MINIMUM Of (4) 3/8" FASTENERS. ACTUAL DE51GN OF THESE CONNECTIONS P05T CLIP MUST BE DETERMINED BY OTHERS (CN 13005) I O @ '1 EXISTING FOUNDATION \. 1 77 DRAWNBY:JP DESCR�PT�ON:POST CLIP TO FOUNDATION DWG.#:SBSTRSCD-0 DATE:10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: Nm'tN RRaeriea'S Mtwi.tr Suwreou+.Ma {netur[r JOB: 230 SUN AND STARS:CATHEDRAL DESIGN SHEET NO: 29 OF: 32 •0L r L Lawrence u DATE: 10/30/2703 k i$ • • urya Lam DAT 10/30/2003 outdoor Li in Indooril' STAMPED BY: awrence Isc er DAT 03 ULTRAFRAMB PLC t, - 2"X2"X1/4" POST CLIP TO POST (7BP, 7TB) FASTENERS: 6 0.190 "X 1.250 " SELF-TAPPING SCREW DETAIL ON Equation Inputs: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-T5 Pns =2(D1)(T1)(Ft„t)/n„ T1:Thickness of Piece 1 (in): .25 =( .190 )( .25 )( 38 )2/2.34= 1542.7 # A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Ft„2)/n. T2:Thickness of Piece 2(in): .12 =( .190 )( .12 )( 38 )2/2.34= 740.5# Fastener Type:SELF-TAPPING SCRE prs =((T2)(T2)(T2)(D1))E0.5*4.2(F,,12)for T2<=T1 Thread Type: SPACED THREADS =(( .12 )( .12 )( .12 )( 0.19 ))E0.5*4.2( 38000 )= 2891.9 Crown(C)or Valley(V) Fastening: C Pas =Ns* Pnsn,ln D2: Diameter of Head/Washer(in): .333 6 )( 740.5 )= 4443.1 # D1: Nominal Diameter of Fastener(in): 0.190 #10 FASTENER MAXIMUM SHEAR OF EACH SCREW IS 270.5# L: Length of Fasteners (in): 1.250 Asn:Thread Stripping Area of Internal Thread (Per.Inch): 0.018 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 24 Prov =(D2-D1)(T1)(F,,,t)(C)/ns tc,Thread Engagement Depth: 0.12 =( .333 - 0.19 )( .25 )( 38 )( 1 )/3= 452.8 # Ns: Number of Screws: 6 Prot = ((Ks)(D1)(Fty2)(4/n-tc)+3.26(D1)(Ftu2)(tc-2/n))/ns Nc: Number of Clips: 2 411.8# L1: Length of Clip Angle(in): 3 Pa, =Ns*Pr6in ^1umFnur A41ov Stfu6turaI-Value #10 FASTENER MAXIMUM TENSION OF EACH SCREW IS 270.5# Ftu1: Ultimate Tension of Piece 1 (ksi): 38 Fty1:Yield Tension of Piece 1 (ksi): 35 ALLOWABLE CLIP ANGLE SHEAR F,,,2: Ultimate Tension of Piece 2(ksi): 38 Pny =(Vy)(L1)(T1)/2.34 =( 20 )( 3 )( .25 )/2.34= 6410.3 # Fty2:Yield Bearing of Piece 2(ksi): 35 Pas =Nc*Pn = 2 * 6410 = 12820.5 # Vi1: Ultimate Shear of Piece 1(ksi): 24 Vy1:Yield Shear of Piece 1 (ksi): 20 MAXIMUM ALLOWABLE LOADS Coeffiecients: SHEAR: 1623.0 # Coeffiecient, Ks= 1.2 TENSION 1623.0 # Coeffiecient 2/n= 0.08333333 Coeffiecient,4/n= 0.16666667 UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT Calculations conform to(AA)ADM2000 REVISION DATE 10-01-2003(LJD) 1 - ---'-----�-�--- -- V / I` J . --- ---------------- -- - ---------------- -- I -� -Nov -" ------ BEAM P05T 2 7/1 G"x 3 3/1 G" J O t ------------------- (6)#10 x 1 114"TEK - SCREW(H'2026) _______________________ P05T CLIP (CN 13005) OO _ I I ' I I I I 1 _ I DRAWNBY:JP DESCRIPTIOWPOST CLIP TO POST (AT FOUNDATION) DWG.#:SBSTRSCD- FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: 1 j l I _- G V __ ---------------- -- --- ________________ __ V --- ------ _ ---- -- T (6)#10 x 1 1/4"TEK BEAM POST SCREW(H`2026) 2 7/1 G"x 3 3/1 G" 1 I r-- I I i 1 OO ! I POST CLIP 1 (CN 13005) ----------------------; I 1 1 I I I DRAWN BY:JP DESCRIPTIMPOST CLIP TO POST (AT BEAM) DWG.#:SBSTRS CD-0 DATE:10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: mrcN hu[rc4'si'rtrl.tCr SuwDow.ldRrtiwfnGkurGr JOB: 230 SUN AND STARS:CATHEDRAL DESIGN SHEET NO: 30 OF: 32DAT : 10/30/2003 CALCU,A awrence u iurya Lamsal DATE: 10/30/2003 CHECKED BY: S :outdoor Living. Indoors -STAM awrence I ischer DATE 10/30/2003 F2"X2,"X114" POST CLIP TO RIDGE BEAM FARS: �4�0.190 "X 1.250 " SELF-TAPPING SCREW DETAIL ON Equation Inputs: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-T5 Pns =2(D1)(T1)(F1i1)/nu T1:Thickness of Piece 1 (in): .25 _( .190 )( .25 )( 38 )2/2.34= 1542.7# A2:Alloy of Piece 2: 6063-T6 Pns =2(D1)(T2)(Ftu2)/nu T2:Thickness of Piece 2(in): .375 =( .190 )( .375 )( 30 )2/2.34= 1826.9 # Fastener Type:SELF-TAPPING SCRE Pns =((T2)(T2)(T2)(D1))E0.5*4.2(Fu2)for T2<=T1 Thread Type: SPACED THREADS =(( .375 )( .375 )( .375 )( 0.19 ))E0.5*4.2( 30000 )= N/A Crown(C)or Valley(V)Fastening: C Pas =Ns* Pnsmin D2: Diameter of Head/Washer(in): .333 4 )( 1542.7 )= 6170.9 # D1: Nominal Diameter of Fastener(in): 0.190 #10 FASTENER MAXIMUM SHEAR OF EACH SCREW IS 270.5# L Length of Fasteners(in): 1.250 Asn:Thread Stripping Area of Internal Thread (Per Inch): 0.018 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 24 Pnov =(D2-D1)(T1)(Ftu1)(C)/ns tc,Thread Engagement Depth: 0.375 _( .333 - 0.19 )( 25 )( 38 )( 1 )/3= 452.8# Ns: Number of Screws: 4 Pnot 1.63(D1)(tc)(Ftu2)/ns Nc: Number of Clips: 2 = 1161.4# L1: Length of Clip Angle(in): 3 Pat =Ns*Pr6in Values #110 #10 FASTENER MAXIMUM TENSION OF EACH SCREW IS 270.5# Ftu1: Ultimate Tension of Piece 1 (ksi): 38 F1y1:Yield Tension of Piece 1 (ksi): 35 ALLOWABLE CLIP ANGLE SHEAR Ftu2: Ultimate Tension of Piece 2(ksi): 30 Pny =(Vy)(L1)(T1)/2.34 =( 20 )( 3 )( .25 )/2.34= 6410.3 # Fty2:Yield Bearing of Piece 2(ksi): 25 Pas =Nc*Pn = 2 * 6410 = 12820.5# Vu1: Ultimate Shear of Piece 1(ksi): 24 Vy1:Yield Shear of Piece 1 (ksi): 20 Coeffiecients. MAXIMUM ALLOWABLE LOADS SHEAR: 1082.0# Coeffiecient, Ks= 1.2 TENSION 1082.0 # Coeffiecient 2/n= 0.08333333 Coeffiecient,4/n= 0.16666667 UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT Calculations Conform to(AA)ADM2000 REVISION DATE 10-01-2003(LJD) I `C 1 1 1� C -- ------ --------- -- T 1 1 EXTRD ALUMINUM 1, 1 (4)#10x I I/4°TEK- SCREW(H'2026) - 1 r-- �} 1 POST CLIP -------------------- (CN 13005) ----------------------- 1 I 1 DRAWNBY:JP DESCRIPTIOWPOST CLIP TO BEAM DWG.#:S&STRSCD-0 DATE:10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: North A.uL'"4Pn-Ur Sw V,-V.Manufa-b-tr JOB: 230 SUN AND STARS:CATHEDRAL DESIGN SHEET NO: 31 OF: 32 i1r ' i] Lawrence Dutty DAT 0 •' urya amsa DAT10/30/20DT- I Outdoor living Indoors"{)'i -STAMPEDLawrence Fischer DAT 0/2003 tN Y LTIA•KAM■ PLG .>H RIDGE U-CHANNEL TO RIDGE BEAM FASTENERS: 3 0.375 "X 3.000 " THRU-BOLTS DETAIL ON Equation Inputs: ALLOWABLE CONNECTION BEARING A1:Alloy of Piece 1: 6005-T5 Pns =2(D1)(T1)(Ft„f)/nu T1:Thickness of Piece 1 (in): .25 =( .375 )( .25 )( 38 )2/2.34= 3044.9# A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Ftu2)/nu T2:Thickness of Piece 2(in): .12 =( .375 )( .12 )( 38 )2/2.34= 1461.5# Fastener Type: THRU-BOLTS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(Ft,2)for T2<=T1 Thread Type: SPACED THREADS =(( .12 )( .12 )( .12 )( 0.375 ))E0.5*4.2( 38000 )= 4062.8 Crown(C)or Valley(V)Fastening: C Pas =Ns*Pns, in D2: Diameter of Head/Washer(in): .68 6 )( 1461.5 )= 8769.2 # D1:Nominal Diameter of Fastener(in): 0.375 3/8"BOLT MAXIMUM SHEAR IS 1198:6#- - - L: Length of Fasteners(in): 3.000 Asn:Thread Stripping Area of Internal Thread(Per Inch): 0.078 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 16 Pnov (D2-D1)(T1)(Ftuf)(C)/r6 tc,Thread Engagement Depth: 0.12 _( .68 - 0.375 )( .25 )( 38 )( 1 )/3= 965.8# Ns: Number of Screws: 3 Pnot = (Ks)(D1)(tc)(Fty2)/ns Nc: Number of Clips: 1 630.0# Li: Length of Clip Angle(in): 6.25 Pat =Ns*Pnrnin _( 3 )( 630.0 ) = 1890.0# Aluminum Alloy Structural Values Ftut: Ultimate Tension of Piece 1 (ksi): 38 Fly,:Yield Tension of Piece 1 (ksi): 35 ALLOWABLE CLIP ANGLE SHEAR Ftu2: Ultimate Tension of Piece 2(ksi): 38 Pny =(Vy)(L1)(T1)/2.34 =( 20 )( 6.25 )( .25 )/2.34= 13354.7 # Fty2:Yield Bearing of Piece 2(ksi): 35 Pas =Nc*Pn = 1 * 13355 = 13354.7 # Vut: Ultimate Shear of Piece 1(ksi): 24 Vyt:Yield Shear of Piece 1 (ksi): 20 MAXIMUM ALLOWABLE LOADS Coeffiecients• SHEAR: 7191.6 # Coeffiecient, Ks= 1.2 TENSION 1890.0 # Coeffiecient 2/n= 0.125 Coeffiecient,4/n= 0.25 12LW RIDGE BEAM(5 SCREWS) SHEAR: 11986.0 # UNC THREADS: Types C,D,F,G,T TENSION 4829.2# SPACED THREADS: Types AB,B,BP,BF,BT Calculations Conform to(AA)ADM2000 ' \ I 1 / J L j RIDGE CLIP 21 __------------------__ (3) 3/8" x 3 1/4" S.S. LAG EXTR'D ALUMINUM BOLT W/ NUT - BEAM (A'7T5) (11DW 10 135) T DRAWNBY:JP DEscRIPTIoN:RIDGE CLIP TO BEAM rDWG.#:S&STRSCD-0 DATE:10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: 1dJv[hf.YNCYWa'>i'rN•.LLtr 50.wrboFx Ma—fad"t, JOB: 230 SUN AND STARS:CATHEDRAL DESIGN SHEET NO: 32 OF: 32 CALCULATED BY: Lawrence Duffy DATE: 10/30/2003 ' CHECKED BY: Surya Lamsal DATE: 10/30/2003 Outdoor Living...Indoors"il'; STAMPED BY: Lawrence Fischer DATE: 10/30/2003 .. YLT■APAAM■ ILC RIDGE U-CHANNEL TO EXISTING STRUCTURE FASTENERS: 4 0.375 "X 3.000 " LAG BOLTS DETAIL ON Equation Inputs: ALLOWABLE CONNECTION BEARING Al: Alloy of Piece 1: 6005-T5 Pns =2(D1)(T1)(Ftut)/nu T1:Thickness of Piece 1 (in): .25 _( .375 )( .25 )( 38 )2/2.34= 3044.9 # Fastener Type: LAG BOLTS Pas =Ns* Pnsmin Thread Type: SPACED THREADS _( 4 )( 3044.9 )= 12179.5 # Crown(C)or Valley(V)Fastening: C D2: Diameter of Head/Washer(in): .563 3/8"BOLT MAXIMUM SHEAR IS 1198.6# D1: Nominal Diameter of Fastener(in): 0.375 L: Length of Fasteners(in): 3.000 ALLOWABLE CONNECTION TENSION Ns: Number of Screws: 4 Prov =(D2-D1)(T1)(Ftut)(C)/ns =( .563 - 0.375 )( .25 )( 38 )( 1 )/3= 595.3 # Pat =Ns* Pr6in Aluminum Alloy Structural Values _( 4 )( 595.3 ) = 2381.3# Ftut: Ultimate Tension of Piece 1 (ksi): 38 Ftyt:Yield Tension of Piece 1 (ksi): 35 MAXIMUM ALLOWABLE LOADS TENSION 2381.3 # 12LW RIDGE BEAM(5 SCREWS) SHEAR: 5993.0 # TENSION 2976.7 # NOTE: THESE CALCULATIONS PERTAIN TO THE CONNECTIONS UP TO,BUT NOT INCLUDING, THE CONNECTIONS TO THE EXISTING STRUCTURE AND/OR ANY NEW CONSTRUCTION. THE CONNECTIONS TO THE EXISTING STRUCTURE 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 Calculations Conform to(AA)ADM2000 1 / 1 J 1 / J L --- 1 � 1 / 1 _ / IJ � 1 MINIMUM OF (4) 3/8" FASTENERS. ACTUAL DESIGN OF THESE CONNECTIONS MUST BE DETERMINED BY OTHERS ------------------- ------------------- - -- ------------ -- ---------------- -- V RIDGE CLIP ,i (CN 13007) T FDRAWNBYJP DESCRiPTiON:RIDGE CLIP TO EXISTING STRUCTURE DWG.#:SBSTRSCD-0 DATE:10/20103 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: NorUi Amemc('s sko roowt. me wufxctvver 777777777777 - N U L T R A F R A M 9 P LC '�'- 0t:13:: AN 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 THICKNESS MODULUS OF ALLOY F,� F,y ELASTICITY$ AND PRODUCT RANGE Fwt FSt Fir TEMPER IN• ksi ksi ksi ksi ksi E ksi All 14 11 10 9 6.5 10,100 1100-1-112 /Sheet,Plate All 16 14 13 10 8 10,100 -1-114 Rolled Rod&Bar) O.D40-0.249 66 58 59 40 33 10,900 2014-T6 Sheet 58 40 34 10,9DD T651 Plate 0.250-2.000 67 59 All 60 53 52 35 31 10,900 -T6,T6510,T6511 Extrusions All 65 55 53 38 32 10,900 -76,T651 Cold Finished Rod &Bar,Drawn Tube Alclad 0.025-0.039 63 55 56 38 32 10,800 57 2014-T6 Sheet 58 39 33 10,800 -T6 Sheet D.D40-0.249 64 0.250-0.499 64 57 56 39 33 10,800 -T651 Plate 0.017-2.000 17 12 10 11 7 10,100 3003-H12 Sheet&Plate 14 12 10 10,100 -1-114 Sheet&Plate 0.009-1.000 20 17 0.006-0.162 24 21 18 14 12 10,100 Sheet 2p 15 14 10,100 -H16 -H18 Sheet 0.006-0.128 27 24 All 17 12 11 11 7 10,100 -H12 Drawn Tube 16 12 10 10,100 -H14 Drawn Tube All 2 17 All 244 21 19 14 12 10,100 -1-116 Drawn Tube All 27 24 21 15 14 10,100 -1-118 Drawn Tube Alclad9 10 6.5 10,100 3003-H12 Sheet&Plate 0.017 2.000 16 11 19 16 13 12 g 10,100 -H14 Sheet&Plate 0.009-1.000 17 14 12 10,100 -H16 Sheet 0.006-0.162 23 20 06-0.128 26 23 19 -H18 Sheet 15 13 10,100 O.D Alclad 0.025-0.259 19 16 15 12 9 10,100 3003-H14 Drawn Tube 20 15 13 10,100 -H18 Drawn Tube 0.010-0.500 26 23 0.017-2.000 28 21 18 17 12 10,100 22 1 g 14 10,100 3004-H32 Sheet&Plate Sheet&Plate 0.009-1.000 32 25 25 20 16 10,100 -1-1340.006-0.162 35 28 -H36 Sheet 29 21 18 10,100 -H38 Sheet 0.006-0.128 38 31 0.018-0.450 32 25 24 19 14 10,100 3004-H34 Drawn Tube 27 20 16 10,100 -H36 Drawn Tube 0.018 0.450 35 28 Alclad 0.017-0.249 27 20 17 16 12 10,100 3004-H 0.009-0.249 31 24 32 Sheet 21 18 14 10,100 -H34 Sheet 0.006-0.162 34 27 24 19 16 10,100 -H36 Sheet 28 21 17 10,100 -H38 Sheet 0.006-0.128 3 30 0.024-0.050 311 26 22 18 15 10,100 -H131,H241,H341 Sheet 0,024-0.050 34 30 28 19 17 10,100 -H151,H261,H361 Sheet 20 15 13 10,100 3005-H25 Sheet 0.013 0.050 26 22 -H28 Sheet 0.006-0.080 31 27 25 17 16 10,100 3105-H25 Sheet 0.013-0.080 23 19 17 14 11 10,100 5005-H12 Sheet&Plate 0.017-2.000 18 14 13 11 8 10,100 t&Plate 0.009-1.000 21 17 15 12 10 10,100 -HSheet 0.006-0.162 24 20 18 14 12 10,100 -H16 Sheet 11 11 7 10,100 -H32 Sheet&Plate 0.017-2.000 17 12 Sheet&Plate 0.009-1.000 20 15 14 12 8.5 10,100 S -H34 0.006-0.162 23 18 16 13 11 10,100 -H36 Sheet 0.017-0.249 22 16 14 14 9 10,100 5050-H32 Sheet 18 15 12 10,100 -H34 Sheet 0.009-0.249 25 20 15 -H32 13 g 10,100 Cold Fin. Rod&Bart All 22 16 Drawn TubeAll 25 20 19 15 12 10,100 -H34 Cold Fin. Rod&Bart Drawn Tube For all footnotes,see last page of this Table Ir I-A-15 January 2000 Table 3.3-1 MINIMUM MECHANICAL PROPERTIES FOR ALUMINUM ALLOYS TENSION COMPRESSION SHEAR COMPRESSIVE THICKNESS MODULUS OF ALLOY F,� F., ELASTICITY$ AND PRODUCT RANGE FNt Fnt F`y TEMPER IN. ksi ksi ksi ksi ksi E ksi 0.006-3.000 25 9.5 9.5 16 5.5 10,200 5052-0 Sheet& Plate All 31 23 21 19 13 10,200 -H32 Sheet&Plate 34 26 24 2D 15 10,200 -H34 Cold Fin.Rod&Bar All (Drawn Tube 28 22 17 10,200 -H36 Sheet 0.006-0.162 37 29 thru 5.000 39 16 16 24 9 10,400 u 5083-0 Extrusions P 21 24 14 10,400 -H111 Extrusions up thru 0.500 40 24 0.501-5.000 40 24 21 23 14 10,400 -H111 Extrusions 18 25 10 10,400 -O Sheet&Plate 0.151-1.50D 40 18 26 26 18 10,400 -H116 Sheet&Plate 0.188 1.500 44 31 26 26 18 10,400 -H321 Sheet&Plate 0.188-1.500 44 31 24 17 10,400 -1-1 1.501-3.000 41 29 24 116 Plate 1.501-3.000 41 29 24 24 17 10,400 -H321 Plate up thru 5.000 35 14 14 21 8 10,400 5086-0 Extrusions u thru 0.500 36 21 18 21 12 10,400 -H111 Extrusions P 1 g 21 12 10,400 H111 Extrusions 0.501-5.000 36 21 0.020-2.000 35 14 14 21 8 10,400 Sheet&Plate -0 0.250-0.499 36 18 17 22 10 10,400 H112 Plate 16 21 9 10,400 -H112 Plate 0.500-1.000 35 16 1.001-2.000 35 14 15 21 8 10,400 -H112 Plate 15 21 8 10,400 -H112 Plate 2.001- 34 14 &Plate Allll 40 28 26 24 16 10,400 Sheet -H116 All 40 28 26 24 16 10,400 -H32 Sheet&Plate Drawn Tube 44 34 32 26 20 10,400 -H34 Sheet&Plate All Drawn Tube 33 24 20 10,300 Sheet 0.006-0.128 45 35 5154 H36 12 1 g 7 10,400 5454-0 Extrusions up thru 5.000 31 12 up thru 0.500 33 19 16 20 11 10,400 -H111 Extrusions 1 g 19 11 10,400 H111 Extrusions 0.501-5.000 33 19 13 19 7 10,400 -H112 Extrusions up 20-hru .000 31 12 12 19 7 10,400 _O Sheet&Plate 0.020-3.000 31 12 24 21 15 10,400 -H32 Sheet&Plate 0.020 2.000 36 26 27 23 17 10,400 -H34 Sheet&Plate 0.020-1.000 39 29 10,400 19 26 11 5456-0 Sheet&Plate 0.051-1.500 42 19 27 27 19 10,400 -1-1116 Sheet&Plate 0.188-1.250 46 33 27 27 19 10,400 -H321 Sheet&Plate 0.1 .250 46 33 25 25 18 10,400 -H116 Plate 1.25511-1-1.500 44 31 1.251-1.500 44 31 25 25 18 10,400 -HPlate 321 1.501 3000 41 29 25 25 17 10,400 -H . 116 Plate 25 25 17 10,400 -H321 Plate 1.501-3.000 41 29 6005-T5 Extrusions up thru 1.000 38 35 35 24 20 10,100 35 27 20 All 10,100 6061-T6,T651 Sheet&Plate 0.01All 42 35 38 35 35 24 20 10,100 -T6,T6510.T6511 Extrusions 35 25 20 10,100 T6,T651 Cold Fin.Rod&Bar up thru 8.000 42 35 35 27 20 10,100 -T6 Drawn Tube 0.025-0.500 42 35 All 38 35 35 24 20 10,100 -T6 Pipe u thru 0.500 22 16 16 13 9 10,100 6063-T5 Extrusions P T5 30 25 15 12 8.5 10,100 Extrusions 0.500-1.000 21 15 25 19 14 10,100 -T6 Extrusions&Pipe All 45 27 26 10,100 6066-T6,T6510,T6511 Extrusions All 50 45 thru 2.999 48 45 45 29 26 10,100 u 6070-T6,T62 Extrusions P thru 0.500 38 35 35 24 20 10,100 u 6105-T5 Extrusions P thru 1.000 38 35 35 24 20 10,100 u 6351-T5 Extrusions P thru 0.500 30 25 25 19 14 10,100 u 6463-T6 Extrusions P t FN and Fare minimum specified values(except F,�,for 11 DO-H12,-H14 Cold Finished Rod and Bar and Drawn Tube, re co espon in Sheet and 5050-H32,-H34 Cold Finished Rod and Bar which are minimum expected values);other strength properties are corresponding minimum expected values. (Typical values.For deflection calculations an average modulus of elasticity is used;this is 100 ksi lower than values in this column. January 2000 I-A-16 For angles,the gross width shall be the sum of the widths 5.1.10 Spacing of Stitch Rivets, Screws and Bolts of the legs less the thickness.The gage for holes in opposite in Webs legs shall be the sum of the gages from the back of the Where two or more web plates are in contact,there shall angles,less the thickness. be stitch rivets,screws or bolts to make them act in unison. For splice members,the thickness shall be only that part In compression members,the pitch and gage of such rivets of the thickness of the member that has been developed by or bolts shall be determined as outlined in Section 5.1.9.In rivets or bolts,beyond the section considered. tension members,the maximum pitch or gage of such rivets, screws or bolts shall not exceed a distance,in inches, equal 5.1.7 Effective Sections of Angles to 3+20t,(in mm,76+20t)in which t is the thickness of the If a discontinuous angle(single or paired) in tension is outside plates. connected to one side of a gusset plate, the effective net d leg plus 5.1.11 Edge Distance of Rivets, Screws or Bolts section shall be the net section of the connecte one-third of the section of the outstanding leg unless the The minimum distance from the center of rivet,screw or outstanding leg is connected by a lug angle. In the latter bolt under computed stress to the edge of the sheet or shape case,the effective net section shall be the entire net section toward which the pressure is directed shall be twice the of the angle.The lug angle shall be designed to develop at nominal diameter of the rivet,screw or bolt when using the least one-half the total load in the member and shall be allowable bearing stress shown in Tables 5.1.1.3-1 and -2. connected to the main member by at least two fasteners. When a shorter edge distance is used,the allowable bearing For double angles placed back-to-back and connected to stress shall be reduced by the ratio: actual edge dis- both sides of a gusset plate,the effective net section shall be tante/twice the fastener diameter (See Section 3.4.5). The the net section of the connected legs plus two-thirds of the edge distance shall not be less than 1.5 times.the fastener section of the outstanding legs. diameter to extruded, sheared, sawed, rolled or planed For intermediate joints of continuous angles,the effec- edges. five net area shall be the gross sectional area less deductions b for holes. 5.1.12 Blind Rivets 5.1.8 Grip of Rivets,Screws and Bolts Blind rivets shall not be used unless the grip lengths and If the grip (total thickness of metal being fastened) of rivet-hole tolerances are as recommended by the respective manufacturers. rivets, screws or bolts carrying calculated stress exceeds four and one-half times the diameter,the allowable load per 5,1.13 Hollow-End (Semi-tubular)Rivets rivet,screw or bolt shall be reduced.The reduced allowable load shall be the normal allowable load divided by If hollow-end rivets with solid cross sections for a [1/2+Gfl(9D)]in which Gfis the grip and D is the nominal portion of the length are used, the strength of these rivets diameter of the rivet or bolt.If the grip of the rivet exceeds shall not be taken equal to the strength of solid rivets of the six times the diameter, special care shall be taken to insure same material,unless the bottom of the cavity is at least 25 that holes will be filled completely. percent of the rivet diameter from the plane of shear, as measured toward the hollow-end,and further provided that 5.1.9 Spacing of Rivets,Screws and Bolts they are used in locations where they will not be subjected Minimum distance between rivet centers shall be 3 times to appreciable tensile stresses. the nominal rivet diameter; minimum distance of bolt or 5.1.14 Steel Rivets screw centers shall be 2'/z times the nominal diameter. In built-up compression members the pitch in the direction of Steel rivets shall not be used in aluminum structures stress shall be such that the allowable stress on the individ- unless the aluminum is to be joined to steel or where ual outside sheets and shapes,treated as columns having an corrosion resistance of the structure is not 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 Lock-bolts shall only be used when installed in confor- Section 3.4.9 shall be permitted to be taken as 0.8g where g mance with the lock-bolt manufacturer's specifications and is the gage. when the body diameter and bearing areas under the head and nut, or their equivalent, are not less than those of a conventional nut and bolt. I-A-59 January 2000 In addition to the requirements of Section 5.1.17.4,bolts 5.1.16 Steel Bolts shall be proportioned so that the allowable slip load per unit When steel bolts are used they shall be hot-dip 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 Transverse Parallel Contact Surface Oversize Long 5.1.17 Slip-Critical Connections of Bolted Parts Standard &Short Long Slots Slots Slots 5.1.17.1 General (ksi) MPa)(ksi) MPa) (ksi) (MPa) (ksi) (MPa) Slip-critical connections between aluminum members or Class B Sli 24 165L20 140 17 115 28 195 between aluminum and steel members shall comply with the Coefficient o.50) Research Council on Structural Connections (RCSC) 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 effect on ifiesli in Sesistan e of temperature changes from not exceed the allowable shear for the bolt (Section p 5.1.17.4),the allowable bearing for the connected members the of thelon temperature and the rmal expansion of alum nnm and steel el shall be (Section 3.4.5),or the,allowable slip load(Section 5.1.17.5). addressed. 5.1.17.2 Material 5.1.17.6 Washers Aluminum used in slip-critical connections shall have a Washers shall be used under bolt heads and under a tensile yield strength of at least 15 ksi (105 MPa). Bolts ) shall comply with ASTM A325, nuts shall comply with nuts. b At a long slotted hole in an outer ply, a galvanized ASTM A563 Grade DH or ASTM A194 Grade 2H, and ) washers shall comply with ASTM F436. Bolts, nuts, and steel plate washer or bar at least 5/16 in. (8 mm)thick with washers shall be zinc coated by the hot-dip or mechanically completely es,scovehall e slot The e plate t be sheer or bar shall deposited processes as specified in ASTM A325. c�Where the outer face of the bolted parts has a slope greater than 1:20 with respect to a plane normal to the bolt 5.1.17.3 Holes axis, a beveled washer shall be used. Holes shall be standard holes, oversize holes, short slotted holes,or long slotted holes.The nominal dimensions 5.1.17.7 Installation for each hole type shall not exceed those shown in the Bolts shall be tightened in accordance with the RCSC RCSC Specification Table 1. Specification. 5.1.17.4 Design for Strength 5.2 Metal Stitching Staples The shear stress on a bolt shall not exceed 21 ksi (145 MPa) for bolts with threads in the shear plane and 30 ksi Allowable strength values for metal stitches in joints (205 MPa)for bolts ed on the nomsin inal cross see shear ctional area area tests in accordance ying calculated loads e established on the basis of shear stresses are bas (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 A,,, = thread stripping area of internal thread per unit length of engagement Aluminum surfaces abrasion blasted with coal slag to 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 D = nominal screw diameter painted steel surfaces with a maximum dry film thickness of — 4 mils(0.1 mm) are Class B surfaces. Slip coefficients for Dh — nominal hole diameter other surfaces shall be determined in accordance with the D = nominal washer diameter RCSC Specification Appendix A. January 2000 -A-60 larger of the nominal washer diameter and P,,, shall be the lesser of the screw head n. = tensile ultimate strength of member in p s = 2F, Dt� (Eq. 5.3.1.1-2) r,a n contact with the screw head a Fry, = tensile ultimate strength of member not in n,. contact with the screw head p = 2F Dt — (Eq. 5.3.1.1-3) ns tut 2 n Fry, = tensile yield strength of member not in contact with the screw head For t2/tl _< 1.0,Par shall not also exceed K, = coefficient which depends on member P,,, = 4.2(t 3 1/2 Ftu2 (Eq. 5.3.1.1-4) thickness n = number of threads per unit length for a screw nS = factor of safety=3.0 5.3.1.2 Shear in Screws Pal = allowable shear force per screw The ultimate shear capacity of the screw shall be deter- mined by multiplying the allowable shear capacity deter- Pa, = nominal shear strength per screw mined according to Section 5.1.1 by the factor of safety pa = allowable tensile force per screw used or by test according to Section 8. The ultimate shear capacity of the screw shall not be less than 1.25 P, pa = nominal tensile strength per screw pyo, = nominal pull-out strength per screw 5.3.2 Tension Pa,,,, = 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 - diameter DN,not less than 5/16 in.(8 mm).Washers shall be screw head at least 0.050 in. (1.3 mm)thick. t, = thickness of member not in contact with the The tension force shall not exceed Pa, calculated as screw head follows: t, = depth of full thread engagement of screw (Eq. 5.3.2-1) Pat = 1',ttlns into t2 not including tapping or drilling point pn shall be taken as the lesser of P„o, and Paa„ 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- The nominal pull-out strength,P„a,, for pulling a screw tively, design values for a particular application shall be out of a threaded part,is: permitted to be based on tests according to Section 8. Screws shall be installed and tightened in accordance 1)for UNC threads(screw thread types C,D,F, G, and T) with the manufacturer's specifications. a)for 0.060 in. <_ t, <_ 0.125 in. (1.5 mm < t, <- 3 mm) The tensile stress on the net section of each member joined by a screw connection shall not exceed the allowable pao}=KS D t�F,y2 (Eq. 5.3.2.1-I) stress from Sections 3.4.1 through 3.4.4. The net section where KS= 1.0] for 0.060 in. < t,<0.080 in. shall be determined according to Section 5.1.6. (1.5 mm <_ t,<2 mm) K,= 1.20 for 0.080 in. <_ t,<- 0.125 in. 5.3.1 Shear (2 mm < t,-< 3 mm) The shear force shall not exceed the allowable bearing b)for 0.125 in.<t,<0.25 in. (3 mm<t,<6.3 mm) force for a screw according to Section 3.4.5 nor the allow- ables according to subsections of this section. Pa = 1.2D Fn,z(0.25 - t,) + 1.16A,,Fr 2(t, -0.125) (Eq. 5.3.2.1-2) 5.3.1.1 Connection Shear , _ 10 mm) c)for 0.25 in. < t< <_ 0.375 in. (6.3 mm _< t The shear force per screw shall not exceed Pas calculated E P o =0.58Asa t�Fiu2 (Eq. 5.3.2.1-3) as follows: Pas = Pnsln,. (Eq. 5.3.1.1-1) where I-A-61 January 2000 2) for spaced threads (screw thread types AB, B, BP, BF, The block shear rupture allowable force P,.,of welded connections on a failure path with shear on some segments and BT) and tension on the other segments is: a) for 0.038 in. _ t,<- 2/n (1 min t, <- 2/n) for F,,As, _> FS„A”. Poo,=K,.D t,F,Y, (Eq. 5.3.2.1-4) (Eq. 5.4-3) P,, where K,= 1.01 for 0.038 in. < t,<0.080 in. otherwise (1 mm < t,<2 mm) K,.= 1.20 for 0.080 in. <_ i,- 2/n P,,— (F, As,,+ F9,A8�)lnu (Eq. 5.4-4) (2 mm < t, < 2/n) where b)for 2/77 <t,<4/n A�,= gross area in shear A,,=gross area in tension P up,= 1.2D F,,,z(4/n - t,)+3.26D Flu,(t,- 2/n) A„ =net area in shear (Eq.5.3.2.1-5) An =net area in tension c)for 4/n <_ t,<_ 0.375 in. (4/n s t, <- 8 mm) 1.63Dt (Eq. 5.3.2.1-6) 5.5 Laps in Building Sheathing = P„o, tuz 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 5.5.2 Sidelaps present,is: Pnov Ctl Flu,(DWS-Dh) (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),DWS is the rugations, and the minimum sidelap for siding shall have a width equal to half the pitch. larger of the screw head diameter or the washer diameter, For a trapezoidal sheet of a depth greater than 1 in. (25 and shall be taken not larger than 1/2 in. (13 mm). mm)the minimum sidelap for both roofing and siding shall 5.3.2.3 Tension in Screws have a developed width equal to the width of the narrowest flat plus 2 in. (50 mm)A trapezoidal sheet with a depth of The ultimate tensile capacity of the screw shall be 1 in.(25 rum)or less shall have an overlap of proven design determined by multiplying the allowable tensile capacity including an antisiphoning feature. determined according to Section 5.1.1 by the factor of safety used or by tests according to Section 8.The ultimate 5,5,3 Fasteners in Laps tensile capacity of the screw shall not be less than 1.25 P,,,. Minimum size of#12 screws or 3/16 in.(5 mm)diameter rivets shall be used in end laps and side laps. Maximum 5.4 Block Shear Rupture spacing for required sidelap fasteners shall be 12 in. (300 The block shear rupture allowable force Ps, of bolted mm).Endlap fasteners added for the purpose of improving connections on a failure path with shear on some segments closure shall be located not more than 2 in. (50 mm) from and tension on the other segments is: the end of the overlapping sheet. for F,uAn, > FSuA.� 5.6 Flashings and Closures P = (Fs,,A ,+FruA,)ln, (Eq.5.4-1) rr s� �' ' Flashings shall be formed from aluminum alloy sheet of otherwise approximately the same thickness as the roofing or siding ( 9 E 5.4-2) sheet. Unless engineering computations determine other- Ps,= (F,u A_+F,,,AB,)lnu wise,use minimum#12 screws or 3/16 in.(5 mm)diameter rivets to secure flashings to the roofing or siding. January 2000 I-A-62 Table 5.5.1-1 MINIMUM END LAPS Minimum End Laps rN Depth of section Roofing,slope greater than 2 on Roofing slope 3 on 12 or more Siding 12,less than 3 on 12 6 in. 4 in. 1 in.or less (150 mm) (100 mm) (25 mm or less) Greater than 1 in., 6 in 4 in. less than 2 in. 9 in (1 DO mm) (greater than 25 mm, (230 mm) (150 mm) less than 50 mm) 6 in. 6 in 2 in.or more 9 in 150 mm) (50 mm or more) ( 230 mm) (150 mm) ( Ir I-A-63 January 2000 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 6.4 Punching, Drilling, and Reaming coefficient of expansion shall be taken as 0.000013 per g 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 that of the finished hole shall be at least 1/4 the b. Cut edges shall be true and smooth, and free from thickness of the piece and in no case less than 1/32 in. excessive buns or ragged breaks. (0.8 mm). c. Re-entrant cuts shall be filleted by drilling prior to b. The finished diameter of holes for cold-driven rivets cutting. shall be not more than 4% greater than the nominal d. Oxygen cutting shall not be used on aluminum alloys . diameter of the rivet. c. The finished diameter of holes for hot-driven rivets shall 6.3 Heating be not more than 7%greater than the nominal diameter Structural material shall not be heated,with the follow- of the rivet. ing exceptions: d. The finished diameter of holes for bolts shall be not a. Material shall be permitted to be heated to a temperature more than 1/16 in.(1.6 mm)larger than the nominal bolt not exceeding 400°F (200 °C) for a period not diameter,unless slip-critical connections are used. exceeding 30 minutes. Such heating shall be done only e. If any holes must be enlarged to admit the rivets or when proper temperature controls and supervision are bolts,they shall be reamed.Poor matching of holes shall provided to insure that the limitations on temperature be cause for rejection.Holes shall not be drifted in such and time are carefully observed.If structural material is a manner as to distort the metal. All chips lodged subjected to elevated temperatures or times in excess of between contacting surfaces shall be removed before the foregoing, the allowable stresses shall be reduced assembly. consistent with mechanical properties specified for the material after the hearing process. 6.5 Riveting b. For 5XXX series alloys with magnesium contents 6.5.1 Driven Head greater than 3 percent, holding within the temperature range from 150 (66 °C) to 450 IF (230 °C) must be The driven head of aluminum alloy rivets shall be of the avoided in order to minimize the possibility of flat or the cone-point type, with dimensions as follows: sensitization to exfoliation and stress corrosion cracking. The length of time at temperature is a critical factor in a. Flat heads shall have a diameter.not less than 1.4 times the nominal rivet diameter and a height not less than 0.4 determining the degree of sensitization. Hot forming techniques must include quick heat up to a temperature times the nominal rivet diameter. not to exceed 550'F (290 °C) to minimize loss of b. Cone-point heads shall have a diameter not less than 1.4 mechanical properties. Forming must be completed times the nominal rivet diameter and a height to the before the metal cools below 450°F(230°C).The metal apex of the cone not less than 0.65 times the nominal shall then be fan cooled,to drop the metal temperature rivet diameter. The included angle at the apex of the from 450°F(2300C)to 150 IF (66°C)in the minimum cone shall be approximately 1270 . time possible to prevent sensitization. • January 2000 I-A-64 6.5.2 Hole Filling surfaces shall be given a heavy coat of alkali resistant bituminous paint or other coating providing equivalent Rivets shall fill the holes completely. Rivet heads shall protection before installation.Aluminum in contact with be concentric with the rivet holes and shall be in proper concrete or masonry shall be similarly protected in cases contact with the surface of the metal. where moisture is present and corrodents will be entrapped between the surfaces. 6.5.3 Defective Rivets c. Aluminum surfaces to be embedded in concrete Defective rivets shall be removed by drilling. ordinarily need not be painted, unless corrosive components are added to the concrete or unless the 6.6 Painting assembly is subjected for extended periods to extremely corrosive conditions.In such cases, aluminum surfaces Structures of the alloys covered by this Specification are shall be given one coat of suitable quality paint,such as not ordinarily painted. Surfaces shall be painted where: zinc molybdate primer conforming to Federal Spec* a. 2014-T6 alloys are exposed to corrosive environments, fication TT-P-64513 or equivalent,or a heavy coating of alkali resistant bituminous paint, or shall be wrapped b. aluminum alloy parts are in contact with,or are fastened with a suitable plastic tape applied in such a manner as to,uncoated steel members or other dissimilar materials, to provide adequate protection at the overlaps. Alumi- c. exposed to extremely corrosive conditions, num shall not be embedded in concrete to which cor- rosivecomponents such as chlorides have been added if d. required by the designer for reason of appearace. the aluminum will be electrically connected to steel. Painting procedure is covered in the following Sections d. Aluminum shall not be exposed to water that has come 6.6.1 and 6.6.2, and methods of cleaning and preparation in contact with a heavy metal such as copper as such are found in Section 6.7. (Treatment and painting of the metals can cause corrosion of aluminum. The heavy structure in accordance with United States Military metal shall be painted or coated with plastic or the Specification MIL-T-704 is also acceptable.) drainage from the metal diverted away from the aluminum. 6.6.1 Contact with Dissimilar Materials e. Prepainted aluminum only requires additional protection Where the aluminum alloy parts are in contact with, or when specified by the designer to abate extremely are fastened to,steel members or other dissimilar materials, corrosive conditions. the aluminum shall be kept from direct contact with the steel or other dissimilar material by painting as follows: 6.6.2 Over-All Painting a. Steel surfaces to be placed in contact with uncoated Structures of the alloys covered by this Specification are aluminum shall be painted with good quality non lead either not ordinarily painted for surface protection(with the containing priming paint,such as zinc molybdate,alkyd exception of 2014-T6 when exposed to corrosive environ- type primer in accordance with Federal Specification ments) or are made of prepainted aluminum components. TT-P-645B,followed by two coats of paint consisting of Where structures are to be exposed to extremely corrosive 2 lb.of aluminum paste pigment(ASTM Specification 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 6.7 Cleaning and Treatment of Metal equivalent. Where severe corrosion conditions are Surfaces expected, additional protection can be obtained by applying a suitable sealant to the faying surfaces, prior to field painting of structures, all surfaces to be capable of excluding moisture from the joint during painted shall be cleaned immediately before painting,by a prolonged service in addition to the zinc molybdate, method that will remove all dirt,oil,grease,chips,and other alkyd type primer. Aluminized, hot-dip galvanized or foreign substances. electro-galvanized steel placed in contact with alumi- Exposed metal surfaces shall be cleaned with a suitable num need not be painted. Stainless steel (300 series) chemical cleaner such as a solution of phosphoric acid and placed in contact with aluminum is not required to be organic solvents meeting United States Military Specifica- painted except in high chloride containing tion MIL-M-10578.Abrasion-blasting shall not be used on environments. aluminum less than or equal to 1/8 in. (3 mm)thick. b. Aluminum shall not be placed in direct contact with wood, fiberboard or other porous material that absorbs water and causes corrosion.When such contacts cannot be avoided,an insulating barrier between the aluminum and the porous material shall be installed. Aluminum I-A-65 January 2000 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 = F _ A", (F - F ) (Eq. 7.1.2-1) mm) to each side of the center of a weld. Mechanical n"' A properties for weld-affected metal shall be taken from Table where 3.3-2 except that F,u., values shall be multiplied by 0.9. The modulus of elasticity for weld-affected metal is the same as FPS,= allowable stress on the cross section, part of for non-welded metal. which is weld-affected. Fn = allowable stress if no part of the cross section Allowable stresses calculated in accordance with Section were weld-affected. Use buckling constants for 7.1.1 apply to: unwelded metal from Table 3.3-3 or 3.3-4 and 1) Members in axial tension with transverse welds mechanical properties from Table 3.3-1. affecting their entire cross section, 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,y,, and F,,”. from Table 3.3-2 and shall be multiplied by 0.75. 5)Flat components of columns or beams with welds at A = net cross sectional area of a tension member or the supported edges only. tension flange of a beam; gross cross sectional area of a column or compression flange of a Allowable stresses for these welded members shall be beam. A beam flange shall consist of the portion calculated from the same formulas as for non-welded of the section farther than 2c/3 from the neutral members with the following adjustments. axis,where c is the distance from the neutral axis 1) Allowable stresses for axial or flexural tension to the extreme fiber. (Sections 3.4.1 through 3.4.4),bearing(Sections 3.4.5 and 3.4.6),and axial or flexural compression or shear(Sections A,,, = weld-affected cross sectional area. 3.4.7 through 3.4.21)with slenderness less than S, shall be If A„,<0.15A,AH,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 O.OSL 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, Filler alloys shall be selected from Table 7.2-1. The the allowable stress at the weld shall not exceed the allow- allowable shear stress in fillet welds shall be taken from able stress calculated in accordance with (1)above. 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, 1 Stress Type of Member or Component ,...uwable Stress 3.4. Allowable Stresses for BUILDING and Similar Type Structures TENSION,axial Any tension member 1 19 lt3 5 6005—T5 Extrusions Rectangular tubes,structural Thicknesses Up Through 1.00 in. shapes bent around strong axis o-T ~ 2 19 11l TENSION IN 6105—T5 Extrusions BEAMS, Round or oval tubes -0(10_ 3 24 a Thicknesses Up Through 0.50 in. extreme fiber, V net section , WHITE BARS I I to nonwelded members and to welded Shapes bent about weak axis, i _ r--r aPP Y bars,plates 4 28 1 members at locations farther than 1.0 in.from a weld. 5HAC7L) BARS ; 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. BEARINGOn flat surfaces and pins and on bolts in slotted 6 26 6 'For tubes with circumferential welds,equations of Sections 3.4.10, holes 3.4.12,and 3.4.16.1 apply for Rb/t s 20. Allowable Allowable Stress Sec. Slenderness Slenderness Allowable Stress Type of Stress Type of Member or Component 3.4. Stress Limit S Slenderness Limit S Slenderness z S Slenderness s S, Between S,and SZ z COMPRESSIONz IN COLUMNS, kUr 0 20.2-0.126(kUr) kUr=66 51,000/(kUr) All columns 7 axial,gross 51 ili5, kLtr=7D section Flat plates supported along one 21 b/t 2.7 23.1 -0.79(10) b/t-10 154/(b/t) edge-columns buckling about a $ symmetry axis iD.S „ 1f1.5 , I btt=15 i541(b/t) Flat plates supported along one 21 b/t 2.7 23.1 -0.79(b/t) b/t=12 1970/(b/r)Z edge-columns not buckling about -� $.1 a symmetry axis 1D.5 1U.5 btt=14 19701(b/t)2 F H� COMPRESSION Flat plates with both9 21 17/f8.4 2 19 3.1 0.25(b/t) 1; =33 490/(tilt) IN edges supported -4b 1(15 10 5 btt 4? 49D1(b1t) je 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 —N/--] m C edges supported and with I I 9.2 See Section 3.4.9.2 w an intermediate stiffener N oCurved plates supported R,r\� Rb R„ 21 RM/t-2.2 22.2-0.80 Rb/t Rh/t= 141 300 on both edges,walls of 10* round oro altubes iDS Ttbl# 51. 114-f14b lt�lt R�tr 340 (Rb/t)(1 Rh/r/35)z 1% 1 4% 2 Sec. Allowable Slenderness Allowable Stress Slenderness Allowable Stress Type of Stress Type of Member or Component Stress Slenderness Limit S Slenderness'S 3.4• lenderness s S, Limit St Between S,and S, z z w N Single web beams bent about 21 L,Jr� 23 23 9 0 124L,/r L/r 79 87,000 o strong axis —� 11 Ti (Lblr.)Z 1 ;,..' 3fi`,,' .zs.•'.a:'-ems :>.as >,t..c,3d,' .,a. . COMPRESSION Re R„ Rp 1 2* 25 R,ft 28 39 3 2.70 Rb/t R/r=81 Same as Round or oval tubes Section 3.4.10 IN BEAMS, a ate {) #Il I%t ISYjt�153 extreme fiber gross Solid rectangular and t--- f— 28 d/t g,/d 13 40.5 0.93 d1t Lb/d dlrLr,/d 29 11,400 section round section beams —I�d 13 13 dtr t�/d 29 (d/t)'-(Lbld) :x>„e•^?,x>r,s;:q:: 9 +�f:,x> c ;h":;;:Fk x':. .h?.4°,>.,,..�,xE - ".::>...., ., t.,., ✓^ a Rectangular tubes and 21 Lb S,/ 5 hJ 146 23 9 0 24 Lt S� 5 I J LbS',5 hJ =1700 24,000 4 � I 14 box sections LS # 1 ' 22911 (L 5 �.5�) �� 8 b c �. Flat plates supported on b—{r-1 f—b b 21 b/t 6.8 27.3 0.93 b/t blt 10 1831(6/t) + � 15 one edge ref Itk 0” b F'--(b�-- 21 blt-22 27.3 0.29 b/t 6/r=3 COMPRESSION Flat plates with both 3 580/(b/t)IN edges supported Tf Vr 16 1d S hli5 SBCIIjbI3) s COMPONENTS : . .. OF BEAMS, Curved plates supported Rb * 25 RW( 1.6 26.2 0.94Rt,It R�t 141 3800 (component on both edges 161 R lt)(1 + R /t/35)Z It= < 3 2 4 f}35w R !r t 311 ( b under uniform Flat plates with one edge compression), supported and the other 16.2 See Section 3.4.16.2 gross section edge with stiffener Flat plates with both edges supported and with 116.3 See Section 3.4.16.3 an intermediate stiffener 111 Flat plates with L 28 blt 8.9 40.5 1.41 b/t blr 19 4 900/(b/t)2 COMPRESSION -�_u b 17 compression edge free, �� ll IN �3S 135 bIt 19 490t1!(b�t3z COMPON tension edge supported .,. x, t „a „ , ,< f A3, ;nt a., ENTS OF BEAMS, Flat plate with both edges /�L 28 hl( 46 40.5 0.27 Ir/t lilt 75 1520/(/L/1) (component supported g I Ih \ 18 1520/(It/t under bending 1n :,.3 ,. .- a �a:.. h.y.. own plane) Flat plate with horizontal T�a' 28 h/t 107 40 5 0 117 I,1r h/r=173 3500/(h/t) g stiffener,both edges I 19 toss section supported L 133 h!tb 35(?Q1(Itft) ,3 SHEAR Unstiffened T 12 !i/r 36 15.6 0.099 h/r h/r-65 39,000/(h/1)z flat webs 11 20 6 hlt $1 39,11(ftlt)' g.,a .r .ro^,$a> �, s�hcxttr� -�:tt. .: o� IN WEBS, rs cn gross Stiffened flat webs _ia; a, 12 12 a,/r=66 53,000/(a,/1)2 section I_�Zla, 21 ae-a-1/ 1 0.7(a,/a2)2 ., b ` a 1t= 4 53,000!(a lilt '.'" ' . ,. �v•v H 7 Ty. if Stress Type of Member or Component See. Table 2-22 . ....owat le Stress Allowable Stresses for BUILDING co and Similar Type Structures TENSION,axial Any tension member 1 9.5 6 S ? li . , Y 6063-T5 Rectangular tubes,structural 3-111 2 9.5 X65 Extrusions TENSION IN shapes bent around strong axis (Thickness up thrU 0.500 In.) N BEAMS, extreme fiber, Round or oval tubes (1 _ 3 11.5 $ 3 net section - WHITE BARSa I to nonwelded members and to welded Shapes bent about weak axis, I ._ H apply bars,plates • 4 12.5 members at locations farther than 1.0 in.from a weld. Si IAQ;Eb,Btbci5.;: apply within 1.0 in.of a weld. On rivets and bolts 5 23 3 Equations that straddle the shaded and unshaded areas apply to both. 4 PP Y BEARING On flat surfaces and pins and on bolts in slotted 'For tubes with circumferential welds,equations of Sections 3.4.10, 6 15 If 5 holes 3.4.12,and 3.4.16.1 apply for Rt,/t_ 20. Allowable Allowable Stress Sec. Slenderness Slenderness Allowable Stress Type of Stress Type of Member or Component 3 4 mit S Stress LiSlenderness Slenderness s S, + Between S,and S2 Limit S2 Slenderness z S2 COMPRESSION — kUr =0 8.9-0.037(klJr) k(lr=99 51,000/(kL/r)2 IN COLUMNS, axial,gross All columns 7 section 6 5 IcTjr �5 fi oil (lt kI lr 45 51 000!(kllr)' Flat plates supported along one 9.5 b/t 2.3 10 0.22(b/t) b/t 16 101/(b/i) edge-columns buckling about a -I-TE-f--4 8 symmetry axis 6 5 5 bAt 1 101J(bh) i Flat plates supported along one 9.5 b/t 2.3 10-0.22(b/t) b/r=18 1970/(b/t)Z edge-columns not buckling about -+ 8.1 -47 a symmetry axis .5 6!t 1 ll3-4,22(bh) 611=18 1970/(b/tj� COMPRESSION Flat plates with both H e 9 9.5 b/t 7.0 10.0-0.071 (lilt) 17/tt=50 320/(b/i) ,-V-- i IN edges supported 1 -I b I- b 5 6 5 ... hlt X49 3201(brs) 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 w edges supported and with F""I 9.2 See Section 3.4.9.2 an intermediate stiffener N oCurved plates supported Rb Rb Rh 9.5 Rh/t-1.2 9.8-0.27 Rt,/t Rh/t=270 3200 on both edges,walls of � � 10* round or oval tubes 6 5 Xb/t 1{i 7 2 1122R�Jt Rt ft 510 (Rn/t)(1 a. Rb/t/35)z i 1 A$ 1 �Allowable Allowable Stress W Sec. Slenderness Slenderness Allowable Stress D Type of Stress Type of Member or Component Stress Slenderness 3.4. tenderness s S, Limit S, Between S,and S. Limit Sz Slenderness z S2 N) Single web beams bent about 9.5 Lryh 28 10.5-0.036Lr,/r, Lylr, = 119 87,000 11 o strong axis (Lnlr ,) GS ; Lr 111 1175 t7436Lr Lr -119 e�a J COMPRESSION Rb R, R, 1 2* 11.5 Rr,/t=43 17.5-0.92 Rhl r R li=140 Same as Round or oval tubes }- IN BEAMS, V g R�1W,��, ;12$ 061 R�lt; Ria,-- 2(36 Section 3.4.10 extreme fiber gross Solid rectangular and rte~ 12.5 d/tL,ld 18 17.2-0.26d1t Lhld d/r L,ld =45 11,400 section round section beams -'�d 13 (d/t)Z(L /d) 8 5 d!t L�Id3 I7 O. bdlt L�ld dtr L�1d =45 ! n Rectangular tubes and �j 9.5 LhS /.5 I,J =204 10.5-0.070 Lh5 �.5 I,J Lr,S,/.5 /,,.1 -3830 24,000 4 `J 14 5�5 X�J �27i1 105 13Q70 L�54 5 1J Lb5f51J 3830 (LhS /.5 I J) box sections Flat plates supported on by r-i r-1,I b15 9.5 blt=8.5 11.8 0.27 blit blit=16 1201(1,/t)� one edge COMPRESSION Flat plates with both --ibI-- bb /- 16 9.5 blit 28 11.8-0.083 blit blit=50 380/(12/t) IN edges supported bit 58 ., 38D1(bfr) COMPONENTS R 11.5 R/t O 1 11.6 0.32 R l t R/t 270 3800 OF BEAMS, Curved plates supported b 16.1* n n (component on both edges (R /t)(1 R /t/35)2 8 Rir 0 3 7 9 >19 Ralf R�It=510 a 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 Flat plates with _L 12.5 blit=12 17.2-0.39 blit blit-29 4,900/(blo' COMPRESSION ��_u� 17 IN compression edge free, { ' tension edge supported S 5 bit 22 17 2 0 39 b/r; lilt-29 A9000102.. COMPONENTS OF BEAMS, Flat plate with both edges Ih ,,yh 18 12.5 lilt 64 111 7.2-0.074 Ir1t Ir/t= 115 9901(lilt) (component supported / \J 8 5 ti5 hl Illi 9 t7/(h!r) under bending in own plane) Flat plate with horizontal T�a'1 12.5 lilt 147 17.2-0.032 lilt lilt-270 2300/(/>/r) stiffener, both edges 19 gross section supported S $ lilt 270 23(70!(1✓t) SHEAR Unstiffened T 5.5 lilt 44 6.7-0.027 lilt Ir/t=99 39.000/(I/r)2 m IN WEBS, „^flat webs 11 20 g 3 9 hI IUO 33, UUl(hlt)� d gross Stiffened flat webs .a 5.5 5.5 a,It=98 53,0001(a,/t)2 section 21 ae=a /J1 0.7(a /a2)2 3 9 g le ft L17 53 f11701�u It s. „ � S Sec. Table 2-23 JTy, of Stress Type of Member or Component 3 4 mirowable Stress 0 Allowable Stresses for BUILDING and Similar Type Structures 15 TENSION,axial Any tension member 1 G 5 6063-T6 Rectangular tubes,structural 4_0-T 2 15 Extrusions, Pipe TENSION IN shapes bent around strong axis r _. P BEAMS, n extreme fiber, Round or oval tubes _C) _ 3 18 i p V net section WHITE BARS Shapes bent about weak axis, I _ f- t apply to nonwelded members and to welded bars, plates 4 20 5 members at locations farther than 1.0 in.from a weld. HADD BARS apply within 1.0 in.of a weld. On rivets and bolts ) 31 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 6 211 5 3.4.12,and 3.4.16.1 apply for Rb/t s 20. Allowable Allowable Stress Sec. Slenderness Slenderness Allowable Stress Type of Stress Type of Member or Component 3 4 Stress Limit S Slenderness Limit S Slenderness z S Slenderness s S, , Between S,and S. z z COMPRESSION kU IN COLUMNS, — r 0 14.2-0.074(kUr) kUr•=79 51.000/(kUr)Z All columns 7 axial,gross Llr• section �•5 6.5 k =89 50 1, 0U/(Wr) 2 ,. Flat plates supported along one 15 b/t 2.4 16.1 -0.46(b/t) b/t 12 129/(17/1) edge columns buckling about a -I-E-- 8 symmetry axis 5.5 b. bTt=2D 1291{bit} Flat plates supported along one 15 b/t 2.4 16.1 -0.46(b/t) b/t 15 l970/(b/t)' edge-columns not buckling about -�--�— 8.1 a symmetry axis 5.5, 6.5 blf=17 197>�!(b/t)' b COMPRESSION Flat plates with bothj j 9 15 b/t 7.6 16.1 -0.144(b/t) b1t=39 410/(b/r) IN edges supported 'HI --I b l_- COMPONENTS —COMPONENTS , OF COLUMNS Flat plates with one edge gross supported and other edge with 9.1 See Section 3.4.9.1 section stiffener C N Flat plates with both � m edges supported and withF I I 9,2 See Section 3.4.9.2 an intermediate stiffener N O 00 Curved plates supported Rb Rb Rb 15 R,11 1 4 15.6-0.50 t R,/t R,,/t=188 3200 on both edges,walls of 10* round or oval tubes 65 Rhlt 1f1 ?2 »fJ�2 �I.t K�Ir-SL£} (Rb1f)(1 + R611135)Z W Allowable Allowable Stress Sec. Slenderness Slenderness Allowable Stress Type of Stress Type of Member or Component 3.4. Stress Limit S Slenderness Limit S Slenderness i S WSlenderness15 S, Between S,and S. z p Single web beams bent about TT [ 15 Lli-I. 23 16.7 0.073L,,/r, L,/,•, =94 87,000 o strong axis G5 ty'S L,lr COMPRESSION Rb Rb R, * 18 R,,/t=33 27.7- 1.70 Rr,I t R,tr= 102 Same as Round or oval tubes IN BEAMS, 12 Gg Rtft 5 I2$ O.il Itlt, Rah-206 Section 3.4.10 extreme fiber gross Solid rectangular and 20 d/r J,ld 15 27.9 0.53d/t Lry/d dl F,ld =35 11,400 section round section beams —I�d 13 (d/t)'-(Lhld) 85 8'S dtt4L =37 Rectangular tubes and 15 L,5,/.5 I J 145 16.7 0.141 LhS�/.5 I,J 14 L,S, -5 I.I =2380 24,000 4g � box sections 5t �� ft3 3�g0 (LnS,1.5I,J) 3 .b, •'F. Y Flat plates supported on b1 r-fir~b b-t 15 blt=7.4 19.0-0.54 lilt blt=12 1521(b/t) I L I 1 one edge 23 152!(bti� COMPRESSION Flat plates with both -ib~ /1—b f~ 15 b/t 24 19,0-0.170 b/t b/r-39 480/(17/t)16 IN edges supported T V lilt COMPONENTS OF BEAMS, Curved plates supported Rb 18 R,lt-0.7 18.5-0.59 R,/t Rhlt-188 3800 on both ed es 16'1* (component g 79 014 R�lr RbIt 51� (R on + Rvlt/35), under uniform ..,., compression), Flat plates with one edge R 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 F7] 16.5 See Section 3.4.16.3 an intermediate stiffener COMPRESSION Flat plates with L 20 b/t 9.8 27.9 0.81 b/t bit=23 4.900/(b/t)'IN compression edge free, - -b f 17 tension edge supported $5 lilt 2-0 4,4f)0l(b/t)` COMPONENTS OF BEAMS, Flat plate with both edges 18 Ih ,.,�, 20 lilt 51 27.9-0 155 1�/t lilt-90 1260/(lilt) (component supported / �s\/ $S8 5 1ttf. 148 12b01(Itlt) under bending in ., Flat plate with horizontalload, own plane) rld 20 lilt 118 27.9 0.067 Itlt lilt=209 2900/(!t/t) stiffener,both edges I 19 gross section L supported u 5 8 5 hff 34©. ! 2400r(3t1t} SHEAR Unstiffened 1---� h 20 8.5 lilt 39 10.7-0.056 lt/t h/t=78 39.000/(//t)' flat webs 1 IN WEBS, �� 3 9 q fi/#-100 39,Cf00/(lilt}�: »; ;,<, gross Stiffened flat webs �a�7 a 8.5 — 8.5 a /t=79 53,000/(a,/t)Z section z I-11 11I� 21el- 0.7(ar/aZ) ,9 3 9 a Jr 11753,00010 /t) e' f i TABLE 6. NOMINAL SHEAR AND TENSILE STRESSES FOR STAINLESS STEEL STEEL BOLTS NAME TYPE DIAMETER AREA DIA. HEAD Fn, F,,t P„ Pt in in` in. ksi ksi lbs lbs #6 S.S. 0.138 0.015 0.26233.7 56.0 295 565 # 8 S.S. 0.164 0.D21 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 56.0 906 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 3/81, S.S. 0.375 0.110 0.625 33.7 56.0 2176 4173 1/2 " S.S. 0.5D0 0.196 0.750 33.7 56.0 3869 7418 3/4 " I S.S. 0.750 j 0.442 1.000 1 33.7 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 ENGINEERING DrPARTt,if..NT I ' pollI 230 SUN & STARS ROOM: CATHEDRAL DESIGN ENGINEERING AND STRUCTURAL LOADING INFORMATION Outdoor Living4..1•ndoors ti's N ML> oAFraM■ PLC r._ EFFECTIVE DATE:11-03 LD FRONT WALL MAXIMUM LIVE LOAD END WALL LENGTH GOVERNED BY PROJE C710 N(FEET)-ALLOWABLE LOAD IN G CHARD ROOF LOAD(PSF) (EXPOSURES(RESIDENTAL) WIND LOAD N MPH) FEET 11 12 73 15 RIDGE 7"BEAM 94 160 70 '150' 54 160 33 150 25 .18140. 19 21 22 23 BEAM Jr BEAM:&tBTEEL D''i48 15U: `.1 0' '^4160^ 130: - 125 "2 : 1201 1t LOADS Y2"BEAM 230 180 190 150 182 180 120 150 104• 140 65 130 45 12539 1120 33•J 120 ROOF BAR (5' w16fl' 1 5'-• ,H 0: 190,•,='85-:..150 .190',•id03" 5.r LOADS SH83 250 160 250 150: 250 160 250 150 250 140 250 130`• 250 125 250- -12p 250 `120 RIDGE <7^;BEA1d .-x; 't6 '"^Y$6-',li'.58 '16 ' aFrC at98' .27 ': 155- 20 '.1d5' ,.13,5 i ; :-ri;90? BEAM 7"BEAM&STEEL 178 165 135 1551 105 165 85 155. 52 .145 28 '" -:126° �•'• 120'x-'' 13 LOADS 12!''$iEAM, °200' 166,":'18tl 1.5 136.,1:86 -"105 5 8,i:= 145 135 16 130 15 125 - 120 ROOF BAR ,5LB3 95 165 80 155 95 165 80 155 95 145 80 135 95 {130 80• 125 '96y -120 LOADS • : -'1;95: •"Y66� 416fl- 156 >s1 5' BS" '18 - 168 196`: '145. 'x.560 "436-':`195` "130 RIDGE 7"BEAM 87 165 50 155_EAM . 37 185 22 155. 17 150 190" '126"•"'$81f°` 'Y2fl�1. BEAM 7^B12-BE."BTEBi,. f59`' tBS'",ti 8- x:188, 44,1= .150 ?29 21'40" i •l6'. Y'36. "Y2. 120 15 LOADS 12"BEAM 180 185 138 155 116 165 65 155 74 150 46 140- 32 135 26 i125 22 120 ROOF BAR' "bLBS., "83l ,•'196 .r53 55. =83%•' Fg ;, -::165 69=1•' 150 ;ir3: <•. LOADS SHB3 125 185 105 155 125 165 105 155 125 160 105 14�.. 125 135 105- 125 125• •120 RIDGE .. T!�BEAM v58'. '13613. BEAM 7"BEAM&STEEL 134 155 101 155 78 155 48 155 38 150 20 -140 12 196 •g °125 `k 17 LOADS f2":BEAM r•'0 156' •i1 0 n155? �s10 .% X65- .a7 - ':1.66