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HomeMy WebLinkAbout2118 PALOMAR AIRPORT RD; ; 85-370; Permit1 hereby affirm that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. Lic No _________________ Class hereby affirm that I am exempt from the Contrac- to 000sR rs t law or the tnllnwing reason (Sec. 7031.5 I Business and Professions Code: Any city or county which re- quires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance also requires the up-' ., I plicant for such permit to tile a signed statement that he is licensed pursuant to the provisions 01 the Contractors License Law (Chapter 9 commencing with Section 7000 01 I Division 301 the Business and Professions Code) or that is ex- empt therefrom and the basis for the alleged exemption. Any violation 01 Section 7031.5 by an applicant for a permit sub' I lects the applicant In a civil penalty of not more than tine hun- dred dollars 15500). - I O I, as owner 01 the properly, or my employees with wages as their sole compensatioo, will do the work, and the struc- ture is not intended or offered for sale (Sec. 7044, Business I and Professions Code: The Contractor's License Law does not apply to an owner 01 property who builds or improves thereon and who does such work himself or through his own I employees, provided that such improvements are not intend- ed or offered for sale. It, however, the building or improve- - ment is sold within one year 01 completion, the owner-builder I will have the burden 01 proving that he did not build or im- prove for the purpose 01 sate). El I, as owner 01 the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License I Law does not apply loan owner 01 property who builds or im- proves thereon, and who contracts for each projects with a contractor(s) license pursuant to the Contractor's License Law). -- O As a homeowner lam improving my home, and the 10110w' t ing conditions exist: , The work is being performed prior to sate.- - .- - I have lived in my home for twelve months prior to completion 01 this work. I have .001 claimed . this exemption, during the last three years. tam exempt under Sec. _________________ , B & P.C. or this reason r'' ' - - - I thereby affirm that I have a certificate 01 consernr to sell-Insure, or a "certificate- of Workers Compensation Insurance. or a cenitedpbyy thereof (Sec. 303, Labor Codel POLICY NO COMPANY . , - - -. _ - - Copy s filed with the cl CeRted copy IS hereb1' rreet I rrus ' - CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE (This section need not be completed it the permit is for one hundred dollars 1510910, IeS5) ------- O I cerilty that In the performance 01 the won, tot whICh thIS permit is issued. I shalt not employ any - person In any manner so as to become subject to the Woriners' Compensation Laws 01 California NOTICE TO APPLICANT If. alter making this CerrI :-cafe 01 ExemptIon, you should become subtecl In the Woriners' Compensation provisions 01 the Labor Code., you must forthwith comply w,th 'such - provIsIons or this permit shalt be deemed revoked I hereby atlltrrt thaI there's a constructlOrr lending agency to, the pet'lormance of the worm tO, which this permit . is issued JSec 3097, Civil Codep Lenders Name Lender's Address USE BALL POINT PEN ONLY & PRESS HARD APPLICANT.-TO FILL IN INFORMATION WITHIN SHADED AREA AND DECLARATIONS. CARLSBAD BUILDING DEPARTMENT ' APPLICATION &PERMIT 1200 Elm, Carlsbad, California 92008-1989 (619 8-5525 -. . s-. JOB ADDRESS AV, STARD. NEAREST CROSS S i U DATE OF APPLICATION 8USINES O.f'NSE A , VALUATION jJu, -000 . ZONE PERMIT NUMBER -. ' 5v LOT bLOCK, SUf TDIVISION ASSIESSOA PARCEL VP , CONTRACTOR - /_4/L,k2aI CONT ACTORS PHONE C '7i b(, OWNER'S NE - . OWNER'SPHONE CONTRACTOR'S ADDRESS OWNER'S MAILING ADDRESS 77 LICENSE NO. PLAN I.D. ft - - BLDG USE CODE DES ION OF WORK /7 ' LICENSE 8 STANDARD PLAN A BUILDING SO. FOOTAGE - DESIGNER'S ADDRES DESIGNER'S PHONE -- - ,,•- - - — //U/e7897 Iess ahWCeied j'3fl 1 F/P FLR ELEV. YD NO - ST NO ES I - D6GP - . , ' , CENSUS TRACT OP LAND USE PARKING SPACE RES UNITS GRADING PERMIT ISSUED yD REDEVELOPMENT A RE A YO NO . TYP ft) 0CC LOAD FIRE SPP YO QTY. PLUMBING PERMIT- ISSUE - .QTY. MECHANICAL PERMIT- ISSUE - SUMMARY/ACCOUNT NUMBER EACH FIXTURE TRAP . , . ' INSTALL FURN. DUCTS UP TO 100,000 BTU BUILDING PERMIT 01-00-00'8220 'EACH BUILDING SEWER ----- ----- P ' ----- ', -- - OVER 100,000 B SIGN PERMIT ' ' 01-00-00-8221 - EACH WATER HEATER AND/OR V ' " BOILER/COMPRESSOR UP TO 3 HP' - - -. PLAN CHECK - 01-00-00-8806 EACH GAS SYSTEM 1 104 0 ETS "- ...----- BOILER/COMPRESSOR 3.15 HP 1__1 . TOTAL PLUMBING . 01-00-00-8222 - .EACH GAS SYSTEM 50 ORE__ :._. ---J.j_- ' -'4--,---- METAL FIREPLACE . ,.. . ELECTRICAL. ' - 01-00-00-8223 EACH INSTAL.. AL REPAIR WATER PIPE j VENT FAN SINGLE T - - MECHANICAL ' 01-00-008224 EACH VAC - ) MECH EXHAU - HOOD/DUCTS - MOBILEI-IOME ' - - " 01-00-00-8225' ' WAT OF,TNER -_._ - L . - . ,RELOCAT OF EA FURNACE/HEATER . - . MOBILEHOME PARK INSP EACH ROOF DRAIN )INSIDE) . , - '"," so '\ i-,;' - - -— -- - ' ''-1 "TOTAL MECHANICAL - - - - STRONGMOTFON 80-92-33-0519 - - TOTAL PLUMBING - , - .. - 'FIRE SPRINKLERS 01-00-00-8227 - OTY. ELECTRICAL PERMIT,ISSUE. .QTY. -I :4 - .SOLAR ISSUE . - I PUBLIC FACILITIES FEE 32-00-00-8930- - - - - BRIDGE FEE NEW CONST EA AMP/SW1 !BKR ' COLLECTORS SCHOOL FEE - DISTRICT - -. . . - - - - I PH PH STORAGE TANKS ' - "' CrIsbad - 80-92-21-0519' -- EXIST BLDG EA AMP/SWT/BK " -- "i -- -- I ROCK STORAGE A Encinitas 80-92-22-0519 I PH 3 PH . PUMP - San bieg'nIo 80-92-23-0519 -- REMODEL.'ALTER PER CIRCUIT . PLAN CHECK FEE - - San Marcos -. ", ' .80-92-24-0519. 200 AMPS - 4-----------.----- --- - .-------TEMPPOLE -------r--- - . - - ____ /' - . '.- - — OVER 200 AMPS . . ' - . LICENSE TAX 01-00-00-8162 TEMP OCCUPANCY'(30 DAYS) 1' - ' ' - . '-w - .' M F F 80-92-57-0519 ________________________________ - - -, .--.. - 2___. . ' ,, - -. •. - CREDIT DEPOSIT - , TOTAL ELECTRICAL • .. TOTAL SOLAR '- TOTAL'FEESPAYABLE .1 HAVE CAREFULLY EXAMINED THE COMPLETED-APPLICATION AND PERMIT" AND DO HEREBY Expiration. Every permit issued by the Building Official under the provisions of this * AN 061-IA PERM:T IS REQUIRED FOR EXCAVATIONS OVER and become null and void - 50" DEEP AND DEMOLITION OR CONSTRUCTION OFauthorized - CERTIFY UNDER PENALTY OF PERJURY THAT ALL iINFORMATION HEREONINCLUDING THE ll 5hC limitation rmit is I commenced within 180 days from the date of such DECLARATIONS ARE TRUE AND CORRECT AND I FURTHER CERTIFY AND AGREE IF A PERMIT IS permit, or if 'the buildino or work authorized by st)ch permit is suspended or OVER 3 STORIES IN HEIGHT ' ISSUED: TO COMPLY WITH ALL CITY. COUNTY AND STATE LAWS GOVERN ING'BUILDING CON..abandoned at STRUCTION, WHETHER SPECIFIED HEREIN OR NOT. I ALSO AGREE TO SAVE rNDEMN(FYAhAD APPLICANT'SSIGNAT_ot __''" _'-' '--, ____0 APPROVED __---.I.TJ - _-_- KEEP, HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND U - - - OW CONTRACTOR - / EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. BY PHONE 0 ..---. ___- - - To: ENGINEERING, FIRE, PLANNING, UTILITIES PILES CAISSONS FINAL INSPECTION NOTICE Date Address cI /' 1-/d4' Plan #_cPS3 26 - Type of Constructio ./ / Person to Contact _r ê o No.____________ Approved Fire Prevention Date . Approved ZeLrtment Date,/ Approved Utilities Department Date Approved Comments: IF A RESPONSE IS NOT RECEIVED WITHIN 24 HOURS, IT WILL BE ASSUMED IT IS OKAY TO FINAL N S- - pL E' Cr T- - Ii °I N1 R E Q. E S T FIELD INSPECTION RECORDç 1 REQUIRED SPEC IAt-1 WS PECT)O)Sh ' INSPECTION S REQ. IF INSPECTORS. DATE \ CHECKED APPROVAL ..-SOILS COMPLIANCE . n PRIOR TO t 1. FOUNDATIONtINSP STRUCTURAL CONCRETE — OVER 2000 PSI PRESTRESSED CONCRETE POST TENSIONED CONCRETE FIELD WELDING HIGH STRENGTH BOLTS SPECIAL MASONRY i. . (. ---IP j ECTORS NOTES 15 -31D TYPE FATE INSPECTOR BUILDING FOUNDATION REINFORCED STEEL\ MASQNiRY' GUN ITE OR GROUT '• __________ FLOOR & CEILINGSUB FRAME SHEATHING DROOF EJSHEAR FRAME . j' EXTERiOATH INSULATION INTERIOR LATH & DRYWALL PLUMBING SEWER AND BUCO DIPLICO UNDERGROUND IJ WASTE D WATER TOP OUT__ DWASTE DWATER i i ' z' TUBAND"SHOWER PAN ki 0 GASJ TEST., D WA1'ER RE,TER 0 SOLAR WATER ELECTRICAL 0 ELECTRIC UNDERGROUND , 4UFFER ROUGH ELECTRIC 4LECTRIC SERVICE 0 TEMPORARY Uo 96N-DING D POOL / MECHANICAL 0 DUCT & PLEM., 0 REF. PIPING HEAT — AIR COND. SYSTEMS (\(O .— VENTILATING SYSTEMS CALL FOR FINAL INSPECTION WHEN ALL APPROPRIATE ITEMS ABOVE HAVE BEEN A PPRO VED. FINAL PLyMBiNG\,, ELEC1RiCAL' - MECHANiCAL- GAS BUILDING SPECIAL CONDITIONS N LORD - SHOBE CONSTRUCTORS, INC Upland, California 91786 L 1828 West Eleventh St., Suite 0 (714)948-8729 CONSTRUCTORS, INC. General Engineering Plan Design Construct and Building Contractors State License # 394912 - October 2, 1985 Department ofBuildmg and Safety City of 'Carlsbad 1200 Elm Avenue Carlsbad, California 92008 - 1989 -- V - Attn: Mr. Emile P1ud - , Ref. Aircraft Hangar Building at Palomar Airport - -- Dear Sir: This is to confirm our conversation regarding the bolted connections in the hangar-. All oiinections are designed as'tension or bearing. No friction connectiong are used in the entire building, therefore, no pretension or torque is structurally required A-325 bolts were used for additional - safety. If you should -have- any questions please give me a call. SSI Yours V...,.. V... OL .RECEIVED OCT 41985 - - . CITY OF CARLSBAD Building Department C)i 1 t1 - H. E.' SORLIE 'COUNTY OF SAN DIEGO Director CCCA (Acting) DEPARTMENT OF PUBLIC WORKS GILLESPIE FIELD MCCLELLAN-PALOMAR AIRPORT RAMONA AIRPORT BORREGO AIRPORT AIRPORTS DIVISION 1960 JOE CROSSON DR EL CAJON, CA 92020 PHONE: (619) 448-3101 July 19, 1985 TO: FROM: Cinema Air 2186 Palomar Airport Rd., Carlsbad, CA. 92008 Attention: Dick Martin Airport Manager, McClellan-Palomar Airport SUBJECT: McClellan-Palomar Airport - New Hangar Construction Lease, County Contract No. 70534-R Pursuant to our conversation of this date, the following information is furnished. Your plans for the proposed new hangar construction have been previously approved by the County staff. Lease lines are considered to be andtréated as property lines and no setbacks are required.- The proposed hangar will be adjacent to and abutting three existing taxiways on the south,, north and west sides of the leasehold parcel. All of' these taxiways are at least sixty (60) feet wide. If there are any questions regarding this matter..-.please contact me at (619) 758-6233. 'A~E SON Airport Manager RWS:JM:bw t. COUNTY OF SAN-DIEGO RJ Massman Director DEPARTMENT OF PUBLIC WORKS GILLESPIE FIELD McCLELLAN-PALOMAR AIRPORT 1960 JOE CROSSON DR EL CAJON, CA 92020 RAMONA AIRPORT ,e\ I R PORTS D I \,,f IS ION PHONE: (619) 4483101 BORREGO AIRPORT July 8, 1985 TO: Cinema Air (county Contract. #70534R) 2186 Palomar Airport Rd. Carlsbad, CA. 92008 FROM: R. W. Severson, Airport Manager McClellan-Palomar Airport SUBJECT: Hangar Construction Plans I have reviewed your hangar construction plans, dated June 14, 1985, submitted by Lord Constructors, Inc., for Parcel 83-0347D. These construction plans fOr a10,000-square-foot metal building located as shown on the Site Plan, Page One, are conditionally approved subject to the review and permit process of the City of Carlsbad. Conditions (1) Electric service shall be undergroundd; : (2) Outside storage •areas shall be screened from view; (3) Color scheme of hangar structure shall be white, with brown or blue. Any changes in the plans submitted to County will be subject to separate approval. R.. W. SEVERSON Airport Manager RWS : bw Attachment cc: City of Carlsbad Building Department RECEIVED JUL 111985 CITY OF CARLSBAD Building Department H ? • I ru I :I ta 0 • I •.•. A ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619)560.1468 - DATE: 7///'.,~ S DAPPLICANT JJURISDICTION JURISDICTION: []PLAN CHECKER. []FILE COPY PLAN CHECK NO:: 9 -37O .....— []UPS []RESIGNER PROJECT ADDRESS: PROJECT NAME: U The plans transmitted herewith have beexi corrected where necessary and substantiauy comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply. D. with the jurisdiction's building codes when minor deficien- cies identified . - . are. resolved and checked by building department staff. The plans tansmitted herewith have significant deficiencies Fl identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is the jurisdiction's copy, for your information. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. U The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. The applicant's copy of the check list has been sent to: D Esgil staff did not advise the applicant contact person ihat plan check has been completed. MM S Esgil staff did advise applicant that the plan check has - been completed. Person contacted: 7// Date contacted: Telephone #__________________ REMARKS: 0A1 e} C/A /?2 -7 L &9 ? '2,)S. Co BY:____________________________________ ENCL: ESIL CORPORATION Cap at Caritiab. TO: Iel,/%zZ 7-7 n-) 0 APPLICANT COPY ,Zi- o). S 0 ciry copy 0 PLAN CHECKER COPY PLA N CORRECTION SHEET Plan Check Number Site Address Owner Building Code Applicable \06 BEP Occupant Load 00 Stories / Occupancy, 3-3 \rzr tra Use 1\c 2'rz C. Type of Construction X -N Sprinklers: Yes No H. Allowable Floor Area I 'o oo _Actual .to)000 L Basis for Area Increase_P. J. Remarks rUrZpr * Date Plath SubmittedTu. _1t12_ Date Plans to Plan Checker j,hq'g Date Initial Plan Check Comp, letedT._ By. _I•s Applicant Contact Person -J Tel. FOREWORD:PLEASEREAD. 1. This plan check is limited to technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electriéal Code and state laws regulating energy conservation, noise attenuation and access for the'handicapped. The plan check is based on regulations enforced by the Building Inspection Department. 2. You may have other corrections based on laws and ordinances enforced by the Planning, Engineering and Fire Departments. For information regarding those departments, please 'contact Mr. Carter Darnell at (619)438-5525. 3. The items below need clarification, modification or change. All itemi have to be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 303 (c), \82 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. 4. Please submit two sets of corrected plans and show on this list where corre D209, ( were made ie. sheet, detail, etc..Return any original plans and documents t were returned to you by the city. The above items may be returned to the Building Department . to Esgil Corporation at 2') Chesapeake Dr., Suite San Diego, CA 92123, telephone ($19) 560-1468. . GENERAL Provide the site address and a vicinity sketch on the Title Sheet. Provide the names, addresses and telephone numbers of the owner and the responsible design professionals on the Title Sheet. 7. All shjets of the plans and the first sheet of the calculations are required to be signed by the California licensed Architect or Engineer responsible for the design. Please include the California license number and the 'date the plans are signed. 8 Indicate on the Title Sheet whether or not a grading permit is required for this project. Show on the Title Sheet all buildings, structures, walls, etc. included under this application. Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as *not included' on the site plan or Title Sheet. 0 Provide a Building Code Data Legend on the Title Sheet. Include the fol- lowing code information for each building proposed: Occupancy Group Description of Use Type of Construction .-'V Sprinklers: Yes or No MO Stories Height Floor Area /O,OOO ,Justification to exceed allowable' area in Table S-C Justification to exceed allowable height or stories in Table 5-D SITE PLAN 11 Provide a fully dimensioned site plan drawn to scale.' Show: North arrow, property lin'es, easements, streets existing and pr2uil ings and structures, location of yards used for allowable increase of building area and dimensioned setbacks. I,J. , Provide .a statement on the site plan stating: *All property lines, easements and buildings, both existing and proposed, are shown on this site plan'. l' Clearly designate on the site plan / existing buildings to,remain, existing buildings to be demolished, buildings to be constructed under this permit and any proposed future buildings. y4. Show on the site plan all proposed walls, retaining walls and fences. Specify their heights on the plans. J4. Clearly dimen3ion building setbacks 7 ' from property lines. Street center- lines, and from all adjacent buildings and structures on the site plan. Show and dimension on the site plan , all building projections including eaves, balconies, cornices and similar appendages extending beyond the exterior walls. Show on the site plan, or provide the grading plans., showing finish floor elevations, elevations of finish grade adjacent to buildings, drainage patterns and locations and gradients of cut or fill slopes. . 8 Show dimensioned parking layout including any required handicap access spaces. 1$, Show '-the location of any'-designated / flood plains, ,open space easements, or other development restricted areas on the site plan. U lea )3 ' . 12rç ?'.LIC (Z, -i- - - T\i U-j UJ IT-4 W O ZPTh " iZA- CPT L514HVIV 1) C5. Uc) 6r2. 'Th L US 61-- 01/ -- - flThn o pa y-vr 09 -ioJ U) -i vlj '4-t1 g S4nyzranx LOCATION ON PROPERTY When two or more buildings are on the same property, the buildings shall have an assumed property line between them for the purpose of determining the requiredwall and opening protection and roof cover requirements. per Section 504(c). An exception is provided if the combined area of the buildings is within the limits specified in Section SOS for a single building. It this exception is used, show how the building(s) will comply with Section SOS. Projections may not extend more than / one-third the distance from the exterior wall to the property line or one-third the distance from an assumed vertical plane located where fire-resistive - protection of openings is first required, whichever is least restrictive. Section 504(b) Fire-resistive -exterior wall construction shall be maintained through attic areas. Section 4304(c) 'I Buildings over one story and containing courts shall have an assumed property line for the purpose of determining required wall and opening protection of court walls, per Section 504(c). See possible exception. Please show how the Court walls will be made to comply with Section 594(c). The exterior walls less than 'feet to a property line or an assumed property line, shall be 1 I4Z fire- rated construction. Section ._j7/4%/ Exterior walls shall have a 30 inch .' parapet when less than feet _ toa property line or an assumed property line. (see exception. Section 1709) The exterior wall shall have ' protected openings (3/4 hour) when closer than EQ_feet to a property line or an assumed property line. Section The exterior walls shall have no I openings when closer than _feet to a property -line or an assumed property line. Openings include windows, doors, scuppers, vents, etc. Section 03(b) Eaves over required windows shall , be not less than 30 inches from side and rear property lines. Section 504(a) 1. Combustible projections located where openings are required to be protected shall be heavy timber or one-hour construction. Section 1710 3i. Projections may not extend more thin 12 inches into areas where openings are not allowed. Section 1710 31. Projections over public property must comply with Chapter 45. When oenings are required to be protected -' due to locatioti on property, the sum of openings shall not exceed 50 percent of the total area of the wall in each story. Section 504(b) 4. A covered passageway connecting separate buildings must comply with the requirements for an arcade. Section. 509 4'. Exterior exit balconies cannot be located in an area where openings are required to be protected. Section 3305(i) Exterior stairways shall not project into yards where protection of openings is required. Section 3306(n) Yards or courts serving as required exits for 10 or more occupants must be at least 10 feet wide or have walls of one-hour construction for a height of 10 feet above the court or yard grade. Openings shall be protected by fire- assemblies havinga rating of not less than three-fourths-hour. Section 3302 definition and Section 3311(d) 37. Structural elements exposed in walls required to be fire-resistive construction due to location on property must have the same fire- resistive rated protection as the wall, or as reouired for the structural frame forthe type of construction, whichever is greater. Table 17-A footnote 1, and Section 1702 3V Openings for scuppers, mechanical / equipment vents, foundation vents and similar openings are not permitted in walls located where openings are prohibited and would have to be protected where openings are required to be protected. Table 5-A * 555 BUILDING AREA, HEIGHT AND STORIES Building Designation Type Construction Shown Number of Stories and Height Basic Allowable Area Increases For Multi-Stories For Yards Feet On Sides For Sprinklers Total Allowable Area Actual Area Total Area Separation Walls Yes No Yes No Yes No Yes No Yes No Over Area -. Yes No Yes No Yes No Yes No Yes No Over Height Yes No Yes No Yes No Yes No Yes No Over Stories Yes No Yes No Yes No -Yes No Yes No BUILOTNO AREA Provide on the Title Sheet of the plans the coda justification for exceeding the basic allowable area in Table S-C. Section 506 When a building has more than one occupancy, the area shalt be such that the sum of the ratios of the. actual area divided by the allowable area for each occupancy shall not exceed one. Section 503 4. As shown, the building(s) is/are over area for the Type of Construction shown. Table 5-C /2. The total floor area of a multi-story building cannot exceed twice the basic area allowed by Table 5-C after increasing. the basic area, per Section 506 /3.- No single story. can exceed the basic ' area allowed by Table 5-C plus the increases allowed by Section 506. /4. Unless considered a separate story, the floor area of a mezzanine shall be included in calculating the area of the story in which it is located. q4. A basement need not be included in the total allowable area, provided such a basement does not qualify as a story nor exceed the area permitted for a one story building. AREA SEPARATION WALLS Area separation walls may separate portions of a building and allow each portion to be considered a separate building, however, the area separation wall must be four-hour. in Type X, II-F.R., III. and IV. buildings; and two-hour in Type II-one- hour, Type II-N and Type V. buildings. Section 505(e)l 4. Openings in four-hour area separation walls are required to be protected with three-hour fire-resistive assemblies, and 1-1/2 hour fire- resistive assemblies in two-hour area separation walls. Section 505(e) A. If area separation walls do not extend to the outer edge of horizontal pro- jections. (balconies, roof overhangs, canopies, marquees and architectural projections) and the projecting elements contain concealed spaces, the wall shall extend through the concealed space to * the outer edges of the projecting elements. The exterior walls, and projecting elements above, must be of one-hour con- struction on each side of the area separation wall for a distance equal to the depth of the projecting elements. Openings in the one-hour walls must'ba protected with three-fourth-hour assem- blies. Section 505(e)2 All area separation walls must extend ' in a continuous straight vertical plane from the foundation to a point 30 inches above the roof, but may terminate at the underside of the roof sheathing if the roof/ceiling is two-hour construction. Two-hour area separation walls may ter- minate at the roof sheathing provided that: Where the roof/ceiling framing elements are parallel to the walls, such framing and elements supporting such framing shall be of not less than one- hour fire-resistive construction for a width of not less than 5 feet on each side of the wall. Where roof/ceiling framing elements are perpendicular to the wall, the entire span of such framing and elements supporting such framing shall be of not less than one-hour fire-resistive construction. Openings in the roof shall not be located within 5 feet of the area separation wall. Section 505(3) 32. No openings in the roof are permitted within 5 feet of a two-hour area separation wall if parapets are not provided. Section 505(e)3 18. Openings in area separation walls. are limited to 25 percent of the length of the wall in each story. Section 505(e) 3'. Area separation walls, which One additional story would be permitted separate portions of buildings having beyond that shown in Table 5-0 if different heights, may terminate 30 the building is sprinklered throughout inches above the tower roof level, and the sprinkler system is not other- provided the exterior watt for a wise required by Section 506 (area) or height of 10 feat above the tower roof ,. Section 508 (substitute for one-hour). is of one-hour fire-resistive construc- Section 501 tion with openings protected by three- 1 fourths-hour assemblies. As an alternate, . Towers, spires and steeples shall the wall may terminate at the sheathing comply with Section 507, tm 1. of the lower roof, provided roof/ceiling elements, if parallel to the watt, are FIRE-RESISTIVE CONSTRUCTION one-hour construction for a 10 foot width along the welt at the lower 94. Where one-hour fire-resistive con- roof; where the tower roof/ceiling struction is required, an approved elements are perpendicular to the wall, automatic sprinkler system, when not the roof/ceiling elements shall be one- otherwise required, may be substituted hour for the entire span. Section sos for the one-hour construction. However, (e)5. - the tire sprinkler system shall not No openings in the lower roof are waive or reduce fire-resistive require- ments for: occupancy separations, f4. permitted within 10 feet of the area exterior walls due to location on separation wall if parapets are not property, area separation walls, shaft provided. Section 505(e)S enclosures, corridor protection, stair Show the basis for the approved fire- • enclosures, exit passageways, type of construction separation per Section resistive construction elements for 1701 and atriums constructed in accord- the area separation wall, parapet, and ance with Section 1715. Section 508 ceiling assembly if used in lieu of parapet. i.e. Item number in Table 43-A, 66 Provide details of the one-hour fire-. B, C or U.L. Directory, etc. (Note that resistive construction. I'elu" trusses require two layers of 5/8 inch agf/eeilin'j pesw-liee. flg/iilij Type 'X', per Gypsum Fire Resistance assemblies, wall assemblies, post and Design Manual, Item FC 5406) beam assemblies, etc. See the attached article, "Area Separation Walls Revisited", and 6,1. £ Maintain one-hour fire-resistive wall construction at built in wall incorporate appropriate data and fixtures and behind mailboxes, fire- details on your plans. exitinguisher cabinets, electric panels exceeding 16 square inches Provide complete details of the in area, etc. Section 4304(e) area separation wall(s) to show Detail and 'reference ICBO number or compliance with Section 505(e)1-5. other approval for horizontal fire .Provide a note on the plans stating: assembly using trusses. Section "Plumbing and conduit penetrations 4303(b)8 of the area separation wall shall be of copper or ferrous. No plastic 5. Detail how fire-resistive wall and pipe may penetrate the area sepaiation / ceiling protection will be maintained wall", at all duct penetrations such as at bathroom and kitchen hood fans, laundry BUILDING HEIGHT/STORIES room fans and dryer vents. Also detail recessed light fixtures. Section 4303(b)6 79. Clearly show the maximum building height based on the definition in i6. Roof/ceiling and floor/ceiling assemblies Section 409. , / must be of one-hour construction, detail fire assemblies on plans along 10. Clearly show if the lower level is with their ICBO number or other 1.0.. a basement or story, based on the number from the Fire-Resistive Design definitions in Section 403 and.420. Manual published by the Gypsum Assoc. j or U.L. number or item number from ,l. Plot the finish grade (adjacent ground - Table 43-C. UBC level) on the elevations and dimension the distance to the floor above for )(, Detail water heater vents located story determination. See definition / inside fire-resistive wall con- of grade, Section 408. struction or within fire-resistive The height and number of stories I shafts. p. cannot exceed that shown in Table 5-0. 7'2. Detail pre-fabricated fireplace flues Show the code bass for the height/ ' within individual fire-resistive number of stories as shown, shafts and specify fire-stopping around fireplace, box opening. Section 4304(e) cow C,- C 3 Z L Clearly identify location and hourly / fire-resistive rating of vertical shafts on the plans.. Provide construction details showing location of fire dampers and how tire resistivity will be maintained, at floors and roofs. Section 1706 Note on the plans that elevator doors must be constructed and installed in the same manner as a - hour fire assembly, e'en though elevator doors are not identified j with fire -labels.. 7/. Detail column fire protection per Table 43-A in the USC and specify column impact protection in garage areas per SEction 4303(b)5. As a minimum, show a,22 ga. steel jacket around each column to a height of 3 feet above the ground for impact protection. - 7f Structural members such as beams supporting J more than one floor or roof must be individually fire protected. (Section 4303(b)6)- Detail required protection. Clearly specify minimum thickness of walls and slabs to provide hour fire-resistive rating per Table 43-8 and C. Clearly specify minimum cover for bonded reinforcing at fire-rated floors, __ fire-rated columns, - fire_____- rated beams. Clearly specify minimum cover for prestressed concrete tendons per Section 4303(c)3. Detail all plumbing and electrical penetration at occupancy, area, corridor or other .fire separation- , alls as specified in Section 4304(è). Detail all furred ceilings as required in Section 4203. Show fire-retardant treated wood where necessary. 80 Clearly label and identify on the plans the fire-resistive pEep searatien- walls, ahao, o'Jpy sepaEa-tien-wplleaad fleesa, a'cit -00e4es9-tha-8eet-w,de-an4 enal-oeurea,alenguith theis "a"Ly sa#ine. aatipn 302t) INTERIOR WALt. AND CEILING FINISH Foam plastics 'shall not be used as I interior finish except as provided in section 1712. When walls and ceiling are required to be fire-resistive or non-combustible, the finish material shall be applied directly against the fire-resistive construction or to furring strips not exceeding 1-3/4 inches. The furred space shall be filled with inorganic or Class I material or.fire stopped and not to exceed 8' feet in any direction. When finish materials are set out or dropped more than 1-3/4 inches from fire-rated walls or ceilings the finish material shall be Class I or sprinklered. on both sides or attached to non-combustible backing-or furring strips. /4. Hangers and assembly members of dropped - ceilings below a one-hour ceiling assembly shall be non-combustible materials except in Types III and V construction. Where fire-retardant treated wood may be used. All interior wall or ceiling finishes less .1 than 1/4 inch thick shall be applied directly against a non-combustible backing unless it is in accordance with an approved, tested assembly. Provide a note on the plans with the finish " schedule that,"Wall and ceiling materials shall not exceed the flame spread class- ifications in USC Table 42-B. OCCUPANCY SEPARATION 4. A -hour occupancy separation is / required between______________________ occupancy and the occupancy. Table S-B, Section 503(d), Tables 43-A, B, C and Chapter 43 /JJ _ Administrative and clerical offices and similar rooms need not be separated for other occupancies provided they are less than 750 sq.ft., less than 25 percent of the floor area of the major use and not related to an ((-1 or H-2 Occupancy. Section 503(d) Provide -hoür fire-resistive door . assemblies in the -heu lupa--y /. Structural members supporting an occupancy separation must have the 5t4en. £eeeienS03(e)V.T.wJ,ALL5, lame fir resistive rating as the separation. Table 5-8, Section 503(d), ,Ø. The required three-hour rated occupancy Tables 43-A, 8. C and Chapter 43 separation between 8-2 and 8-i occupancies may be reduced to a twohour'rating Ø. No openings are allowed in a four- when the B-i is limited to the storage hour fire-resistive occupancy of passenger vehicles, and the provisions separation wall. Section 503(c) of Section 702 are not applicable. Table S-B The two-hour occupancy separation may be 9/. Openings in a three-hour fire- further reduced to one-hour, if the aggregate resistive separation shall be protected area of 9-1 occupancy within the building does .:bYa three-hour assembly, and openings not exceed 3,000 sq.ft. Section 503(d) may not exceed 25 percent of the length of wall in the story and no ' A 8-1 occupancy in the basement or single opening shall exceed 120 sq.ft. first story of a building housing a Section 503(d), Tables 43-A, a, C group B. Division 2 occupancy may be and Chapter 43 classed as a separate building. The ,. building above may also be considered i A two-hour fire-resistive separation a separate and distinct building for shall be not less than two-hour fire- the purpose of area limitation, lim- resistive construction. Openings itation of-number of stories and type shall be protected by a one and one- of construction ONLY if the following half-hour assembly. Section 503(c), conditions are met: Tables 43-A, B, C and Chapter 43 B-i is Type I construction ,/8. A one-hour fire-resistive separation B-l/B-2 is separated by a shall be not less than one-hour three-hour occupancy separation fire-resistive construction. Openings C. B-I is restricted to passenger shall be protected by a one-hour vehicle storage, laundry rooms assembly. Section 503(c), Tables 43 and mechanical equipment rooms . A. B. C and Chapter 43 (No storage, recreation room, etc.) Occupancy separation wall penetrations must be either ferrous or copper and d. The maximum building height . . fire-stopped. Steel electrical outlet does not exceed the limits boxes, not exceeding 16 square inches in Table 5-D for the least per 100 square feet of wall, may type of construction be installed and shall be separated - L The Type 'l Construction is required by a horizontal distance of 24 inches to have protected exterior wall when on opposite sides of a wall. openings when located within 20 feet Section 4304(e). from a property-line. Section 1803(b) fi. All openings in floors forming a lf. Fire-resistive floors used for occupancy separation shall have three-hour separation shall be openings for mechanical and elec- protected by vertical enclosures trical equipment enclosed in shafts above and below the opening. The per Section 1706. walls of such. enclosures shall be not less than two-hour fire-resistive Clarify that wiring within concealed construction, and openings therein spaces complies with Section 4305(e). shall be protected by a one and one- half-hour assembly. Section 503(c), Ducts penetrating one or-two-hour Tables 43-A, B, Cand Chapter 43 . . occupancy separation walls must have fire dampers. A fire door is required - for three-hour separations. Section 4306(j) a ioJ. Usable space under the first story, / when constructed of metal or wood, / shall be separatàd from the non-usable space, and the story above, as required for one-hour fire-resistive construction and the aoor to the usable space shall be self-closing, of non-combustible construction or solid wood core, not less than 1-3/4 inches in thickness. Section 1703 A Show the basis for the rating of. the occupancy separation you propose, i.e., Item number in Table 43-A, B, C: Gypsum Fire-Resistive Design Manual: U.f., etc. EXITS S. In all occupancies, floors above the first story having 10 or more occu- pants, shall have not less than two exits. Section 3303(a) ii. Exits should have a minimum separation / . of one-half the maximum overall diagonal dimension of the building or area served. Section 3303(c) The maximum number of required exits f and their required separation must be maintained until egress is provided from the structure. Section 3303(a) 108 Where a required exit enters a yard, the yard must lead to a public way. Section 3301 Where required exits enter an exit / Court (see definition, Section 404 and 3301), the exit court must discharge into a public way or exit passageway. The exits from the exit court shall comply with Section 3311 requirements for width, number, and protection of walls and openings. ifo. Basements require two exits. Section / 3303(a) Total width of exits in feet shall be not less than total occupant load served,divided by 50. Tributary occupant load from basements and stories above shall be per Section 3303(b) and the maximum width required for any story shall be /2. maintained. No point in the building shall be more than 150 feet (200 if sprinklered) from an exterior exit, horizontal exit, enclosed stairway or exit. passageway, measured along the path of travel. This may be increased 100 feet if last 150 feet is in a corridor. Section 3303(d) / (See exceptions) 1/3. Double acting doors are not allowed / when serving a tributary occupant load of more than 100, or when part. of a fire assembly, or part of 'smoke and draft control or when equipped with panic hardware. Section 3304(b) 1/4. Exit doors should swing in the direction of egress when serving occupant load of SO or more. Section 3303(d) See ) doors - i/S. Exit doors should be openable from the inside without the use of a key, special knowledge, or effort. Section 3304(c) (Note that exit doors serving 10 or less occupants may. have a night latch, dead bolt, or security chain per Title 24 / 1/6. Exit doors should be a minimum size of ( 3 feet by 6 feet 8 inches with a minimum door swing of 90 degrees. Maximum leaf /7-width is 4 feet. Section 3304(e) The net dimension (clear width) at door- ways should be used in determining exit widths required by Section 3302(b). Section 3304(e). In consideration of door thicknesses, panic hardware, door swing etc., the required exit widths have not been furnished. See door_ 118 Regardless of Occupant load, a floor or landing not more than 1/2 inch below the threshold is required on each side of an exit door. Section 3304(h) .1)4. Doors should not project more than 7 inches into the required corridor width when fully opened, nor more than one-half of the required corridor width when in any position. Section 3305(d) Revolving, sliding and overhead doors / are not permitted as exit doors. Section 3304(g). A door may open over a stairway landing provided the dOor, in any position, does not reduce the clear area of the landing, in the direction of travel, to less than one-half the required width of the Stair- way. Section 3306(g) 14'. ,Minimum exit court width is 44 inches. ' Section 3311(b) 113. Change in width in an exit court shall be effected gradually bya guardrail at least 36 inches high and making an angle of not more than 30 degrees with the axis of the Court. Section 3311(b) Walls of exit passageways shall be ' without openings except exits and shall have walls, floors and ceilings of the same fire-resistance required for the building, with a minimum one-hour fire-resistive construction. Exit openings in the walls shall be protected by a three-fourths-hour assembly. Section 3312(a) 125 Ramps required by Table 33-A shall not exceed 1:12; other exit ramps lTampter than 1:15 shall have handrdils as required for stair- ways. Minimum size landings and landing clearances must be provided. Section 3307 1 . Stairway width must be at least 44 / inches when serving more than 50 occupants; 36 inches when less than 50; 30 inches when used as a private stairway serving less than 10. occupants. Section 3306(b) Section -3301(b) iJ. Seventy eight inch minimum headroom ' clearance for stairways should be indicated on the plans. Section - 3306(p). Note that this is from a plane tangent to the stairway tread /28.nosings. Stairway handrails should not pro- ject more than 3-1/2 inches into the required width. Trim may not project / more than 1-1/2 inches. Section 3306(b) 1J9. Enclosed usable space under interior ' or exterior stairways should be. protected. on thoi enclosed side as required for one-hour fire-resistive construction. 2 x @ 16 O.C. nailers. Section 3306(m) (m) Landings should not be reduced in / width more than 7 inches by a door when fully open. Where doors open over landings, the landing shall have a length of not less than 5 feet. Section / 3306(g) and Section 3304(h) /31. Stairways from upper levels which extend below the level 'from which eqress from the. building is provided, shall have an approved barrier to preclude exiting into such lower levels. Section 3306(h) & 3309(e) /2. Vertical distances between stairway landings are limited to 12 feet. /3 -Section 3306(i) All interior stairways and ramps shall be enclosed. An enclosure is not required if serving Only one adjacent floor and not con- nected to stairs or corridors 7 serving other floors. Section / 3309(a) 1,14. Stairway riser must be 4 inches / minimum and 7-1/2 inches maximum and minimuarrun shall be 10 inches except in winding, circular or spiral stairways. Section 3306(c) a Winding and spiral stairways are permitted only in residential occupancies. Section 3306(d) % Stairways should be enclosed as specified in Section 3309: Two-hour fire-resistive walls are required in buildings of Type I and II-F.R. Construction, and in all buildings over four stories, and one-hour elsewhere. Only exit doors are allowed to open into exit enclosures. C. Doors should 'be labeled one an one-half-hours or one-hour fire assemblies. d. Exit enclosures should include a corridor on the ground floor extending to the exterior. Fire-resistive construction should be as required for the exit enclosure, including protected openings. Only exit doors are permitted to open into the corridor. a. An approved barrier is required. at the ground floor to prevent people from accidentally con- tinuing to the lower level. f. Usable space is not allowed under the stairs. 1c. Occupied floors more than 75 feet above the highest grade should have all exits from the building in smoke-proof enclosures. Section 3310(b) In buildings four or more stories, f one stairway must extend to the - roof.4 Section 3306(o). It must be in a smoke-proof enclosure in buildings over 75 feet in height. A first story as allowed by Section 702 shall be included in determining the number of stories when deter- mining if a stairway to the roof is required. Section 3306(o) Handrails are required on each side of stairways. Stairways required to be more than 88 inches wide shall have intermediate handrails. Stairways not over 44 inches wide may have one handrail if not open on both sides. Private stairways (1 tenant), 30 inches or less in height, may have one hand- rail. Handrails shall be 30 inches to 34 inches above nosing of treads and be continuous and, except for private stairways, at least one rail shall-extend 6 inches beyond top and bottom risers. Handrail ends shall be returned or shall terminate in a newel post or safety terminal. Section 3306(j) /40. The handgrip portion of all handrails shall be not less than 1-1/4 inches nor more than 2 inches in cross-sectional dimension. Handrails projecting from walls shall have at least 1-1/2 inches between the wall and the handrail. / Section 3306(j) 1/1. Every stairway landing shall have a - dimension, measured in the direction , of travel, at least equal- to the required stairway width. Section 3306(g) 62. Openings in the exterior wall below or (- within 10 feet horizontally of an exterior exit stairway in buildings over two stories - shall be protected by a self-closing assembly having a three-fourths-hour rating, unless two separate exterior stairways serve an exterior exit balcony. Section 3306(1) J CORRIDORS 1/3. Corridors, and exterior exit balconies, serving 10 or more occupants must be a minimum 44 inches wide and 7 feet high to the lowest projection. Section 3305(b) /44. When 'a corridor or exterior exit balcony is accessible to the handicapped, changes in elevation shall be made by means of a ramp. Section 3305(f) S Corridors serving 30 or more occupants shall have walls and ceilings of 0n0 hour construction except: - a; Corridors greater than .30 feet wide when the occupants or areas served by the corridor have an exit independent from the cor- ridor. b. Exterior sides of exterior exit balconies. Section 3305(g) One-hour fire-rated corridors shalt have door openings protected by tight-fitting smoke and draft control assemblies rated 20 minutes, except openings in interior walls of exterior exit balconies. Doors shall be maintained self-closing or be automatic-closing by action of a smoke detector per Section 4306(b), doors shall be gasketed to provide a smoke and draft seal where the door meets the stop on / sides and top. Section 3305(h) Total area of all openings, except I doors, in any portion of an interior corridor, shall not exceed 25 percent of the area ot the corridor wall of the room which it is separating from the corridor. Such openings-shall be pro- tected by fixed, approved 1/4 inch thick wired glass installed in steel frames. / Section 3305(h) hs. Duct penetrations of fire-rated corridor walls and ceilings shall have fire dampers per Section 4306(j). 3,49. Viewports in 20 minute rated corridor ( doors cannot exceed 1 inch in diameter and must have 1/4 inch thick glass and metal holder that will not melt at 1700F. Section 3305(h) 15/ Piovide a complete architectural section / of the corridor, and exterior exit balcony,' ( showing all fire-resistive materials and details of construction for all floors, walls, roof and all penetrations. Section 3305(g) 1. Ceilings of combustible materials cannot ( be suspended below the one-hour corridor / ceiling. Section 3305(g) 112. Corridor walls may terminate at the ceiling / only if the ceiling is an element of a one- hour fire-resistive floor or roof system. Section 3305(g) 1/3. Se* attached details for approved methods of providing one-hour / corridor construction. 1/i. When two exits are required, dead end corridors and exit balconies are limited / to'20 feet. Section 3305(e) Exterior,, exit balconies cannot be I located in areas where protected openings are required. Section 3305(i) EXIT SIGNS Exit signs are required for exits serving' an 'occupant load exceeding 50. Show all required exit sign locations. Section 3314(a) - Show that exits are lighted with at ' least one foot candle at floor level. Section 3313(a) S. Show that the power supply for exit illumination and exit signs is provided by two separate circuits. (Occupant load exceeds 50 in I occupancies, 100 in H occupancies and 300 in all others). Section 3313(b)l - Show separate sources of power for f exit illumination and exit signs. (Occupant load exceeds 999 in A-i, 500 in A-2/2.1, 150 in churches, 100 in I's,. 500 in 3-2 occupancies). Section 3313(b)2 19g. The exit sign locations as shown / are not adequate. -. / ELEVATORS iT. Provide notes and details to show . / the elevator will comply with Sections 5101 through 5105. GLASS AND GLAZING - 1(2. Specify on the window schedule the I glass type and thickness to show / compliance with Table 54-A and B. 1/3. Glass in doors or within 12 inches of doors is required to be safety glazing. Section 5406(d) -. Glass in excess of 9 sq.ft. with the / lowest edge less than 18 inches above a walking surface shall be safety glazing or shall have a horizontal member not less than 1-1/2 inches in width and located between 24 and 36 incnes above the walking surface. I] 1fr. 146. / ROOF 4(5. A fire-retardant roof covering is required. See exceptions under Section 3202(b) ify roof pitch. Roof pitch is not adequate for roof covering specified. Specify minimum pitch of Specify roof material and application. Specify ICRO, Ut. or other recognized listing approval number for roof mater- ials not covered in UBC. Specify roof slope for drainage or design to support accumulated water. Section 3207(a) Show roof drains and overflows. Size drains per Appendix D of UPC. Section 3207(a) Show the legal basis to allow roof drainage to flow on to the adjacent property. Draft stop roof/ceiling area, attics, mansards, overhangs, false fronts and similar to limit area to 3.000 sq. ft. or 60 LI' (9,000 sq.ft. and 100 LI', if sprinklered). Section 2516(f) 8-2 and 3-4 occupancies with over 50,000 sq. ft. of undivided area and H occupancies over 15,000 sq.ft. of single floor area shall have smoke and heat vents per Section 3206. Provide skylight details to show com- pliance with Section 3401 and $207 or provide ICBO or other recognized approval listing. Provide plastic roof panel details to show compliance with Section 5206 or provide IC8O or other recognized approval listing. Show attic ventilation. Minimum vent area is 1/150 of attic area or 1/300 of- attic area if a least 50 percent of the required vent is at least 3 feet above eave or cornice vents. Section 3205(c) Provide a minimum 22' x 30' (or 30' x 30' if equipment is in attic) attic access opening... Section 3205(c) FIRE EXTINGUISHING 17/. Fire sprinklers are required on any story / or basement when the floor area exceeds 1,300 .sq.ft. and there is not provided at least 20 sq.ft. of opening entirely above the adjoining ground in each SO lineal feet or fraction thereof of exterior wall on at least one side, or when openings are provided on only one side and the opposite side is more than 75 feet away. Section 3802(b) Fire sprinklers-are required ins basement if any portion of a basement is more than 75 feet from openings in an exterior wall. Section 3802(b) 8 Fire sprinklers are required at the top / of rubbish and linen chutes and in their terminal roams. Chutes extending through three or-more floors shall have additional sprinkler heads installed within such chutes at alternate floors. Sprinkler heads shall be accessible for servicing. Section 3802(b) 112. Fire sprinklers are required in retail f sales rooms where the floor area exceeds 12,000 sq.ft. on any floor or 24,000 sq.ft. on all floors. Section 3802 1J. Provide fire sprinklers________________ Section 506, 507, 508 or 3802. . See also / Jurisdiction Ordinance. When serving more than 100 sprinkler heads, / automatic sprinkler systems shall be super- vised by an approved central, proprietary or remote. Station service, or shall be provided with a local alarm which will give an audible signal at a constantly attended / location. Provide class . standpipes per Section 3807. A -first story '-as allowed by Section 702 shall be included in determining the number of stories when determining if standpipes are required. Section 3806 TITLE24HANDICAPPEDACCESSAND ENERGY CONSERVATION 186 Provide notes and details on the plans to show compliance with the enclosoed Handicapped Access and Energy Conser- vation check lists. 199. Dimension foundations per Table 29-A. F ,.o, I I '"° ? Two J .. I I I•* J I ats I 0. oo' I - I I I I . I I I ' tY I JI*T1O I 'I I i (I I I l66lI2IE.I 12"1 I i I ' I s I ' I I ' 110 ! 10 1111$! _i 2Q6". Show foundation sills to be pressure treated, or equal. Section 2516(c)3 Show foundation bolt size and spacing. ' Section 2907(e). 271'. Specify size, ICOO number and manufac- turer of power.driven pins. Show edge. and 'end distance and spacing. Section 306(f) 26<. Show size, embedment and location of hold down anchors on foundation plan. Section 2303(b)4 I4. Note on the plan that hdld down anchors must be tied in place prior tofounda- tion inspection. 36<. Show adequate footings under all bearing walls and shear walls. Section 2901(4) 2/6. Show stepped footings for slopes steeper I than 110. Section 2907(c) 271. Show minimum 18 inch clearance from grade to bottom of floor joists and minimum 12 inch clearance to bottom of girders. Section 2516(c)2 Show pier size, spacing and depth into undisturbed soil. Table 29-A . Show minimum under floor access of 18 inches by 24 inches. Section 2516(c)2 2,10. Show minimum under floor ventilation equal to 1 sq.ft. for each 150 sq.ft. of under floor area. Openings shall be as close' to corners as practicable and shall provide cross ventilation on at least two approximately opposite sides. Section 2516(c)6 2/1. Specify that posts embedded in concrete ( shall be pressure treated per UBC Standard No. 25-12. Section 2516(c)1 FOUNDATION 187 Provide a copy of the project soil report prepared by a California licensed Civil Engineer. The report shall include foundation design recommendations based on the engineer', findings and shall comply with UBC Section 2905. 188. Specify on the foundation plan or structural specifications sheet the soil classification, the soil expansion index and the design bearing capacity of the foundation. 189 Provide a letter. from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommen- dations in the soil report are properly incorpor- ated into the plans. (when .required by the soil report) 190. The foundatioh plan does not comply with the following soil report recommendation(s) for this project:__________________________ 191. Provide notes on the foundation plan listing the soils report recommendations for foundation slab and building pad preparation. 192. Note on the foundation plan that:"Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the Building Official in writing that: the building pad was prepared in accordance with the soils report; the utility trenches have been properly backfilled and compacted, and; ... - C. the foundation excavations, forming and reinforcement comply with the soils report and approved p1an. 193. Provide spread footings for concentrated loads designed for 1,000 psf soil bear- ing or per bearing value as determined by an engineer or architect. Chapter 29 194. Show heightof all foundation walls. Chapter 23 195. Show height of retained earth on all foundation walls. Chapter 23 196. Show distance from foundation to edge of cut or fill slopes and show slope and heights of cuts and fills. Chapter 29 )(7. Note on the plans that wood shall be 6 inches above finish grade. Section 2516 (c) 7 198. Note on plans that surface water will drain away from building and show drain- age pattern and key elevations. Section 2905(f) F. C - - - . - 500' Show details for waterproofing masonry All residential units suit be pro-plumbed walls below grade where interior finished for future solar water heating (Solar floors exist (City Policy No. 80-8). Ordinance-See policy 20) 1. Note a 4 property line cleanout shall be ,,Ø. All structures require fire retardant roof installed in a grade level box (City covering except M occupancies (Building 5~ Policy 80-3). Code Ordinance). 5p. A 5 fence is required around the swimming Automatic sprinkler are required for build- pool area (City Ordinance 8092). ings having a gross floor area of 10.000 54 Handrails must.be provided for stairways FR.' Area separation walls shall be 4 hour S.F.. or 20.000 S.F. for Type I or Type II- over 30 high or stairways serving other ' except in residential construction the than one individual dwelling unit (City Building Official may approve a 4 hour Policy 1,8). ' wood wall. (Building Code Ordinance) See 4. Sprinklers required by City Ordinance, sketch and Policy 19-A. rather than the published USC, may also be 71 Electrical sub-panels cannot be in con- used for area increase purposes. (Memo coaled locations (City Policy 80-10) . Sprinklers required by City Ordinance, . Roof mounted equipment must be screened rather than the published UBC, may be used and roof penetrations iho u id be minimized (City Policy 80-6). in lieu of 1. hr. construction if not used . for other items such as area increase, Sfl. Polybutylene and C.P.V.C. piping for 1% additional story, etc. . residential hot or cold water piping is not , 6. Parapets are not required when a four-hour permitted. (City Policy Memo 1/26/82) wood wall is constructed to avoid install- ' ' S . Condensate drains must connect to a wet ing a sprinkler system required only by ' trap as dry traps are not permitted(Memo City Ordinance. If the wall is also serving . 1/14/831. as a USC required separation wall, parapets 5/9 P. '& T. valves cannot drain to an. upright are required unless the code specified construc- • sink basin; they must drain to floor drain, / tions, in-lieu of parapets, is provided.: floor sink or to the outside. (Memo 2/2/33). In other-than single family dwellings, ' Condominium units, either R-1 or postagá wood beams supporting more than one floor stamp R-3's, less than 1,000 S.F. must or one roof in a fire-rated floor ceiling have minimum 60 amp service and those over assembly must be individually protected 1,000 S.F. must have minimum 100 amp service per NRB-250,or be changed to steel pro- tected per Table 43-A,or may be fire re- tardant treated heavy timber or glu-lam,or 5,21:. A grease interceptor is required. Show the area can be sprinklered in lieu of the details complying with City Policy 83-34. fire rating. (Memo 12/6/83) Provide details of roof drains to show Romex is not permitted in industrial build- - compliance., with-City Policy 84-35. 7 ings. 5y'. The use of flexible metal conduit as a No wiring is permitted on the roof of a ' grounding means must comply with City building and wiring on the exterior of a Policy 84-36. building requires approval by the Building Official. 53/ occupancy combustible frame dwellings, ex- cept duplexes, shall be installed under- Note horizontal feeders in multiple / 0. Type NM and Type NMC may be used in residen- ' tial construction not exceeding two stories ground or outside the building unless and in three story residential structures if approved by the Building Official (Policy the Building Official approves. 84-371 Carlsbad is in Seismic Zone 4. 5/' Show tans are duct type; City Policy does not permit ductless fans. IE 'Hie y2 o '72 ua D. a - c - -lu5 U) -i-€ S '7i (fl2L, k' (i.1 o,5fliZ S OLt) 1-) ci-r u P9U o FrZoylyj c. SZ)) I -çi ou l7 F - ___ L )J ( 1 13I IZ yY) 0 \ T1 TLXq- n Di ¶=Zj ict CS-rr i-1- (J CLo V' N r i -'tOD __ ' '-f11.YY\ GT2ouiJt&1. D-1- )iC*A _jq SOOU )b -a LIT • Fos C 2--7 .4 Qh+i CA (1.(. ( Q L( LL \4 LL' VCTL oc) i:cs 2(\A cr . S 5•4 ! 51 tV-A ( xO .21cAA0) JCd5(t,kJ , ks .t o co ij 3--LL EU-Orwok ( +L-DM L4cS rn TITLE 24: DISABLED ACCESS REGULATIONS (NON—RESIDENTIAL CHECK LISTI AT EACH CIRCLED ITEM, NOTE THE PLAN SHEET THAT SHOWS THE CORRECTION. A. WALKS AND SIDEWALKS (SEC. 2.3323) Walks and sidewalks shall have a continuous com- mon surface, not interrupted by steps or by abrupt changes in level exceeding Vs inch. and shall be a minimum of 48 inches in width. Surfaces with a slope of less than 6 percent gradient sisill be at least as dip-resistant as that described as a medium silted finish. Surfaces with a slope of 6 percent gradient or greater shall be slip-resistant. Surface cross slopes shall not exceed 'A inch per toot. Walks, sidewalks and pedestrian ways shill be free of gratings whenever possible. For gratings located in the surface of any of these areas, grid openings in gratings shall be limited to ½ inch in the direction of traffic flow. When the slope in the direction of travel of any walk exceeds 1 vertical to 20 horizontal it shall comply with the provisions for Pedestrian Ramps. Abrupt changes in level along any accessible route shall not exceed ½ inch. When changes in level do• occur, they shall be beveled with a slope no greater than 1:2 except that level changes not exceeding ¼ inch may be vertical. When changes in levels greater than ½ inch are necessary they shall comply with the requirements for curb ramps. S. Walks shall be provided with a level area not less than 60 inches by 60 inches at a door or gate that swings toward the walk, and not less than 48 inches wide by 44 inches deep at a door or gate that swings away from the walk. Such walks shall extend 24 inches to the side of the strike edge of a door or gat that swings toward the walk, ( 9. All walks with continuous gradients shall have IevI areas at least 5 feet in length at intervals of at 1e4 every 400 feet. B. HAZARDS (SEC. 2.3324) I. Warning curbs, Abrupt changes in level, ex ept between a walk or sidewalk and an adjacent tees or driveway, exceeding 4 inches in a vertical d en- sion, such as at planters or fountains located n or adjacent to walks, sidewalks, or other pedc din ways, shall be identified by curbs projecting at 6 inches in height above the walk or sidewalk so cc to warn the blind of a potential drop off. Wh n a guardrail or handrail is provided, no curb is req red when a guiderail is provided centered 3 inches ( ins or minus one inch) above the surface of the wal or sidewalk; the walk is 5 percent or less gradient r no adjacent hazard exists. 2. Overhanging Obstructions: Any obstructions that overhangs a pedestrian's way shall be a minimum of 80 inches above the walking surface as measured from the bottom of the obstruction. PARKING (SEC. 2-7102) The following table establishes the number of hands- capped parking spaces required: Total Number of Number of Handicapped Parking Parking Spaces Spaces Required O 41. 80 .......2 l.40....... I 81.120 .......3 121.160 .......4 161.300 .......s 301.400 .......6 401.500 .......7 over 500 . . . . . . . I for each 200 additional spaces provided When less than S parking spaces are provided, one shall be 14 feet wide and lined to provide a 9 font parking area and a 5 foot loading and unloading area. Physically handicapped parking spaces shall be lu' sated as near as practical to 4 primary entrance. If only one space is provided. it shall be 14 feet wide and lined to provide a 9 Foot parking area and a 5 foot loading and unloading area. When more than one space is pri,sik,l in lieu of providing a 14 foot wide space for each parking 5paic, two spaces can be provided within a 23 foot wide area lined to provide a 9 (out parking area on each side of a 5 foot loading and unloading area in the center. The min- imum length of each puking space shall be 1$ feet. 3 In each parking area, a bumper or curb shaU be pro. vided and located to prevent encroachment of cars Over the required width of walkways. ,%lso, the space shall be so located that a handicapped person is not compelled to wheel or walk behind parked cars other than their own. Pedestrian ways which are accessible to the physi- cally handicapped shall be provided from each such puking space to malted facilities, including curb cuts or ramps as needed. Ramps shall not encroach into any parking space. EXCEFI'IONS: 1. Ramps located at the front of physically handicapped puking spaces may encroach into the length of such spaces when such çncroachment does not limit a handicapped person's capability to leave or enter their vehicle thus providing equivalent facilitation, 4. Surface slopes of parking spaces for the physically handicapped shall not exceed V. inch per foot in any direction. S. Entrances to and vertical clearances within puking structures shall have a minimum vertical clearance of 8 feet 2 inches where required for accessibility to handicapped parking spaces. 6. Handicap parking identification signs shall be provided as required by Section 2-7102(e) in the following locations: , a. On the pavement vithin- each required park- d 7 IN space b. At the entrance to the parking facility. ()ANITARY FACIUTIES (SEC. 2.1711) 1. Where separate fatalities sic provided for non-handi- capped persons of each sex, separate facilities shall 1 Mi a' be provided for handicapped persons of each sex also. Where unisex facilities are provided for non. handicapped persons, such unisex facalicies shall be ' P,- provided for the handicapp:d. Ø / 2. Where sanitary facilities are located on accessible , floors of a building, they shall be made accessible to ç1sJ ir) j the physically handicapped. Passageways leading to sanitary facilities shaU have a clear access width as specified in Chapter 33. All doorways leading to such sanitary facilities shall / have: a) A clear unobstructed opening width of 32 inches. / b) A level and dear area for a minimum depth of 60 inches in the direction of the door swing as measured at right angles to the plane of the Isior in its closed position, and 44 inches where :he door swings away from the level and clear area. 4. Multiple accommodation toilet facilities shall have the following: A clear space measured from the floor to a height of 27 inches above the floor, within the sanitary facility room, of sufficient size to inscribe a circle with a diameter not less than 60 inches, or a clear space 56 inches by 63 inches in size. Doors other than the door to the handicapped toilet compartment in any position may encroach into this space by not more thaii 12 inches. A water closet fixture located in a compartment shall provide a 28 inch wide clear space from a fixture or a 32-inch wide clear space from a wall at one side of the water closet and a 48 inch long clear space in front of the water closet if the compartment has an end opening door (racing the water closet). A 60 inch minimum length dear space shall be provided in a compartment with the door located at the side. Crab bars shall not project more than 3 inches into the des, spaces as specified above. C) A water closet compartment shall be equipped with a door that has an automatic closing device, and shall have a clear unobstructed opening width of 32 inches when located at the end and 34 inches when located at the side with the door positioned at an angle of 90 degrees from its closed position. 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U UI P111301 eQ ITRIP 3010)3 J81" 'III -somoll 03 J009 •tfl 31*..lod pu. 000J P41 351*20 02 buo) •'4.43 VI Aq '9" 11i43U1 ()r bulin .. J!S*43)PDI I 30.7 000 1STT03 111 UI .3.0. 2u.I3)J)" •qIT" "U 7631.3)10) DIII IAU14 )T'I •'T)TIt"J 111701 IE11UPW .tbuiç uon,iod paop ')! U' 'oop iuwiitd .W03 0) ,3!u! Skills,32 1))JTUI!)W St $3*43U1 9$ 1114$ N)I $017 aq 941 Suawsismissacoo 33SD 3)113* 9 /0 I-, 10. The width of the required level area on the aid. N. (tEVAT1S (SEC. 2-3103) into which the door swings shall extend 24 inctws 1. At least ens elevator shall have a minimum in- past the strike edge for exterior doors and 18 aids car platform of 6 feet 0 Inches wide by inches past the strike edge for interior doors. teat 3 inches deep with a mini-m close opening 11. The space between two consecutive door openings width of 42 inches In buildings more than three In a vestibule serving other than a required stories In height and in all buildings whets exit stairway shall provide a minimum of 48 elevators are required. Inches of clear space from any door opening into 2. Passenger elevators in buildings other than those the vestibule when the door is open 90g. Doors required in No. 1 ebove and serving an occupant into a vestibule shall swing in the same direc- load of more than SO shall have a minimum inside Lion or they both shall swing away from the car platform of 3 feet 8 Inches wide by 4 feet 3 vestibule. Inches deep. Doors shall be 3 feet clear aids CORRIDORS AND EXIT atstts (SEC. Corridor, that exceed 200 test In length shall: slide-type. 3. Passenger elevators in buildings other than those1. a. Have a minimum clear width of 60 inches; required in No. 1 above and serving an occupant Is. Have at a central location, a 60 inch a load of less than SQ shall have a minimum inside 60 inch minisu. wheelchair turning/passing car platform of 4 feet ,6 inches wide by 4 feet 6 Space; or inches deep. The door opening shall be at least C. Have at a central location, an intervening 2 feet 8 inches clear width. cross corridor (minimum 44"); or A. All passenger elevators shall have handrail 10- d. Have at a central location, an openable cated 2 feet 6 inches to 2 feet 10 inches above door which provides c lingacces. to an the car platform. area adjacent to the corridor. S. Elevator car operation buttons need to be with- in reach of wheelchair users and of a type that STAIRWAYS (SEC. 2-3303) blind or Partially sighted persona can identify 1.. Handrail, shall extend a minus., or iz inches as required by Section 2-5103(e) 2.0. and E. beyond the top nosing and 12 inches plus the 6. Wheelchair lift, shall comply with Soc. 2-5104.- tread width beyond the bottom nosing. 2. The hsndgtip portion of handrail, shall be not N. REFUGE AREAS (SEC. 2.3302(g)) (FIRE MARSHAL REGULATED less than 1-1/4 inches nor more than 2 inches OCCUPANCIES) In cross-sectional dimension or the shape shall 1. Every multi-story building where access is pro- Provide an equivalent gripping surface and shall vided for the physically handicapped shall have have a smoth surface with no sharp corners, designated (signed) rooms or areas on each floor 3. The upper approach and the lower treed or each to provide safe refuge for the handicapped. interior stair and every tread of exterior Refuge areas are not required an stories opening stairs shall be marked by a strip of clearly con- to grade or with ramps to grade or in stories trasting color, at least 2 inches wide, placed used only as service basement, or5only for park- parallel to, and not more than 1 inch from the 1159 nose of the step or landing to alert the visually 0. TELEPHONES (SEC. 2-1713) impaired. (Applies to stairs with 2 or more risers) 1. General. If public telephones are provided, they 4. Open stairways are not permitted. Risers shall shall comply with Section 2-1713(a) through (g). be sufficiently solid to prevent the passage of abject, larger than 1/4 inch. . P. ELECTRICAL 3. Tread surfaces shall be slip-resistant _ shell I. Electrical receptacles (15, 20 and 30 maps) shall have smooth, rounded or chamfered exposed edges. be at least 12 inches above the floor. The lower front edge shall be beveled or rounded. Section 3-210-25 6. Nosing shall not project more than 1-1/2 inch Switches and controls for lights, appliances, past the face of the riser below. cooling, heating and ventilating equipment shall be not less than 3 feet nor more than 4 feet . above the floor. Section 3-380-8 PS (SEC. 2 3306) 3 Firs alarm initiating devices shell be 48 inches I. The slope of a ramp shall not exceed I in 12. 7 • above the floor, ground or sidewalk. 2. The top landings on a ramp must be at least 60 section 3-760-8.1 inches in depth. If a door swings onto a top landing the landing depth Q. SPECIFIC OCCUPANCY REQUIRtENTS shall be not less than 42 inches plus the width of the door. Chapters 2-6 through 2-14 have specific occupancy The top landing shall have a width not less than , requirement. for access in addition to the general depth, requirements listed above. Provide notes and do- The top landing-shall extend not less than 24 inches tail. to comply with_____________________________ beyond the strike side of the door at exterior ramps and 18 inches at interior ramps. The bottom landing shall be not less than 72 inches deep. Intermediate landings shall be provided at twit, and whenever the change in level exceeds 30 inches. Intermediate landings on straight ramps shall have a depth of not less than 5'.0". Intermediate landings on ramps that turn greater than 30 degrees shall be not less than 6 Feet in depth. Ramps shall be not less than 4 feet wide. Ramps serving a primary entrance for an occupant laid of 300 or more shall be not lea, than 5 feet wide, It. Handrail, shall be placed on each side of each ramp and shall extend 12 inches beyond the top and bottom of the ramp. S 22. Surfaces of ramp, situ) be slip resistant. 11/84 5 Date: /S Jurisdiction_____________ Prepared by , Bldg. Dept. VALUATION AND PLAN CHECK FEE E3 Esgil PLAN CHECK NO.. 5-7O BUILDING ADDRESS' ,'/q APPLICANT/CONTACT j/'177O PHONE NO. BUILDING OCCUPANCY '-3 DESIGNER PHONE_____________ TYPE OF CONSTRUCTION -N CONTRACTOR PHONE___________ BUILDING PORTION BUILDING AREA VALUATION MULTIPLIER VALUE i½9ii I __________ /8 /?J Air ConditioninE Commercial Residential - Res. or Comm. Fire Sprinklers Total Value Fee Adjusted To Reflect 0 Eiergy Regulations (Fee x 1.1) 0 Handicapped Regulations (Fee x 1.065) Building Permit Fee.$ • Plan Check Fee $ //43 '. $ COMMENTS: - •. : • .5 I S • 8/4/82 OK TO ISSUE: DATE: 1.i "? - PLAN CHECK NUMBEPL$ ADDRESS DATE________ PLANNING: TYPE OF STRUCTURE_ ZONE: SCHOOL FEES: SAN DIEGUITO ENCINITAS S CARLSBAD SAN MARCOS_____________________ % COVERAGE______________________________ REQUIRED SETBACKS_________ BUILDING HEIGHT FRON FENCES/WALLS SIDE TWO CAR GARAGE REAR U U —U COMMENTS:__________ 21 REDEVELOPMENT APPROVAL REQUIRE .1 LANDSCAPE PLAN. CC4ENTS: EV Ifl0?Ni/L QURED: ADDITIONAL Q 10 ISSuEJç' DATEQg\\ OK 10 FINAL: . DATE:______________ L4L. 0FSCRPTON VEI ED? A.P.N. CHECKED?— P. F F,, S PARK IN LIEU. R.O.Wg S IMPROVEMENTS., S E . 0. U SEW ER :. cn LATERAL f f u Z I v V W"A v oc GRDG PERMI1. ui cx 5 0- I—U LAJ LAJ L . S. * ENGINEERING INSPECTION REQUIRED: PUBLIC WORKS INSPECTOR: FINAL OK: DATE: • - * IF THIS ITEM IS NOT CHECKED, BUILDING DEPARTMENT WILL MAKE ALL INSPECTION S (DRIVEWAYS, CURB CUT, DRAINAGE, ETC.) - --'- r 1, -- 1200 ELM AVENUE, CARLSBAD, CA 92008-1989 TELEPHONE .(619) 438-5523 V ;V VV V , V1 .A,/$44 - V V V V, — •j,4,V ,••..V d •V 4 V , V, •V . . . , V V , '. V itp at CarI.bab .. PAGE '11 OF ..L FIRE DEPARTMENT . PLAN CHECK REPORT 'V PROJECT JEMc ADDRESS / - VV ARCHITECT ADDRESS OWNER V ADDRESS OCCUPANCY _____________ CONST.' V TOTAL SQ. FT. if '- SPRINKLERED 0 TENANT IMP. APPROVAL OF PLANS IS PREDICATED ON CONFORMING TO THE FOLLOWING CONDITIONS AND/OR MAKING THE FOLLOWING CORRECTIONS: PLANS, SPECIFICATIONS, AND PERMITS 1. Provide one copy of: floor plan(s); site plan; sheets I V7L 2. Provide two-site plans showing the location of all existing fire hydrants within 200 feet of the project. 3. Provide specifications for the following: _)4 4. Permits are required for the installation of all fire protection'systéms (sprinklers, stand pipes, dry chemical, halon, CO2, alarms, hydrants). Plan must be approved by the fire department prior to installation. - 5. The business owner shall complete a building information letter and return it to the fire department. - Y6. 1 FIRE PROTECTION SYSTEMS AND EQUIPMENT - The following fire protection Vsystems are required: /,1/),V1 i2.. / \ )'Automaticfire sprinklers (Design Criteria: fJJi1'i-/ / 0 Dry Chemical, Halon, CO2 (Location: V D Stand Pipes (Type: 0 hire Alarm (Type/Location: .V _Z... 7. Fire Extinguisher Requirements: V O One 2A rated ABC extinguisher for each ff4 'sq__ . ft. or portion thereof with a travel distance to the nearest extinguisher not to exceed 75 fee 0 An extinguisher with a minimum ra to be located: /44/%J,ZA ,d E3 Other: - 8. Additional fire hydrant(s) shall be provided EXITS V1..).. 9. Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. ..__10. A sign stating, This door to remain unlocked during business hours" shall be placed above the main exit and doors J&....11. EXIT signs (6" x 1/4 " letters) shall be placed over all required exists and directional signs located as necessary to clearly indicate the location of exit doors. . GENERAL ' J/.12. Storage, dispeKsing or use of any flammable or combustible liquids, flammable liquids, flammable gases and hazardous chemicals shall comply with Uniform Fire COde. V 13. Building(s) not approved for high piled combustible stock. Storage in closely packed piles shall not exceed 15 feet in height, 12 feet on pallets or in racks and 6 feet for tires, plastics and some flammable liquids. If high stock pil- ing is to be done, comply with Uniform Fire Code, Article 81. , 14. Additjonal Requirements... ViVk4dFV 15. Comply with regulations on attached sheet(s). V V Plan Examin.r , V Report mailed to architect Met with V Date_ V V V _____ Attach to Plans V VVVV V• VV4 V Vt I ' PHONE V 4 PHONE V STORIES / V Engineering and Product Data' for ABC Job 1/51-8655 -4 ZOa p &d' z Zos%'a 4'5..,o cei/artVq7 7 /4. . .I Y/ 4' - ez '4 "/ x - ,ox/o Aox /o 6'4..' f&rr4- ar1 Ox /- i/#4 7,o f3'0h.1 -'- -= 7'"/f- c/?12 S /.5x,75 43o//i X /2 a) g"0. 2,:Y) I?eo-e 4441, z 01 c2. //" 4xSx /x,/ 3'o Z'5 DL &'7 Ix 337a • o94 DL i'i/ re-,, /Z4-',2 09 . • 99k Zo,a x7o7 6 ok o PIP è4d#/J d NZ rz 70 2' x c'c L/Z a/x6E rl '.r/2 //bt/; • -?'Q L//• , Iô'olt/j),Lc,o/ ?q L Cat: 'W2*C7 Yi44g "-"d ?Q 'r7 '0 - -. ,.- - .-.rr.-' •- -.-'- ..- 1-----.---, - -'--- - - -.- ,-.._._a_.__._... ____..____.___.__.___-_.. -._'__-T_-_ - - -r 'I AMERICAN BUILDINGS COMPANY EUFAULA, ALABAMA 36027 (205) 687-2032 Nay 31, 1985 Lord Constructors, Itic. 1828 West 11th Street Suite D Upland, California 91786 Re: 5.1-8655, Cinema Air Gentlemen: This is to certify that the metal building components furnished by American Buildings Company are designed to comply with the following loads: Design Loads are Design Load Combinations are Metal Building Dead Load (DL) 1) DL + LL 20 PSF Roof Live Load (LL) 2) DL + WL 12 PSF Frame. Live Load (LL) 3)' DL + Seismic 70 MPH Wind Load (WL) Seismic Forces for Zone 4 These design loads and oombinations are applied in accordance with Uniform, Building Code' (UBC/'82), Wind Exposure "C". This certification is limited to the structural design of the framing and covering parts manufactured by American Buildings Company and as specified in the contract. Accessory items such as doors, windows, louvers, translucent panels, and ventilators are not included. Also excluded are other parts of the project not provided by American Buildings Company such as foundations, masonry walls, mechanical equipment and the erection and inspection of the building. The building should be erected on a properly designed foundation in accordance with The American Buildings Company Erection Manual and American's drawings for the referenced job. If the foundation designer does not have the building frame reactions, he should send a written requ . ' them to' American. The undersigned is, not the engineer a e overall project. rn LM/la \NO. C-31212')* Yoylr,p very truly, ftP. E. ryn . . ft E i er TABLE OF CONTENTS • SECTION 1 GENERAL A. Introduction and General Design Approach 1 • B. Figure 1 - Clear Span Rigid Frame Building 2 -: C. Selected References 3 SECTION 2 RIGID FRAME • A. Explanations and Methods of Analysis 1-4 B. Frame Sketch and Reactions 5 C. Stress Analysis 6 D. Prying Action Calculations • E. Seismic Calculations • F. Additional Sketches (if required) SECTION 3 ENDWALLS AND ROD BRACINGS A. Explanations and Methods of Analysis 1 • B. Figure 4 - Loading Diagrams and • Framing Layout 2 • C. Figure 5.- Tension Rods and Wind Forces 3 D. Nomenclature 4 E. Component Stress Analyses 5 F. Additional Sketches (if required) SECTION 4 PURLIN AND GIRT A. Explanations and Methods of Analysis and Section Properties 1 B Connection Design 2 C Member Stress Analyses 3 D Eave Strut Calculations and Properties SECTION 5 PANELS A Properties and Load Tables 1 B Calculation of Section Properties 2 SECTION 6 MISCELLANEOUS AND SPECIAL CONDITIONS Standard Welds Standard Specifications • • •••• •••• •• •. . .:.; •• ..:: .........• •..:;.. ;••••;•' •• • • ••-.. AMERICAN IBUILDINGS COI . ...::::. . .. • ...... C- INTRODUCTION ..— The information contained within this pamphlet is a technical description of an American, - pre-engineered, prefabr'.ated metal building. It represents the application -of the most modern methods of mathemàics and engineering to the design of a building. Its purpose is to provide interested reviewers with, the necessary design calculat(ons, and other documentation required to readily verify structural integrity Figure 1 is a drawing of an American Building, illustrating the typical load carrying members; i. e., rigid frames, endwalls, purlins, girts, bracing and panels. A clear span rigid frame building was selected for this purpose: however, any of American's other standard designs, as de- ccribed in the Standard Specifications for American Buildings Company Pra-Engineered Metal Buildings, could also have been used to illustrate the basic building components. All designs are in strict accordance with the latest editions of AlSC and AISI specifications, whichever is applicable. The stress distributions in all load carrying members are obtained by the most applicable methods of the universally accepted elastic theory, as applied to indeterminate structures. A digital computer is used for many of the complex and laborious design calculations. American buildings, unless other-wise noted, are designed to withstand either of two loading conditions: Vertical dead load plus vertical live load uniformly distributed over the horizontal projection of the roof area Vertical de'a'd load plus wind load applied as pressure and suction normal to the building surfaces, as described in the MBMA Recommended Design Practices Manual. Other more specialized combinations and applications of loads are incorporated into the design of a building when required. Occasionally these special design conditions cannot be handled through one of our sindacd design formats. If this occurs, special hand calculations will be included. Subsequent sections of this report, present the detailed design calculations and their - - necessary explanation's. These are Section 2, Rigid Frame; Section 3, Column and Beam Endwall; Section 4, Purlins and girts; Section 5, Long Span Panels; and Section 6, Miscellaneous and Special Conditions. . . - .-. - 'J._- .----------- .-....- .i_' ........ . ............... - , ' rn I I 03) 20 :.. I SELECTED REFERENCES 1. MANUAL OF STEEL CONSTRUCTION, A I. S C. 1969, Seventh Edition. 2: "Single Span Rigid Frames in Steel", by John D. Griffiths, A I S C 1948. SPECIFICATION FOR THE DESIGN OF COLD ORMED STEEL STRUCTURAL MEMBERS, - A. I. S. I., 1968 Edition. STRUCTURAL S.EEL .DESGN, by L S. Beedle, et al, Fritz Engineering Laboratory. Civil Engineering Department, Lehigh University, 1962 "Recommended Dsign. Practices Manual", Metal Building Manufacturers Association, 1974 Edition. - . . ... - . -c ..... - --,t - :1 [si I:IIIIII ['Is.].' I J!I4 • . •• . •,• - .•...:. rl iICT 4 12, V DINC (UPAULA COMPANY ALABAMA RIGID FRAME EXPLANATION AND METHODS OF ANALYSIS Rigid frame analysis and design is a very exacting task. American Buildings Company has developed a computer program that permits detailed analysis and design to be done on gable frames. The following is a brief description of this program. .•.-•• EsentialIy the program combines the STIFFNESS METHOD. structural design theory with MATRIX mathematics operations. All of this is possible by the utilization of digital computer capabilities. The inherent speed of computation permits tne use of elaborate mathematical techniques which would be impossible by hand computations. These techniques along with the completely rigorous structural theory approach give technically precise and accurate results. The program consists of seven portions which are as follows: Geometry input Loading input and Stiffness Computation Equivalent Forces Computations Solution for Displacements . Reactions and Member Force Computation Stress Analysis Design Decisions Geometry: The general structural configuration that the program can analyze or design is depicted below. It consists of a gable frame with vertical side valls, and a roof sloping downward on both sides of the ridge. The rafters may SC-2-1 ••.• • •.• ..• ...: ••. .... •• . (UFAULA COMPANY ALA.a.A be supported at intermediate points by interior columns. Each sidewall column or ratter may be ornposed of a number of segments; them segments may be prismatic or tapered, with 'I' shaped cross-sections. The interior columns must be prismatic, but may be 'I' sections or pipes. The bases of si d e Walls and interior columns may be at different levels. The left and right side wall heights and roof slopes may be unequal. Support and Loadings: The column bases may be specified pinned or fixed; the tops of interior columns may be specified pinned or fixed to the rafters. Uniformly distributed dead and live loads and wind loads are considered to be transmitted to the gable frame at and by the girls and purl ins which are at specified spacings. In addition, concentrated fOrces and mome n t s may be specified at any location on the frame, thus permitting the inclusion of overhangs, cranes, and brdcket loads, etc. Input: The input to the program consists of information on building geometry, web dept hs_at critical locations, column locations, gim and purlins, loading descriptions, material properties and stress criteria If analysis only is required the member cross-section details are input If it is to be desi, inventories of flange sizes and web thicknesses, and pipes sizes are read in Analysis In the analysts option no decision making is done concerning member selection. From the information supplied, which includes all member sizes, the program develops the precise center-line geometry of the gable frame. The analysis is carried out on the line configuration, composed of straight line segments ('Members') defined by the joints and other junction points call e d • •• ••• :.. 5-172 SC-2-2 - - •, 4 .'•-, - • AM RICAN/ BUILDINGS COMPANY EUFAULA. ALABAMA C 'Nodes'. All the loads are transformed into equivalent forces and mo m e n t s a n d a p p l i e d a t Node points. The direct stiffness method of matrix structural elastic analysi s i s a d o p t e d . T h e s t i f f n e s s e s of all the members are computed, and superposed to yield the force-displa c e m e n t r e l a t i o n s f o r t h e entire frame. Stiffness coefficients and equivalent actions for tapered m e m b e r s a r e o b t a i n e d b y Newmark's Method. The Nodal displacements for the specified support and l o a d i n g c o n d i t i o n s a r e solved by a matrix block recursion routine. The support reactions and m e m b e r e n d f o r c e s a n d moments are then calculated. Finally, the most critical bending and shear stre s s e s a l o n g e a c h m e m b e r are computed, and checked against allowable criteria according to AISC s p e c i f i c a t i o n s . T h e m o s t critical stresses are those with the greatest ratio when compared to allo w a b l e s t r e s s e s . T h e p r o g r a m will analyze the frame for each specified'loading combination, one af t e r a n o t h e r . Design: In the design option, a safe frame is determined by an iterative pro c e s s o f a n a l y s i s and design. Initiated by the Analysis of a frame consisting of th e f i r s t s e c t i o n f r o m e a c h o f t h e specified flange, web and pipe inventories, the design proceeds in cy c l e s o f a n a l y s i s , c r i t e r i a c h e c k s , selection of fresh sections, and reanalysis, until a satisfactory frame is ob t a i n e d . W h e n t h e d e s i g n for the first loading combjnation is complete, the program will anal y z e a n d c h e c k t h e f r a m e f o r other specified loading combinations. 5.1-72 , 1 SC-2-3 . . • SC-2-4 - - . . .. AiffRICii 4è BUILDING3 LUrAULA COMPANY ALABAMA Output: The output may be requested at various levels of detail. The basic output consists of a listing of input data, center-line geometry, reactions member end reactions, Nodal displacements, and the member sizes and criteria checks for the frame. More exhaustive information may be extracted if desired. FIGURE: TYPICAL CONFIGURATION OF GABLE FRAME LOAD BASE NODES I )' CONNECTION NODE NO. BOLT PAIR NUMBER ANCHOR 2 TOP NO. BOLT PAIR BOLTS 2. BOTTOM BOLT DIA.(IN.) 1-0 I-or_ BOLT DIA.(IN.) BASE PLATE -- '-' SPLICE PLATE THICKNESS(IN.) THICKNESS(IN.) (A)PRIMARY FRAMING - Build-up sections 50 le s t men . fiat-Rolled section 36 kit min. (B)PULIN AND LIMS - 66 1.t rim. yield steel A-GO? GRADE SS (Clerecioa - Extra High Strength Cable* 7 - wire strand A-476 ROOF LIVE LOAD =U '_) f 1 PSF FRAME LIVE LOAD= PSF WIND LOAD 1-1 PSF BLDG. DEAD LOAD=_'- FSF LOAD= PSF LOAD= PSF BAY SPACING-- 25 FT. ABC JOB 06101110011 momm NEWEEM 7c!.7c1 .7c1;7'; I'/1,(" (D)Splice Bolts - A-325 H.T. (E)Anchor Bolts - A-07 REACTIONS RIGID FRAME SKETLH 1 - PURLIN SPC ____IN BUILDING JDESCR1PTI ON' _L.iZFA )0034 i-2- GIRT _9t:I N .. II 11 .............. :.jj.j:.................. . ..................(?5.:e kJoO) --. :...........: W3O2z42 /1 • I LLFDL 1 :11 3125 7 5' VIL4 DL DLLLMJL C NII 1.Li\c -1 BIC. 01 7 /4 -7 ••'Ll E;.:: 1.S Il -10.1 LOADS P.L.dLUU .. ,.... EUFAULA, ALABAA 30027 05/29/85 .. .STEEL FRAME ANALYSIS 'AND DESIGN 8Y THE CIRECT STIFFNESS METHOD ALL DESIGN IN ACCORDANCE WITH AISCAND IiMA AS APPLICABLE . UILDING DESCRIPTION -- LRFA 10034 - .5 ,5i2655101 P.AMEWIDTH6AY SPCING TOTAL _SLOPE'S--_ ___TOTAl:-INT.__'COLLMf-:S . TOTAL MEMBERS TOTAL NODES UO.000 Fl 25.0CC FT. 2 0 14 15 EFT WALL COLUMN SLOPE W.YERT.= 0.000/1200 GIRTPEPTh= 8.000 IN. TYP. GIRT SPACE = . 96.000 IN. BASE BASE BASE NODE * EAVE KNEE KNEE NCDE ELEVATION WE5 DEPTH SUPPORT NC. * HEIGHT WED DEPTH CONNECTION NC. 0.000 FT 14.000 IN PINNED 1 4 -34-000 FT 28 OCO It RIGID 3 * SPLICES NODE * LCCATICN E8 DEPTH CONNECTION NO. 19.000 FT. 2E.22 IN. RIGID 2 DUF SLOPE NO. 1 SLGFE W.HDRIZ. = 1.000/12.00 PURL DEPTH = 8.000 IN. TYP. PURL SPACE 46.000 IN. LEFT END LEFT END LEFT END NODE- * RIGHT ElIC RIGHT [MD RIGHT END NC3E LOCATED WED DEPTH CCNNCCTICN NO. LCCATED WED DEPTH COMNECTION NO. 0.000 FT 38.000 IN. RIGID 3 * 50.000 FT. ,30.400 IN. RIGID 3 SPLICES NCDE LOCATION WEB DEPTH CONNECTION NO. * 10.902 FT. 28.328 IN. RIGID 4 FT. 15.000 IN. RIGID 5 ... - 29.533 FT.19.415 IN. RIGID * 47.403 FT. 28.000 IN. . RIGID 7 COF SLOPE NO. 2 SLOPE W.HORIZ..... -1.000JT2.00 • PURL DEPTH= 8.000 IN. TYP. PURL SPACE = 46.000 IN. LEFT END LEFT END LEE r END NODE * RIGHT END RIGHT END RIGHT ENE NODE LOCATED WED DEPTH CONNECTION 110 LOCATED WED DEPTH CONNECTION . NC. 50.000 FT. 30.400 IN. RIGID 3 ......* 100.000 FT. 8.000 IN. RIGID 13 $ S SPLICES NCDE * LOCATION MED DEPTH CONNECTION NO. --.5 ---5-.--.- ...........5- 52.597 FT. 28.000 IN. RIG IC 9 * 70.007 FT. 19.415 IN. RIGID . 10 * 79.C52 FT. 15.00C IN. RIGID . 11 89.09-1 FT 28.228 IN. RIGID 12 CONTINUED NEXT PAGE CfNT INI1D ______________.----.-----.-.---•-.-.------ - WALL SLOPE W.VERT. O.00012.00 61RT DEPTH = 8.000 IN. TYp GIRT SPACE = 9.000 IN. BASE BASE BASE NODE EM'S Ki!EE KNEE NODE ELEVATION WEB *DEPTH SUPPORT NO $ HEIGHT WEB DEPTH CONNECTION ND. 0.000 FT. 14.000 IN. PINMED15 RIGID 13 SPLICES NODE * - ' LCC'TICN UE8 CEPTH CL'ECTICN NO. 19.COO FT. 28.G82 IN.' RIGID 14 ...74 a_Si. - ..... _.__. ,... .._..... ••,....._...... .• - . - - - . -. ..... -.--'--.-.-- -__ .- f .,.-. . . • * * 'MCMENT OF INERTIA * AREA * X-AXIS Y--AXIS (SI) . * , (1N4) , (II'14) 7.175 '261.39 14.63 8.126 586.79 14.63 3.126 586.79 14.63 9.162 ' ' 1074.29' 14.63 9.162 1074.29 14.63 9.637 1357.08 14.64 9.62.7' 1357.06 14.64 10.199' 1742.08 14.64 10.199 1743.03 14.64 11.119 , 2505.42 14.64 1.631' ' 2151.6 6 55' 11.366 1990.29 6.54 11.266 1990.29 6.54 9.832 1227.08 6.54 9.882 1227.08 6.54 0.467 1053.76 6.54 8.933 1068.68 7.18 8.006 698.06 ' 7.10 8.006 698.06 7.18 6.719 332.29 7.17 6.719 332.29 ' '7.17 6.348 255.29 7.17 5.767 259.37 ' 7.82 6.0O2 321.39 7.82 6.002' 327.39 7.82 6.332 438.61 7.02 6.232 . ' 438.61 7.82 6.261 . .449.04 7.82 6.C48 ' 415.85 7.17 6.250 528.02 . 7.17 6.350 ' ' 528.02 7.17 6.681 669.07 ' ' 7.17 6.681 669.07 7.17 7.011 030.27 7.17 7.011 ' 830.27 ' 7.17 7.203 '' 933.38 7.17 6.088 850.56 6.52 7.036 930.01 6.52 7.036 939.01 6.52 7.224 1045.63 6.52 7.224 1045.63 6.52. 7.036 '9.00 6.52 7.C36 .00 6.52 6.888 . ,.56 6.52 CUTER * * MODULUS * 11N3) 33.22 50.48 50.48 71.61 71.61 82.08 82.C8 95.07 95.07 117.82 106.22 101.25 101.25 75.32 75.32 68.66 71.43 55.66 55.66 '6.25 36.25 31.18 32.04 37.43 37.43 43.97 43.07 44.55 43.40 49.56 '.9.56 56.45 56.45 63.61 63.61 67.88 65.79 69.06 73.28 73.28 69.06 69.06 65.79 INNER MG 0 UI U S (1 N3) 44.41 65.48 65.48 90.37 90.37 102.46 102.45 117.30 117.30 142.95 117.52 112.28 112.28 84.80 84.80 77.69 76.27 59.87 59.87 39.50 39.50 34.14 32.04 37.43 37.43 43.97 43.97 44.55 39.46 45.17 45.17 51.67 51.67 58.45 58.45 62.51 55.33 58.29 58.29 62.11 62.11 58.29 58.29 55.33 BUI.LDILG - I.RFA 10034 - .25 EIthER DIMENSIONS AND PROPERTIES * * * OUTER FL AN' GET * INNER" F LANGE '''"'WEE . * .'-.". EMBER SECTION WIDTH 1H1CNF'ESS * WIDTH THICKNESS * DEPTH THICKNESS * (IN.) (IN.) . (IN.) (IM.) * (IN.) (IN.) * j. : '' 6.000 0. 3125' 6. 000""O'.'5000 13.'992 0.1644 I . -2 6.000 0.3125 6.300 0.5000 19.772 C.1644 1 2 6.000 0.3125 6.000 0.5000 19.772 0.1644 I "'-3 " 6.000 0.3125 6G00"""0'.5000 '"26.078''' 0.1644 1 "' 3'' 6.000 0.3125 "6.000"'O5O00 "26.078 "' C.1644 1 -4 6.000 0.3125 6.000 0.5000 28.967 0.1644 a ,........................6.000 ,., 0.3125 ,,. 6.000,'0.5oO01.,T2E.967 C.1644 , 2 -2 , 6.000 - 0.3125 6.000 "'0.5000 32.382 " 0.1644 2 2 6.000 0.3125 6.000 0.5000 32.382 0.1644 2, -3 .........6.000 0.3125 6.00.0 0.5000 317.9718 . C.1644 3 ' 2 ""5.000 0.2500 5.000'0.3750''"37938' 0.2242' 3 -3 5.000 '3.2500 5.000 0.3750 36.758 0.2242 3 3 "5.000 0.2500 5.000 0.3750 36.753 0.2242 3 '-4 ' 5.000 0.2500 ' ' 5.00 ....0.3750 ....30.130 ' 0.2242 3 4 5.000 ' 0.2500 '5.00C ' 0.3750 ' '30.138 0.2242 3 -5 5.000 0.2500 ' 5.000 0.3750 28.236 0.2242 4 '., 1 , 5.000 0.3125 ' 5.000' 0.3750 28.286 . 0.1943 4 '"' -2" 5.000 0.3125 "'' '5.000" 0.3750 23.515 ' C.1943 4 2 5.000 0.3125 5.000 0.3750 23.515 0.1943 4 -3 5.000 0.3125 5.000 0.3750 16.891 C.1943 4 3 ' 5.000 ' 0.3125 5.000 " 0.3750 ', '16.691 0.1943 4 .-4" 5.000 0.3125 ......5.000"" 0.3750 ...14.977 ' 0.1943 5 1 5.000 0.3753 5.000 0.3750 14.997 C.1345 5 -2 5.000 0.3750 5.000 " 0.3750 ' 16.744 C.1345 5 2 ' 5.000 0.3750 5.000 ' 0.3750 16.744 0.1245 5 -3 5.000 0.3750 5.000 0.3750 19.200 C.1345 5 3 5.000 0.3750 5.000 0.3750 19.200 0.1345 5 . . -4 ,' 5.000 0.3750 5.000 .0.3750 19.411 0.1345 6 1 5.000 0.3750 5.000 0.3125 19.411 0.1345 6 -2 5.000 0.3750 5.000 0.3125 21.657 0.1345 6 ' 2' ""5.000' '0.3750 5.00C"'"' 0.3125" 21.657 0.1345 6 ............"' 5.000"' 0.750 ............5.000"''0.3125"'24.1'3' 0 1345 6 3 5.000 0.3750 5.000 0.3125 24.113 0.1345 6 -4 5.000 0.3750 5.000 0.3125 26.510 0.1345 6 " 4..............5.000 '' 0.3750 '' 5.000""'"' 0.3125' ' '26.570 ' 0. 1345 6 ......-5"""'"""5.0O0"'......0.3750"''.......5.000"....0.3125'"'"'"27'.994""'' 0.1345' 7 1 5.000 0.750 5.000 0.2500 27.976 C.1345 7 -2 5.000 0.3750 5.000 0.2500 29.081 0.1345 7 '"'' 2 ..........5.000 0.3750 ' ' 5.0CC """'0.2500 29.081 ' 0.1345 7 -3 5.000 0.3750 5.000 0.2500 30.4.70 C.1345 8 ,' I ' 'j' 5.000 0.3750 ' 5.000"' 0.2500 ' '30.479' 0.1345 8 '" -2................5.000 0.3750 '" 5.0CC""" C.1345 8 2 5.000 0.3750 5.000 0.250 0.250...29.081 29.081 C.1345 8 -3 , 5.00O ' 0.3750 , 5.000 0.25CC 27.976 0.1345 p BUILDING -- LRFA 10034 - 25 5 18_4.5. 110 EMBERDINENSIONS AND PR0PERT1E5CONTINUED' . .... -. * * * * * OUTER FLANGE:'_.*. INNER FLANGE * tiED * * MOMENT OF INERTIA * OUTER INNER .................. UMBER SECTION WIDTH THICKNESS * WIDTH THICKNESS * CEPTH THICKNESS * AREA * X-AXIS Y-AXIS * MCDULUS MODULUS (IN.) (IN.) * ( IN.) (IN.) * (IN.) (IN.) * (SI) (IN4) . ( IN4) * ( IN3) 1N3) 9 1 5.00O 0.3750 5.0000.3125 2794 0.1345 7.203 933.41 7.17 67.88 62.51 9 -2 5.000 0.3750 5.000 0.3125 26.570 0.1345 7.011 830.30 7.17 63.61 58.45 9 2 5.000 0.3750 5.000 0.3125 2.570 0.1345 7.011 e30.30 7.17 63.61 58.45 9 -3 5.000 C.3750 5 000 0-3125 24 113 0.13-45 6.681 669.09 7.17 56 46 51.67 9 3 .- 5.000 0.3750 5.0300.3125 24.113 0.1345 6.631 669.09 7.17 56.46 51.67 9. -4 5.000 0.3750 5.000 0.3125 21.657 C.1245 6.350 529.04 7.17 49.56 45.17 9 4 5.000 0.3750 5.000 0.3125 21.657 0.1345 6.350 528.04 7.17 45.56 45.17 9 .. 5.000 0.3750 5.0000.3125 15.411 C.1345 6. C45 . 415.86 7.17 43.49 39.47 10 1 5.000 0.3750 5.000 0.3750 19.411 0.1345 6.361 449.03 7.82 44.54 44.54 10 -2 5.000 0.3750 5.000 0.3750 15.200 0.1345 6.332 438.60 7.82 43.97 43.97 10 2 5 00 0 3750 5 O0O' 0 3750 15 200 C 1345 -'.=32 _ 433 60 7.82 43.97 43.97 10 -3 5.000 0.3750 5 0000:3750 ---16-743 0 134b 6 CO2 327.38 7.82 37 43 37 43 10 3 .5.000 0.3750 5.000 0.3750 16.743 0.1245 6.0O2 327.38 7.82 37.43 37.43 10 -4 5.000 0.3750 5.000 0 .2750 14.997 C.1345 - ,.. 5.767 259.37 . 7.82 32.94 32.94 11 - 1 5.000 0.3125 5.000 0.375O14977 0.1943 6.348 255.29 7.17 31.18 34.14 11 -2 5.000 0.3125 5.000 3.3750 16.891 . C.1943 6.719 332.29 7.17 36.25 39.50 11 2 5.000 0.3125 5.000 0.3750 16.891 0.191.3 6.719 332.29 7.17 36.25 39.50 11 . -3 . 5.300 0 3125',--"-'--.5 000L:o 3750.. 22 51 0.1943 8.006 698.06 7.18 55.66 59.87 11 3 5.000 0.3125 5.000 0.3750 23.515 0.1943 8.006 698.06 7.18 55.66 59.87 11 -4 5.000 0.3125 5.000 0.3750 28.285 0.1943 8.533 1066.67 7.18 71.43 76.27 12 - 1 5.000 ...0.2500 --'--0 3750 28.286 0.2242 9.467 1053.72 . 6.54 68.66 77.69 12 -2 5.000 0.2242 5.382 1227.04 6.54 75.32 84.79 12 2 5.00O 0.2500 5.000 0.3750 30.137 0.2242 9.382 1227.04 6.54 75.32 84.79 12 -3 5.000 0.2500 5.300 0.3750 36.757 0.2242 11.366 1990.21 6.54 101.25 112.28 12 3 5.000 0.2300 5.00O 0.3750 36.757 0.2242 11.366 1990.21 6.54 101.25 112.28 12 -4 5.000 0.2500 ' 5.000 '-0.-3750 37.93a 0.2242 11.631 2151.49 6.55 106.22 117.52 13 3 6.000 0.3125 6.000 0.5000 37.978 C.1644 11.119 - 2505.44 14.64 117.82 142.95 13 -4 6.000 0 3125 6 000 0.5000 32.332 C.1644 10 199 11742.10 14.64 95.07 117.30 13 4 6.000 0.3125 "6.000 ..0.500032.382 0.1644 10.199 1743.10 14.64 95.07 117.30 13 -5 6.000 0.2125 6.000 0.5000 28.967 0.1644 . 9.637 1357.06 14.64 82.08 102.46 14 1 - 6.000 0.3125 '6.000 0.5000 28.967 0.1644 9.637 . 1357.08 14.64 82.08 102.46 14 -2 6.000 0.3125 6.000 0.5000 26.077 C.1644 9.162 1074.28 14.63 71.61 90.37 14 2 6.000 0.3125 6.000 0.5000 26-.077 C.1044 9.162 1074.28 14.63 71.61 90.37 14 -3 6.300 0.3125 6.000 0.5000 19.772 0.1644 8.126 586.78 14.63 50.48 55.48 14 ; 3 ' 6.000 0.3125 T 6.0CQ0.5000 19.772 C.1544 3.126 586.78 .14.63 50.48 55.48 14 -4 6.O00 '0.31256.0000.500013.992 ......0.1644 7.175 281.38 14.63 33.22 44.41 BUILDiNG -- LRFA 10034 - 25 __J3..6.IQi__-- EMBER DIMENSIONS AND PROPERTIES CONTINUED * * * * YIELD STRESSES * ''"UNBRACED LENGTHS"" * EFF. LENGTH $ RADIUS OF GYRATION * SLENDERNESS OUTER "' ""INNER *'' FACTC * . * RATIO EMBER SECTION FLANGE WE-B * X-AXIS Y-AXIS Y-AXIS * KX * RX RY RTE RTI * KL/R (KSI ) (KSI ) (IN.) . (IN.) (IN.) ., ( IN.),i IN.) (IN. J IN.) * 1 " 1 '' 500C 50.00 "'382.88 "" "'88.05 8805 .2.80 6.26"' 1.43 1.56 1.65 171.20 I . -2 50.00 50.00 382.88 88.05 88.05 2.80 8.50 1.34 1.50 1.61 126.16 I 2 50.00 50.00 382.88 96.05 95.05 2.80 3.50 1.34 1.50 1.61 126.16 1 -3 50.00 50.00 382.88........96.05 ............96.05" 2.80 10.83 '1.26 1.45 1.58 99.01 1 3 50.G0 5000 ' 392. 88" 96.05 """"'" 96.05 .....2.80 10.83 1.26 1.45 1.58 99.01 1 . -4 50.30 50.00 382.83 96.05 96.05 2.30 11.07 1.23 1.43 1.56 90.34 2 1 50.00 50.00 382.88 96.05 " 96.05 2.80 11.87 1.23 1.43 1.56 90.34 2 -2 50.00 50.00 382.88 96.05 ' 96.05 .....2.80 13.07 1.20 1.40 1.54 82.00 2 2 50.00 50.00 382.88 85.25 85.25 2.80 13.07 1.20 1.40 1.54 82.00 2 -3 50.00 50.00 332.88 85.25, 85.25 2.80 15.01 1.15 1.36 1.51 74.30 3 2 ' 50.00 50.00 1145.37..........10.75 10.75 C.57 ''13.60 0.75 0.98 1.10 47.58 3 -3 50.00 50.00 1145.37 10.75 10.75 0.57 1.22 0.76 0.98 1.11 48.91 3 3 50.00 50.00 1145.37 60.27 60.27 0.57 13.23 0.76 0.98 1.11 79.43 3 3 -4 4 50.00 'SO.00' ,' 50.00 ' 1145.37 "" 60.27 ""''60.27 '' 0.57 " 11.14 ' 0.81 1.03 1.16 74.09 50.00 ...1145.37"""'......"'60.29" ........60.29 '0.57 ...........11.14 " 0.81 1.03 ' 1.16 74.12 3 -5 50.00 50.00 1145.37 60.29 60.29 0.57 . 10.55 0.83 1.05 1.17 72.55 4 1 ' 50.00 50.00 ' 1145.37'''"' 60.29 .........60.29 0.57 ' ' 10.94 0.90 1.14 1.19 67.26 4 ' -2.........50.02 50.00 ...........1145.37 """"60.29 ...........60.29 ...................9.34' 0.95 1.18 1.22 . 69.31 4 2 5000 50.00 1145.37 60.30 60.20 0.57 ' 934 . 0.95 1.18 1.22 69.31 4 -3 50.00 50.00 1145.37 60.30 60.30 0.57 7.03 1.03 1.23 1.28 92.03 4 3 50.00 50.00 ....1145.37 "' 60.24 ......60.24 ' 0.57 ' . 7.03 1.03 1.23 1.28 92.03 4 , 4 50.00 ' 50.00 """' 1145.37'""'" '60.24 ....."' 60.24 ' 0.57 6.34 1.06 1.25 1.29 102.05 5 1 50.00 50.00 1145.37 60.24 60.24 0.57 6.71 1.16 1.33 1.33 96.50 5 -2 50.00 50.00 " 1145.27''" "'"'60.24 60.24" 0.57 " ' '7.39 1.14 1.32 1.32 87.63 5 2 ..........50.00 - 50.00 .......114537""""'....'60.22 60.22 ' 0.57 .....7.39 1.14 1.32 1.32 87.63 5 -3 50.0C 50.00 1145.37 £0.22 60.22 . 0.57 . 8.32 1.11 1.30 1.30 77.76 5 3 50.00 50.00 1145.37 60.22 60.22 0.57 . 8.32 1.11 1.30 1.30 77.76 5 -4 50.00 50.00 1145.37 60 22 60 22 0.57 8.40 1.11 1.30 1.30 77.02 6 1 50.00 50.00 1145.37 60.22 60.22 . ' 0.57 ' 8.29 . 1.09 1.31 1.27 78.05 6 -2 50.00 50.00 1145.37 60.22 60.22 C.57 9.12 1.06 1.29 1.25 70.97 6 ' ' 2 .........50.00 ' ' 50.00 .....1145.37 ....60.22 120.44 . 0.57 9.12 1.06 1.29 1.25 70.97 6 ' -3'.............50.00 50.00 '""'' 1145.37 .........60.22 "" 120.44 ...... 0.57 10.01 1.04 1.28 1.24 64.67 6 3 50.00 50.00 ' 1145.37 60.22 ' 120.44 C.57 10.01 1.04 1.28 1.24 ' 64.67 6 74 50.00 50.00 1145.37 60.22 120.44 ' 0.57 10.83 1.01 1.26 1.22 59.56 6 ' 4 '' 50.00 50.00 '" 1145.37 48.18 48.18 0.57 10.88 1.01 1.26 1.22 59.47 6 "-5 ..........50.00 ' 50.00 .......1145.37 ' 4818 ' 48.13 '" 'C.57 ' ' 11.38 1.00 1.26 1.21 56.85 7 1 50.00 50.00 1145.37 48.18 48.18 0.57 11.17 0.97 1.26 1.16 57.93 7 " -2 50.00 50.00 1145.37 48.18 43.18 0.57 , 11.55 0.96 1.26 1.15 56.02 7 2 ' ' 50.00 50.00 "1145.37' 33.53 ' 33.53 0.57 11.55 C.9 1.26 1.15 56.02 '7 -3 50.0C 50.00 1145.37 33.53 33.53 0.57 12.03 0.95 1.25 1.14 53.79 8 1 50.00 50.00 ' 1145.37 ' 33.53 0 ' 3353 0.57 .12.03 0.95 1.25 1.14 53.79 8 8 " -2 2 50.00 50.00 50.00 50.00 1145.37 ' 1145.37 23.5 48. 33.53 48.18 0.57 0.57 ' 11.55 C.S6 11.55 .96 1.26 1.26 1.15 1.15 56.02 56.02 8 , , 50.00 50.00 1145.37 48. 48.18 0.57 11.17 , .97 1.26 1.16 57.93 ILDING -- LRFA 10034 25 51.8655101 EMBER DIMENSIONS AND PRCPERTIES CONTINUED . * * YIELD -STRESSES UNBRACEDLENGTHS - '* EFF. LENGTH $ RADIUS OF GYRATION OUTER -INNER" * FACTOR EMBER SECTION FLANGE WEB * X-AXIS Y-AXIS Y-AXIS * KX * RX RY RTE (KS!) (KSI) * (IN.) (IN.) (IN.) 4 (IN.) UN.) (IN) 9 1 50.00 50.00 _-'__1145.37--_'--48.13- '8.18 .......0.57 11.38 1.00 1.26 9 -2 50.00 50.00 1145.37 48.18 48.18 0.57 10.88 1.01 1.26 9 2 50.00 50.00 1145.37 60.22 120.44 0.57 10.88 1.01 1.26 9 .. . -3 50.00 50.00--1145;37-......6O22 120.44 . 0.57 .......10.01 1.04 1.28 9 3 50.00 ----50.00 --1145.37--- 60 2 120 44 O.5 10 01 1 04 1 28 9 -4 50.00 50.00 1145.37 60.22 120.44 0.57 9.12 1.06 1.29 9 4 50.00 50.00 1145.37 60.22 60.22 0.57 9.12 1.06 1.29 9 -5 50.00' 50.00 1145.37 60.22 . 60.22 0.57 8.29 1.09 1.31 10 1 50.00 50.00 1145.37 60.22 60.22 0.57 8.40 1.11 1.30 10 -2 50.00 50.00 1145.37 60.22 60.22 0.57 8.32 1.11 1.30 10 2 50.00 50.00 1145.37 60.22 60.22 0.57 . 1 8.32 1.11 1.30 10 -3 50.30 50.00 1145.37 6O.22 60.22 C.57 - 7.39 1.14 1.32 10 3 50.00 50.00 1145.37 60.24 60.24 0.57 7.39 1.1.4 1.32 10 -4 50.00 50.00 1145.37, 60.2460.24 0.57 6.71 1.46 1.33 11 1 50.00 50.00 11457 6246O24 057 6.34 1.06 1.25 11 -2 50.00 50.00 1145.37 60.24 60.24 0.57 7.02 1.03 1.23 11 2 50.00 50.00 1145.37 60.30 60.30 0.57 7.03 1.03 1.23 11 -3 50.00 50.00 1145.37"60.30 60.30 0.57 . 9.34 0.95 1.18 11 3 • .50.CC 50.001145.37 60.29 60.29 '0 .57 9.34 C.95 1.18 11 -4 50.00 50.00 1145.37 60.29 60.2ci C.57 10.94 0.90 1.14 12 1,..... 50.00 -.'5000T . 1145.37 . 6029 60.29 0.57 . 10.55 C.83 1.05 12 -2 50.00 60.29 0.57 11.14 0.81 1.03 12 2 50.00 50.00 1145.37 60.27 60.27 C.57 11.14 0.81 1.03 12 -3 50.00 50.00 1145.37 60.27 63.27 C.57 13.23 C.76 0.98 12 3 ......50.00 _50.00 1l45.37. 10.75. 10.75 . 0.57 13.23 0.76 0.98 12 -4 50.00 50.00 1145.37 10.75 10.75 0.57 13.60 0.75 0.98 13 3 50.00 . 50.00 382.13 35.25 85.25 2.80 15.01 1.15 1.36 13 4 50.00 50.00 382.13 85.25 85.25 2.80 13.07 1.20 1.40 13 4 50.00 50.00 382.13 .......96.05 96.05 2.80 13.07 1.20 1.40 13 -5 50.00 50.00 382.13 96.05 96.05 2.80 11.87 1.23 1.43 14 1 - 50.00 50.00 382.13 96.05 96.05 2.80 11.87 1.23 1.43 14 -2 50.CG 2.80 10.82 1.26 1.45 14 2 50.0C 50.00 302.13 96.05 96.05 2.80 10.83 1.26 1.45 14 -3 50.00 50.00 382.13 96.05 96.05 2.80 8.50 1.34 1.50 14 3 - 50.00 50.00 382.13 88.05 83.05 2.80 3.50 1.34 1;50 14 -4' 50.0050.00 382.13 88.05 88.05 2.80 6.26 1.43 1.56 * SLENDERNESS RATIO RTI * KL/R (IN.) * 1.21 56.85 1.22 59.47 1.22 59.56 1.24 64.67 1.24 64.67 1.25 70.97 1.25 70.97 1.27 78.05 1.30 77.03 1.30 77.76 1.30 . 77.76 1.32 87.63 1.32 87.63 1.33 96.50 1.29 102.05 1.28 92.03 1.28 92.03 1.22 69.31 1.22 69.31 1.19 67.26 1.17 72.55 1.16 74.12 1.16 74.09 79.43 1.11 48.91 1.10 47.58 1.51 74.30 1.54 81.84 1.54 81.84 1.56 90.17 1.56 90.17 1.58 98.81 1.58 98.81 1.61 125.91 1.61 . 125.91 1.65 170.86 BUIII'ING -- L.RFA 10034 - 25 __.l.C551ftL_.________________ LOAD 1 -- LL+DL . ALLOWABLE STRESS FACTOR = 1.00 UNIFORM LOADS WIND COEFFICIENTS ......" ... .,.. ........ LIVE WIND DEAD * C 1 C 2 C 3 C 4 (PSF) (PSF) (PSF) * 12.00 0.00 4.50 0.00 0.00 0.00 0.00 COORDINATES .......*...............SUPPORT REACTIONS * NODAL DISPLACEMENTS .-. . * NODE X V * HORIZONTAl. VERTICAL MOMENT * HORIZ. VERT. ANGULAR (IN.) (IN.) .*(KIPS) ..KIPS) (K-Fl) . . . (IN.) (IN.) (RAD.) 1 15.50 -0.00 9.77 20.62 -0.00 . 0.000 0.000 0.010 2 22.99 228.00 . -1.274 0.022 0.000 3 27.50 282.70 . -C.646 -0.007 -O.CC8 4. 132.00 356.26 . . . . -0.507 -1.107 -0.013 252.00 .412.94 ......................................... . . . . -0.233 -3.122 -0.020 6 360.00 419.73 . -0.110 -5.187 -0.C17 7 570.00 432.92 0.000 -7.114 -O.CC2 8 ..........600.00 ........434.22 .................. . . . . . . -0.000 -7.140 -0.000 9 .......630.00.....432.92 .............................,.. .. .. . -0.000 -7.114 0.0O2 10 840.00 419.73 . . 0.110 -5.187 0.017 11 948.00 412.94 . 0.233 -3.122 0.020 12 .......1068.00 396.26 . 0.507 -1.107 0.013 ....................13 ..........1172.50 .......382.70 ........................... . 0.645 -C.007 C.CCS 14 1177.01 228.00 . . . . 1.274 0.022 C.CCC 15 1184.50 0.00 -9.77 20.62 -0.00 . . . . 0.000 0.000 -0.010 lIE-MOEP. END ACTIONS * NODE I * NODE J -................ MENDER NODE I NODE J AXIAL......Sk-EAR I.01IENT* AXIAL SHEAR MOMENT * (KIPS) (KIPS) (K-Fl) * (KIPS) . (KIPS) (K-FT) . 1 2093 -5-.09 - -0.00 -20.93 . . 9.09 -172.84 -, .............2 3 ..................2c 1,6 .-5.17........172.8's -20.90 9.17 -291.11 3 3 4 12.21 ia.15 21.2 -11.71 -14.31 -146.71 4 5 11.64 14.20 146.71 -11.28 -10.12 -19.51 5 . . 5 6 10.48 10.94 19.81 -10.22 -6.32 66.46 6 6 7 10.22 ......6.82 -66.46 -9.83 -C.85 137.18 7 7 . 9 9.83 1.11 -127.11 -9.77 0.36 137.77 8 8 9 5.76 0.48 -137.43 -9.83 0.98 137.25 9 9 10 . 9.85 0.85 -137.18 -10.22 6.82 6646 10.......................1C ........-1022 .......-66.46 - -10.48 10.54 -19.80 11 11 12 11.27 -10.12 19.81 -11.84 14.20 -146.70 12 12 13 11.71 -14.31 146.7C -12.21 18.15 -291.24 13 13 14 20.50 9.17 21 1.1C -20.50 -9.17 -172.84 14 14 15 20.53 5.09 172.84 -20.53 -9.09 -0.00 .--- . * COMBINED STRESS * CUTER INNER * FLANGE FLNCE * RATIO RATIO * 0.573 0.573. 0.443 0.752 0.443 0.770 0.703 0.806 0.703 0.816 0.770 0.842 0.770 0.841 0.326 0.884 0.826 0.860 0.880 0.958 0.962 1.003 0.546 0.973 0.548 0.993 0.844 0.838 0.846 0.832 0.813 0.800 0.777 0.822 0.636 0.684 0.638 0.686 0.322 0.432 0.325 0.430 0.155 C.350 0.180 0.348 0.252 0.147 0.289 0.147 0.635 0.525 0.633 0.524 0.653 0.543 0.670 0.617 0.856 0.812 0.854 0.811 0.942 0.85C 0.944 0.889 0.951 0.876 0.944 0.875 0.914 0.832 0.943 0.544 0.918 0.903 0.517 0.902 0.876 0.842 0.875 0.840 0.5L6 0.901 0.918 0.902 0.944 0.944 LLIJJfltLJ.REA 1003,4 - DAD '1 - LL+DL * STRESSES ' * '''" ALLGWABLE'STRESSES SHEAR AXIAL * SECT FORCE FORCE rCHENT CE * FV FA FOC F31 *' FV FA FBO FBI (VIeS) (KIPS) (K-fl) * (KSIJ (KS.) (VSTJ CVSI) * fY51) (KSI) (KSI) (KSI) 1 -9.09 -20.93 0.00 1.75 -3.74 -2.52 -0.00 0.00 11.48 5.10 30.00 30.00 -2 -9.09 -20.93 -66.71 1.75 -2.49 -2.58 15.96 -12.23 5.75 9.38 30.00 30.00 2 -9.09 -20.93 -66.71 1.32 -2.69 -2.58"" 15.86 -12.23 " 5.75 .9.38 30.00 '25.93 -3 -9.09-20.93 -139.49 1.32'-2.06 "' -2.28"' 23.37 -18.52 3.30 14.94 30.00 28.38 3 -9.09 -20.93 -139.49 1.19 -2.06 -2.28 23.31 -18.52 3.30' 14.94 30.00 27.92 4 -9.09 -20.93 -172.84 1.19 -1.86 -2.17 25.27 20.24 2.48 15.84 30.00: 27.40 1 -9.17 '-20.0 -172.84 1.19 1'.87 ' -2.17' ' 25.27 -20.24 2.68 '16.86, 30.00 27.40 -2 -9.17 -20.90 -212.60 1.19 -1.68 -2.05 2.83 -21.75 2.14 18.61 , 30.00 26.58 2 -9.17 -20.90 -212.60 1.12 -1.68 -2.05 26.83 -21.75 2.14 18.61 30.00 27.46 - -9.17 -20.90 -277.74 1.12 -1 44 -1 28 28.29 -23..32 1.56 20.13 30.00 26.05 2 18.15 -'12.21 -264.77 1.03 2.10 -1.05 29.91 -27.04 2.90 24.72 .30.00 27.93 -3 18.15 -12.21 -248.52 1.03 2.17 -1.07 29.45 -26.56 3.09 24.52 30.00 28.34 3 16.35 -11 98 -248.74 1 18 °5 -1 05 29 48 -2 6 58 3_aC 19.13 . 30.00 27 75 -4 16 5 -11 38 -1.56 60 1 18 2 37 -1 2i 26 54 -;3.58 4.60 20.17 30.00 29 57 4 14.31 -11.71 -166.81 1.25 2.07 -1.19 25.55 -23.61 ' 4.6C .20.16 30.00 29.77 -5 14.31 -11.71 -146.71 1.25 2.21 -1.24 25.64 -22.66 5.22' 20.46 ., 30.00 29.85 1 ' 14.20 -11.84 -146.71 1.25 ""2.52 " -133"24.65 -23.03 " ' 3.92 .' 21.44 30.00 29.68 -2 14.20 -11.84 -95.30 1.25 3.02 -1.48 20.55 -19.10 5.68' 21.07 . 30.00 30.00 2 12.16 -11.56 -95.47 1.41 2.59 -1.44 20.58 -19.14 ' 5.68 21.07 30.00 30.00 -3 ' 12.16 -11.56 ': -34.37 1.41 "3.56 ' -1.72 '11.38 ' -;C.44 ' 11.00 16.50 , 30.00 ' 30.00 3 10.12 -11.28 -34 49 2.30 2 96 -1-68 11.42 -i-0.49 11 OC 16 .50 30.00 30 00 -4 10.12 -11.28 -19.81 2.30 3.32 -1.78 7.62 -6.96 .13.94 14.23 30.00 30.00 1 10.94 -10.48 -19.81 ' 2.30 "5.16 ' -1.82 - -7.24' ' -7.22 ' ' ' 6.69 '' 15.51 . 30.00 ' 30.00 -2 ' 10.94 '-10.48 19.22 2.33 465 "'-175'' "-6.16 ' 6.16 "'.'' 5.37 " 17.44 ' 30.00 ' 30.CO 2 8.88 -10.35 19.10 1.46 3.77 -1.72 -6.12 6.12 ' 537 17.44 30.00 30.00 -3 8.88 -10.35 63.66 1.46 3.31 -1.63 -17.37 ' 17.37 , 4..08 19.46 29.92 20.00 3 6.82 -10.22 63.52 1.19 "'2.54 ......-1.61 ' -17.33 17.33' 4.02 ' '15.46 29.92 30.00 -4 . 6.82-10.22 66.46 1.19 , "'2.52 '-1.61 -17.90 ' 17.90 ' 3.59 ' 15.60 25.83 30.00 1 6.82 -10.22 66.46 1.15 2.52 -1.65 -18.34 20.21 3.95 19.40 29.88 30.00 -2 6.82 -10 22 97.74 1.19 2 27 -1.61 -23 66 25.97 3.21. 20.76 29.48 30.00 2 4.76 -10.09 97.i9 1.10 1 58 ' -1 59 "-2 62 25.93 3.21 20.76 29.48 3C.00 -3 4.76 -10.09 121.48 1.10 1.43 -1.51 -25.82 28.21 2.55 21.90 ' 28.55 30.00 3 2.70 -9.96 121.31 1.05 0.81 -1.49 -25.70 28.17 2.5c 21.90 28.84 30.00 -4'" 2.70 ' -9.96 '124.88 1.05 '''0.74 '"-142'"' -'25.44 -1' . 40""'"'2541" 27.69 ' 2.13 ' 22.79 ' 25.14 30.00 4 ""'0.85''"-9.85 '"'134.70 '1.01 """0.23 ' 27.65 "' 2.13 22.81 '' 23.32 30.00 -5 0.85 -9.35 137.18 1.01 0.22 -1.37 -24.25 25.33 1.52 22.25 27.91 20.00 1 ' 1.11 -9.83 137.11 1.01 0.29 -1.43 -25.01 29.74 1.92 23.07 ' 27.92 30.00 -2' "" 1.11 "-9.83 138.33 1.01 -------028" '-1.40 "24.04 28.48 1.78 23.38 27.58 30.00 2 -0.36 . -9.77 138.19 1.30 -0.09 -1.39 -24.01 28.45 ' '1.72 23.28 27.58 30.00 -3 -0.36 -9.77 137.69 1.00 , -0.09 , -1.35 , -22.55 26.60 1.62 23.75 27.12 30.00 '1 0'.48 "''-9.76 " 137.43 1.00'' 0.11 "" -1.35 '-22.50 , 26.55 , ' 1.62' 23.75 27.12 30.00 -2 0.48 -9.76 138.10 1.00 0.12 -1.39 -24.00 28.43 1.72 23.38 27.58 30.00 2 -0.98 -9.83 133.25 1.01 -0.25 -1.40 -24.02 28.46 1.72 23.38 27.58 3000 -3 -0.98 -9.83 137.16 1.01 -0.26 -1.43 -25.02 29.75 1.92 23.07 27.92 30.CO BUILDING -- LRFA 10034 - 25 513655101 U.D 1 CONTINUED -- LL+OL - * * COMBINED STRESS ACTUAL STRESSES * ALLOWABLE STRESSES * OUTER INNER SHEAR' AXIAL ' . * FLANGE FLANGE 0- 1 SECT FORCE FORCE MOMENT CB FV FA FED FBI * FV FA FBO FBI * RATIO RATIC (KIPS) (KIPS) (K-Fl) .(KSU (KS!) (KSI) (1151) (KS!) (KS!) (KS!) . (KSI) * 9 1 -0.85 -9.85 .......137.18 1.01 -022-1.37 -24.2E 26.33 1.92 " 22.25 27.91 30.00 0.914 0.832 9 -2 -0.85 -9.85 134.71 1.01 -0.23 -1.40 -25.41 27.66 2.13 22.81 28.32 30.00 0.944 0.875 9 2 -2.70 -9.96 134.88 1.05 -0.74 -1.42 -25.44 27.69 2.13 22.79 28.14 30.00 0.951 0.876 9 -3 -2.70 -9.96 121.31 1.05 '-O.Cl -1.49 '-25.19 23.17 2.55 21.90 28.84 30.00 C.544 C.885 9 3 -4.76 -10.09 121.49 1 10 "-1.43 -1 E1'-25.02 28.21 2.5g - 21.90 28.05 30.00 0.942 0.890 9 -4 -4.76 -10.09 97.59 1.10 -1.58 -1.59 -23.63 25.93 '3.21 20.76 29.48 30.00 0.854 0.811 9 4 -6.82 -10.22 97.74 1.19 -2.27 -1.61 -23.67 25.97 3.21 20.76 29.48 . 30.00 C.856 0.812 9 - -6 82 -10.22 66.46 1.19 -2.52 -1 69-18 34 20,21 3.9S 10.40 29.88 30 00 0.670 0.617 0 1 -6.82 -10.22 66.46 1.19 -2.51 -1.61 -17.90 17.90 3.99 19.60 29.88 . 30.00 0.653 0.543 .0 -2 -6.82 -10.22 63.52 1.19 -2.54 -1.61 -17.34 17.34 4.08 19.46 29.92 30.00 0.633 0.524 0 2 -8.88 -10.35 63.66 1.46 -3.31" -1.63 '-17.37 17.37 4.08 19.46 29.92 30.00 0.635 0.525 .0 -3 --8.88-'-10.35" - - 19.10 1.46 377-1.72 -6.12 6.12 5.37 17.44 30.00 3C.CO 0.289 0.147 .0 3 -10.94 -10.48 19.22 2.30 -4.65 -1.75 -6.16 6.16 5.37 17.44 . 30.00 30.0.0 C.292 0.147 .0. -4 -10.94 -10.48 -19.80 2.30 -5.16 -1. E2 , ,7.21 . -7.216.65 15.51 30.00 30.00 0.180 0 .348 .1 1 -10.12 -11.27 19.81 2.30 7.62 -6.96 13.94 1423 30.00 . 30.00 0.195 0.35C 1 -2 -10.12 -11.27 -34.49 .2.30 -2.96 -1.68 11.42 -10.48 11_00 16.50 30.00 30.00 0.325 C.43C .1 2 -12.16 -11.56 -34.37 1.41 -3.56 -1.72 11.38 -10.44 11.CC' 16.50 30.00 30.CO 0.322 0.432 1 -3 -12.16 -11.56 -95 47 1.41 -259 -1.44 20.50 -19.14 5.66 21.07 30.00 30.00 C.638 0.686 .1 3 -14.20 -11.84 -95.30 '1.25 ' -:3:02--'*--1'' 2055 -19.10 5.68 21.07 30.00 30.00 0.636 0.686 .1 -4 -14.20 -11.84 -146.70 1.25 -2.52 -1..4833 24..65 -23.08 3.92 21.44 30.00 29.68 0.777 0.822 2 1 -14.31 "-11.71 -146.70 1.25 "-2.21 -1.24 25.64 -22.66 5.22 20.'tó 30.00 29.85 0.813 0.800 2 -2 "-14.31" -11.71 '-166.80 1.25 -2.07'-1'.19 ' 26.58 -23.61 4.6C 20.16 30.00 29.77 0.846 0.832 12 2 -16.35 -11.98 -166.59 1.18 -2.37 -1.21 26.54 -23.58 . 4.6C 20.17 30.06 29.57 0.844 0.838 .2 -3 -16.35 -11.98 -248.73 1.18 -1.95 -1.05 29.48 -26.58 3.05 19.13 30.00 27.75 0.948 0.993 12 3 -18.15 -12.21 -249.51 1.03 -2.17 " -1.07 29.45 -26.56 3.05 24.52 30.00 28.34 0.946 0.573 .2 -4 -18.15 -12.21 -264.76 1.03 -2.10-1.05 "29.01 -27.04 2.90 24.72 30.00 27.93 0.962 L.0C3 13 3 9.17 -20.90 -277.73 1.12 1.44 -1.88 28.29 -23.31 1.56 20.13 30.00 26.05 0.880 0.958 13 -4 9.17 -20.9C -212.59 1.12 "1.ô8' -2C5 '' 26.83 -21.75- 2.14 18.64 30.00 27.46 6.826 0.86C 13 4 9.17 -20.90 -212.59 1.19 '1.b8 -2.05 26.03 -21.75 2.14 18.64 30.00 26.68 0.826 0.883 13 -5 9.17 -20.90. -172.84 1.10 1.87 -2.17 25.27 -20.24 . 2.68 16.90 30.00 27.40 0.770 0.841 4 1 9.09 -20.93 -172.84 1.19 1.86 ' -2.17., 25.27 -20.24 2.68, 16.90 30.00 27.40 0.770 0.841 14 -2 9.09 -20.93 -139.48 1.19 "'2O6'' -2.28 '23.37 -18.52 3.30 14.90 30.00 27.92 O.7C3 0.315 14 2 9.09 -20.93 -139.48 1.32 2.06 -2.20 23.37 -18.52 3.30 14.98 30.00 28.38 0.7C3 0.8C5 14 -3 9.09 -20.93 -66.71 1.32 2.69 -2.58 15.86 -12.23 5.75 9.42 30.00 28.93 0.443 0.768 14 3 9.09 -20.93 -66.71 1.75 "2.69"' -2.58 15.86 -12.23 5.75 9.42 30.00 20.60 0.443 0.750 14 4 ' 9.09 -20.92 -0.00 1.75 "'3.74''-2.92 ' 0.00'' -0.00 11.48 5.12 ' 30.00 36.00 C.570 C.57C BuILLc1.&G -- LREA1QQ34 - 25 LOAD 2 -- iL+DL ALLOWABLE STRESS FACTOR = UNIFORM LOADS . . WIND.CCEFFICIENTS ......,., LIVE WIND DEAD * C I C 2 1 C 3 C 4 (PSF) (PSF) (PSF) - * ....0.00 1700 .....4.50 O80.......070........-C70 ...050 1.33 *.............--.- DISTRIBUTED LCADS * START END *HCP.IZCNTL LCAD INTENSITY* VERTICAL LOAD INTENSITY LOAD NO. LINE NO. LOCATION LOCATION * AT START AT ENE * AT START AT END (FT.)(FT.) (PSF) (PSF) * (PSF) (PSF) 1 1 ..........0.00 ......2000 .........0.83 .......-0.00 0.00 . 0.00 2 . 4 0.00 20.00 0.50 0.50 0.00 0.00 ..........................COORDINATES ..SUPP0RTREACT ICNS * NODE X y * HORIZONTAL VERTICAL MOMENT * (IN.) ( I. ) . . (KIPS) (KIPS) (K-Fl) * 1 15.50 -0.00 -13.39 -12.51 0.00 2 22.99 228.00 3 27.50 382.70 ............. ... 4 132.00 "396.26 5 252.00 412.94 6 360.00 419.73 7 570.00 432.92 ..- 8 oOo.00 434.22 9 630.00 432.92 . 10 640.00 419.73 11 948.00 412.94 ....12 1068.00 396.26 ................-'........... 13 1172.50 382.70 14 1177.01 228.00 15 1134.50 0.00 -3.28".: -C.CO !(E1EER ENC ACTICNS * NODE I NCDE J MEMBER NODE I NODE J * AXIAL SHEAR t'CMEI\T* AXIAL 5HEAR MOMENT * (KIPS) (KIPS) (K-Fr) * (KIPS) (KIPS) (K-FT) 1 1.2 -12.95 12.98 C.00 12.78 -7.96 208.65 2 2 3 -12.75 8.01 -208.65 12.62 -3.60 287.87 3 2 4 -4.99 -11.49 -27.82 5.00 9.74 193.35 4 4 . 5 -5.09 -9.65 -193.35 5.CS 7.83 102.80 5 5 6 .....-4.48 ..-8.19 -IC2.8C 4.61 6.33 34.37 6 6 7 -4.60 -.33 -34.37 4.80 3.63 -54.81 -. 7 7 8 -4.71 -2.72 54.80 4.77 3.06 -3.24 8 8 9 ........-4.47 ........-3.47 63.23 4.41 2.80 -71.14 5 10 ................-4.36" -2.38 71.12 4.17 0.18 -96.06 CONTINUED NEXT PAGE NODAL DISPLACEMENTS HORIZ. VERT. ANGULAR (IN.) (IN.) (RAC.) 0.000 0.000 -0.C25 6.763 -0.210 -0.022 9.500 -0.283 -0.C14 9.648 -1.412 -0.CC7 9.678 -1.606 0.006 9.601 -0.343 0.015 S.4C2 2.514 C.C14 9.385 3.320 C.C1' 9.402 3.702 0.C12 5.500 5.188 -C.CCO 9.462 4.547 -0.C12 5.175 2.468 -0.020 8.694 0.286 -0.021 5.522 0.187 -0.C22 0.000 0.000 -0.C26 COt lu IP1UED -GT8 - 4704. - -863 11 11 12 -4.14 1.37 'e.33 4.15 -3.24 -60.9 12 12 13 -4.13 3.27 60.6 4.12 -5.03 -23.27 13 13 14 -.07 -2.84 23.22 5.9 0.07 -39.35 14 14 15 -5.99 -0.05 3S-35 5.88 -2.49 -0.00 0.045 0.566 0.604 0.827 C. 841 0.886 0.886 0.932 0.900 0.916 0.854 0.843 C. 893 0.875 0.872 0.885 0.040 0.267 0.865 0.947 0.545 0.989 0.536 0.550 0.550 C.254 0.254 0.232 0.238 0.033 0.023 0.133 0.134 0.225 0.226 0.259 0.267 C.273 0.273 0.275 0.274 0.312 C • 311 0.340 0.045 0.476 0.476 0.631 0.631 0.644 0.644 0.654 0.654 0.615 0.703 0.708 0. 7C8 0.745 0.765 0.76C 0.775 C. 805 0.805 0.886 0.886 0.924 0.956 0.6C5 0.609 0.271 0.271 0.25C C.28C 0.054 0.054 0.186 0.15f-0 .281; 0.244 0.287 0.332 0.348 0.345 0.357 0.357 0.355 0.395 0.421 I OAD 2 -- * . * CCM5INEO STRESS 'ACTUACSTRESSES .ALLOWABLE STRESSES * OUTER INNER SHEAR AXIAL * $ FLANGE FLiNCE LII SECT FORCE FCSCE IICMENT CC FV FA EGO FCI * FV FA 180 FBI * RATIO RATIC I ( fp ç (KIPS) 1k- T I * I k ci 1 tI ci i (KIS I) I k c I I * 1k c I i Ikç y 1k c ri 1K c Ti * 1 1 12.98 12.95 -0.00 1.75 5.33 1.80 0.00 -0.00 15.3C 39.99 39.99 39.59 I -2 12.98 12.95 95.20 1.75 3.83 1.59 -22.63 17.45 7.66 39.99 39.99 39.50 1 2 10.52 12.86 95.20 1.28 3.11 1.58 -22.63 17.45 7.66 39.99 37.46 39.99 1 -3 10.52 12.86 179.43 1.28 2.38 1.40 -. -30.07 22.83 4.41 39.99 36.34 35.59 1 3 7.96 12.78 179.43 1.14 1.80 1.39 -30.07 23.83 4.41 39.99 35.52 35.59 1 -4 7.96 12.78 208.65 1.14 1.631.33, -30.51 24.44 3.57 39.99 34.43 39.99 2 1 8.01 12.75 "208.65 1.14 1.64 1.32 .-30.51 24.44 3.57 39.99 341 3r59 2 -2 8.01 12.75 243.38 1.14 1.47 1.25 -30.72 24.90 2.86 39.99 32.96 39.99 2 2 5.31 12.67 243.38 1.07 0.97 1.24 -30.72 24.90 2.26 39.59 34.13 39.99 2 -3 5.31; 12.67 . 2 4 28.63 23.60 . 2.O .. 35.99. 31.25. 35.59 3 2 -11.49 4.99 271.06 1.02 -1.33 0.43 -30.62 27.68 3.87 39.99 35.85 39.99 3 -3 -11.49 4.99 .260.76 1.02 .,-1.37.. 0.44..-3O.90,.. 27.87 . 4.12 39.99 .36.67 . 39.59 3 3 -10.67 5. 30 260.70 1.11 -1 27 ..T.... 0 44 _-30.90 27.86 4.12 39 99 34 62 :c 59 3 -4 -10.67 5.00 207.09 1.11 -1 .55 0.81 -32.95 29.31 6.13 39.99 37.71 39.99 3 4 -9.74 5.00 207.03 1.12 -1.41 0.51 -32.92 29.20 6.12 39.99 37.81 39.99 3 -5 -9.74 .......5.00 . .193.35 1.12 .....-1.50 ., 29.26 6.96 • 30.99 38.00 35.59 4 1 -9.69 5.09 193.35 '"'11.12"--'i 72 0 57 -32 48 30 42 5.23 39.99 38 65 39.99 4 -2 -9.69 5.09 158.27 1.12 -2.06 0.64 -34.12 31.72 1.57 35.99. 39.34 39.99 4 2 -8.76 5.09 158.22 1.15 -1.86 0.64 -34.11 31.71 7.57 39.99 39.45 39.99 4 -3 -8 76 5 09 114.21 1 15 -2 56 - 0.76 -37 21 34.65 14.67 39 59 39.91 39.59 4 . 3 . -7.83 5.08 114.17 1.20-229 0.76 -37.8C 34.68 14.67 . 29.99 39.95 39.55 4 -4 -7.83 5.08 102.81 .1.20 -2.57 0.80 -39.56 36.14 18.58. 39.99 39.9.9 39.99 5 1 -8.19 4.48 102.80 .1.20 . -3.87." 078-37.45 37.45 .8.92 39.99, 35.99. 39.59 5 -2 -8.19 .4.48 73.58 1.20 .-3.48 0:'75'-- 23.59 23.59 7.15 3999 39.99 35.95 5 2 -7.26 4.54 73.55 1.30 -3.08 0.76 -23.53 23.58 7.15 39.59 39.99 39.99 5 -3 -7.26 4.54 37.13 1.30 -2.70 0.72 -10.13 10.13 5.44 29.99 35.88 25.59 5 3 -6 33 4.61 37.10 1.60 -2 3 6 0.73 -10.12 10.12 5.44 39.99 39.88 39.99 5 -4 -6.33 4.61 34.37 1.60 -2.33 0.72 -9.2á 9.26 5.32 39.59 35.84 39.99 6 1 -6.33 4.60 34.37 1.60 -2.34 0.76 -9.48 10.45 5.32 39.99 39.84 . 39.59 6 -2 -6 33 4 60 5.35 1 60 -2 10 0 73 -1 JC 1.42 4 2E 39.99' 39.30 39.99 6 2 539 7 5.3r2.02 -1.'800.74 ''1.29 1.41 4.22 29.59 ...39.3C 39.59 6 -3 -5.39 4.67 -21.76 1.88 -1.62 0.70 4.63 -5.05 3.45 39.59 39.59 32.49 6 3 -4.46 4.74 -21.81 1.88 -1.34 0.71 4.64 -5.06 3.45 35.99 39.99 32.49 6 -4 ... -4.46 "4.74 ..-44.21'1.88 .....3 34 . -9.08 2.84 39.95. 3995 31.44 6 ..3634.80 44.25'"1.13"'-0.990.68''8.35 '-9.09 2.84 . 3959 39.59 37.30 6 -5 -3.63 4.80 -54.81 1.13 -6.94 0.67 9.65 -10.52 2.56 39.99 39.99 36.65 7 1 -3.72 4.71 -54.80 1.13 -0.97 0.68 10.00 -11.39 2.56 39.99 39.95 35.82 7 -2 -3.72'""4.71 10.24 -12.13 2.37 39.99 39.99 35.14 7 2 -3.06 4.77 -58.96 1.07 -0.77 0.68 10.24 -12.14 2.37 39.99 39.99 35.14 7 -3 -3.064.77 -63.231.07 -0.73 0.6610.35 -12.22 2.14 39.99 39.95 34.23 8 1 -3.47"4'.4763.231.07' -0.830.62 ---' 10.35 ..-12.22 .......2.16 39.99 39.99 34.23 13 . -2 -3.47 4.47 -68.07 1.07 -0.87 0.64 11.82 -14.01 2.31 39.99 39.99 35.14 8 2 -2.80 4.41 -68.03 1.07 -0.70 0.63 11.82 -14.01 2.31 39.99 39.99 35.14 8 -3 -2 80 4 ,1 -71 13 1 07 -0.73 0.64 12.C7 -15.43 2.56 39.99 39.99 35.82 8111.LOJNC -- LRFA 1Q34 - 25 (JAD 2 CCNTINIJED --° L+DL - * * * COMBINED STRESS ACTUALSTP.ESSES * ALLOWABLE STRESSES * CUTER INNER SHEAR AXIAL * * * FLANGE FLANGE SECT FORCE FORCE MOMENT CB * FV FA FBC FBI * FV FA FOG FBI * RATIO RATIC (KIPS) (KIPS) (K-FT) (KS!) (KS!) (K1) (KS!) * (KS1) (KS!) (KS!) (KSI) * -2.88 4.36 -7112 '1.O7 -0.750601257 -11.65 2.56 39.99 39.99 36.65 0.330 0.373 -2 -2.88 4.36 -79.51 1.07 -0.79 0.62 15.00 -16.32 2.84 39.99 39.99 37.30 0.391 0.438 2 -2.04 4.30 -79.46 1.08 -0.56 0.61 14.99 -16.31 2.84 39.99 39.99 24.24 C.390 0.673 -3 -2.04 4.30 -69.73 1.08 -0.61 . 0.64 19.07 -20.84 3.45 39.99 39.99 25.22 0.493 0.826 3 -1.11 4.23 -89.68 1.03 -0 33 0 63 '19.06 -20.8 -' 3.45 35.90 39.99 25.22 0.492 0.826 -4 -1.11 4.23 -95.27 1.03 -0.37 0.67 23.07 -25.31 4.26 39.99 39.99 25.86 0.553 0.579 4 -0.18 4.17 -95.23 1.00 -0.06 0.66 23.06 -25.20 4.28 39.99 39.99 33.65 0.593 0.655. -5 -0.18 4.17 _--96.06 1 00 -O 07 0 69 26.5C 729.21 5.32 39 59 39.99 39.39 0.680 0.741 1 -0.18 4.17 -96.06 1.00 -0.07 0.66 25.88 -25.88 5.32 39.99 39.99 39.64 0.664 0.653 -2 -0.18 4.17 -96.14 1.00 -0.07 0.66 26.24 -26.24 5.44 39.99 39.55 29.69 0.673 0.661 2 0.75 - 4.10 -96.11 1.02 0.28 0.65 26.23 -26.23 5.44 39.99 39.99 39.75 0.672 0.66C -3 0.75 4.10 -92.35 1.02'0.320.68 29.61 -25.61 7.15 39.99 39.99 39.96 0.758 0.741 3 1.68 4.04 -92.32 1.04 0.71 0.67 29.6C -29.60 7.15 39.99 . 39.59 35.59 0.757 0.740 -4 1.68 4.04 -86.33 1.04 0.75 0.70 31.45 -31.40 8.92 39.99 39.99 39.09 0.804 0.786 1 1.37 4.14 -86.33 1.04 O45 C.65 33.22 -30.24 18.56 39.99 39.99 39.50 0.847 0.761 -2 1.37 4.14 -84.34 1.04 0.40 0.62 27.92 -25.62 14.67 39.99 39.99 29.78 0.714 0.644 2 2.30 4.15 -84.30 1.07 0.67 0.62 27.91 -25.61 14.67 39.99 39.99 39.89 0.713 0.642 -3 2.30 4.15 -72.73 1.07 0.49 0.52 15.68 -14.58 7.57 29.99 39.95 39.49 0.4C5 0.369 3 3.24 4.15 '-2.68 1 12 0.69 - 0.52 15.67 -14.57 7.57 39.99 39.95 3S.70 0.4C5 0.367 -4 3.24 4.15 -60.96 1.12 0.58 0.46 10.24 -9.59 5.23 39.99. 39.99 39.09 0.268 0.245 1 3.27 4.13 -60.96 112 0.44' 10.óS -9.42 6.92 39.99 39.99 39.24 0.277 C.24C -2 3.27 -' 4 13 -56 36 1. 12 0 47 - 0 42' 8.58 -7.93 6.13 39.99 39.99 39.12 0.235 0.204 2 4.21 4.12 -56.30 1.21 . 0.6.1 0.42 3.97 -7.97 4.12 39.99 39.99 39.54 0.235 0.202 -3 4.21 4.12 -35.17 1.21 0.50 0.26 4.17 -3.76 4.12 29.99 35.95 37.10 0.113 0.101 3 5.03 4.12 -35.11 1.06 0.60 0.36 4.16 -3.75 4.12 39.99 39.99 37.78 0.113 0.055 5.03 W 4.12 -30.60 1.06 0.58 "0.35..........3.46 -3.12 3.81 39.59 39.99 37.23 0.055 0.084 3 -1.78 6.04 -26.41 1.18 -0.28 0.54 2.65 -2.22 2.08 39.99 39.99 34.56 0.061 C.063 -4 -1.78 6.04 -39.04 1.18 '*--;0.33 0 59 4.92 -3 2.36 39.99 39.99 36.85 0.138 0.108 4 '-0.07 5.99 -39 04 -1.01' -0 01 0.59 - 4.9 -3.59 2.31; 39.99 39.S9 34.40 0.138 0.116 -5 -0.07 5.99 -39.35 1.01 -0.01 0.62 5.75 -4.61 3.57 39.99 39.99 . 35.35 0.159 0.130 1 -0.05 5.99 "-39.35 1.01 -0.O1 0.62 5.75 -4.61 3.57 . 39.99 39.99 35.35 0.159 0. 13C -2 -0.05 5.99 -3952 1.01°-O.01 0.45 6.62 -5.25 4.41 39.99 39.99 36.05 0.182 0.146 2 1.75 5.93 -39..52 1.20 0.40 0.65 6.62 -5.25 4.41 39.55 39.99 37.25 0.182 0.141 -3 1.75 5.93 -25.50 1.20 0.52 0.73 6.06 -4.67 7.66 39.99 39.99 37.58 0.170 0.123 3 3 48 5.88 -25 50 1 75 1.03 0.72 6.06 -4.67 11 7.66 39.99 39.99 39.99 0.170 0.117 -4 3.48 5.88 -0.00 15.3C 39.99 39.95 39.99 0.020 0.020 .._...•. ,. LOAD 3 -- DL'+SEISMIC ' ' ALLOWABLE STRESS FACTOR = 1.33 - UNIFCRP. LOADS '' * .j WIN COEFFICIENTS . . 'LIVE WIND DEAD C 1 C 2 C 3 C 4 (PSF) (PSF) (PSF) 0.00 0.00 " 4.50 '' "" 0.00" 'O.'CO'" 0.00 '0.00"' CONCENTRATED LOADS S ..............'-''""-' '' LOAC CcNPCNENTS LOAD NO. LINE NO. LOCATION * HORIZONTAL VERTICAL MOMENT * (FT.) $ ((UPS) (KIPS) (K-F1') 0.41 ' ' 0.00' ' 0.00 2 2 0.00 2.10 0.00 0.00 3 433.33 C.41 0.00 , 0.CO COORDINATES * SUPPCRT REACTICNS * * NODE X Y O HORIZGt(TAL VERTICAL MOMENT * (IN.) (IN.) $ ''' (KIPS) (KIPI) (K-FT) * 1 15.50 -0.00 1.12 4.67 0.00 2 22.59 228.00 "' 3 27.50 382.70" "''""" 4 132.00 396.26 5 252.00 412.94 6 360.00 ' 419.73 570.00" 432.92' B 600.00 434.22 9 630.00 432.92 10 840.00 '' 419.73 11- 548.O0''412.94 12 1068.00 396.26 13 1172.50 382.70 - 14 1177.01 228.00 15 1184.50 "'' o.00:"4;o5'"-' 6.58 '' -0.00 MENCER END ACT ICNS ' "-'"N0DE'-I " * 'NODE J * ' * MEMBER NODE I NODE J * AXIAL SHEAR tCMENT* AXIAL SHEAR MOMENT * (KIPS) (KIPS) AK-Fl) * (KIPS) (NIPS) (K-Fl) 1 2 4.70 -0.57 0.00 ' -4.70 '- 0.97 -18.46 2 2 3 4.70 -C.59 16.46 -4.70 0.99 ' -31.21 3 4 4.15 ,' 2.88 . 21.2 -4.02 -2.83 , -1.25 4 4 5 4.05 ' ' 2.79 1.25 -3.89 -1.68 22.44 5 5 6 3.76 1.57 -22.44 -3.65 -0.84 36.81 6 6 7 3.69 0.84 -i6.81 -3.59 C.78 38.22 7 7 B ',-3 60 '"''''-0.70 "' -38.27 ' -3.59 - 1.10 35.91 8 "''8'"'''9"'" 3.67 """--C.79 ''-'-35.85 ' -3.69 - 1.19 33.50 CONTINUED NEXT PAGE NODAL DISPLACEMENTS HCRIZ. VERT. ANGULAR (IN.) (IN.) (RAC.) 0.000 0.000 -0.005 1.319-0.048 -O.006 2.374 -0.081 -0.007 2.474 -0.859 -0.008 2.592 -1.726 -O.006 2.618 -2.180 -0.002 2.602 -1.993 0.003 2.557 -1.885 O.CC4 2.602 -1.762 0.004 2.673 -0.561 0.007 2.711 0.074 0.CC4 2.736 0.272 -0.CCO 2.709 0.077 -0.003 1.989 0.059 -C.CC6 0.000 C.000 -0.010 LL14JJ3Jk . 10 . 3.1Z . -i.ii -3S -. 3782TT275TT'178 10 11 10 11 11 12 '3.81 4.16 -3.57 1.48 23.07 -3.88 -4.32 3.88 4.69 -33.07 -75.90 12 12 13 4.28 -4.73 75.90 -4.41 5.78 -122.56 13 13 14 3.85 122.51 -6.70 -3.35 -72.81 14 14 15"' '6.71 3.83' 72.8C -6.71 -3.83 -0.00 :L::::.:: - . ................. .. . ...........:::::.::: :. . . , . . 8I.L1LOIF.LG ,LRE..10034 - 25 151J1. -. - OM) 3 - DL+SEISMIC .. ............................. ACTUAL"STRESSES * ...'ALLOWABLE STRESSES SHEAR AXIAL * * EM SECT FORCE FORCE MOMENT CB * FV FA FBC FBI * FV FA F80 (KIPS) (KIPS) (K-FT)' ..'(KSI I fKSIL 1KS'I) .. (KS!) * (KS!) (KSI) (KSfl 1 1 -0.97 -4.70 -0.00 1.75 -0.40 -0.66 O.CC -0.00 15.30 6.79 39.99 1 -2 -0.97 -4.7C -7.12 1.75 -0.29 -0.55 1.65 -1.31 7.66 12.51 39.55 1 2- -0.97 -4.70 -7.12 1.32 -0.29 -0.58 1.69 -1.31 7.66 12.51 39•95 1 -3 -0.97 -4.70 -14.90 1.32 -0.22 -0.51 2.5C -1.58 4.41 19.91 39.99 1 3 -0.97 -4.70 -14.90 1.19 -0.22 -0.51 2.50 -1.98 4.41 19.91 39.55 1 -4 -0.97 -4.70 -18.46 1.19 -0.20 -0.49 . 2.70 -2.16 3.57 22.48 .39.99 2 1 0.99 -4.70 -18.46 1.19 020 0.49 2.70 -216 3.57 22.48 39.99 2 -2 -0.99 -4.70 -22.74 1.19 -0.18 -0.46 2.87 -2.33 2.36 24.81 39.55 2 2 -0.99 -4.70 -22.74 1.12 -0.18 -0.46 2.87 -2.33 2.86 24.81 39.99 2 -3 -0.99 -4.70 -29.77 1.12 L-O.16... -o.42:.::,::3.o3 72.50 2.08 26.83 3999 3 2 3.88 -4.15 -25.59 1.07 0.45 -0.36 2.85 -2.61 3.87 32.96 .3999 3 -3 3.88 -4.15 -22.12 1.07 0.46 -0.37 2.62 -2.36 4.12 32.55 39.99 3 3 3.39 -4.09 -22.18 1.52 40 -0.26 2.63 -2.37 4.12 25.50 39.99 3 -4 3.39 -4.09 -5.17 1.52 0.45 -0.41 0.32 -0.73 6.13 26.88 39.99 3 4 2.83 -4.02 -5.22 2.30 0.41 -0.41 0.83 -0.74 6.13 26.88 39.99 3 -5 2.83 -4.02 ... -1.25 .2.30 .0.44 -0.42 0.22 -0.19 6.96 27.27 39.95 4 1 2.79 -4.05 -1.25 2.30 0.50.........-0.45 ........0.21 -0.20 5.23 . 22.58 39.59 4 -2 2.79 -4.05 8.85 2.30 0.59 -0.51 -1.91 1.77 7.57 25.08 3955 4 2 2.24 -3.57 8.81 1.35 0.48 -0.50 -1.90 1.77 7.57 28.08 39.99 3 2.24 -3.97 20.04 1.35 0.65 ........-0.59 i -6.63 6.CS 14.67 21.99 39.99 4 3 1.68 -3.89 20.01 1.18 ........0.49 .......-0.58 -6.62 6.08 14.67 21.99 39.95 4 -4 1.68 -3.85 22.44 1.18 0.55 -0.61 -8.64 7.89 . .10.58 18.97 35.95 5 1 f 1.97 -3.76 22.44 1.13 0.93 -0.65 -8.17 8.17 8.52 20.67 39.99 5 -2 .....1.97 -3.76 ......29.46 1.18.......0.84..........-0.63 -9.44 9.44 7.15 23.25 39.99 5 2 1.41 -3.72 29.43 1.10 0.60 -0.62 -9.'02 5.43 7.15 23.25 39.99 5 -3 141. . . -3.72 . . 36.48 . 1.10 0.52 .. -0.59 -9.96 9.56 5.44 25.54 39.88 5 3 0. 84 -3.69 7 -36.44 -1.05 0 31 -0 58 -9.95 9.95 5.44 25.34 39.88 5 -4 0.84 -3.69 36.81 1.05 0.31 -0.58 -9.92 9.52 5.32 26.13 39.83 6 1 0.84 -3.69 36.81 1.05 0.31 -0.61 -10.16 11.19 5.32 25.86 39.84 6 -2 0 84 -3 69 40 68 1 05 0.28 -0 58 -9 85 10.81 4 28 27.67 39.25 6 2 0.28 -3.65 .............40.641.02 0.09-_---O.58_-_ .-9.34 10.80 4.28 27.67 39.11 6 -3 0.28 -3.65 42.06 1.02 0.08 -0.55 -8.94 9.77 3.45 29.20 38.30 6 3 -0.29 -3.62 42.01 1.02 -0.08 -0.54 -8.93 9.76 3.45 29.20 38.30 6 -4 -0.28 -3.62 ....... 40.61 1.02 -0.03 -0.52 -7.66 8.24 2.84 30.38 : 3733 6 4-0.78-3.55 ......-7.65 8.33 2.84 30.40 37.75 6 -5 -0.78 -3.59 38.28 1.04 -0.20 -0.50 -6.77 7.35 2.56 30.99 37.20 7 1 -0.70 -3.60 38.27 1.04 -0.18 -0.52 -6.98 8.30 2.56 30.75 37.21 7 -2 -0.70 -3.60 37.50 1.04 -0.18 -0.51 -5.51 7.72 2.37 31.17 36.76 7 2 -1.10 -3.55 37.45 1.03 -0.28 -0.51 -6.51 1.71 2.37 31.17 36.76 7 3 -1.10 -3.55 35.91 .1.03 -0.26 -0.50 -5.88 6.54 2.16 31.66 36.15 8 1 -0.79 -3.67 35.89 1.03 -0.19 ," -0.51 -5.138 .........2.16 31.66 36.15 8 -2 -0.79 -3.67 34.78 1.03 -0.20 -0.52 -6.04 7.16 2.37 31.17 36.76. 8 2 -1.19 -3.69 34.82 1.06 -0.30 -0.52 -6.05 7.17 2.37 31.17 36.76 8 -3 -1.19 . -3.6933.51 1.06 -0.31 -0.54 -6.11 7.27 2.56 30.75 37.21 * COMBINED STRESS * CUTER INNER * FLANGE FLANGE FBI * RATIO RAUC (KS!) * 39.99 0.096 0.096 39.59 0.046 0.075 38.56 . . 0.046 0.016 37.63 0.050 0.071 37.22 0.050 0.072 36.52 0.055 0.073 36.52 0.055 0.073 35.57 0.06C 0.077 36.60 0.060 0.075 34.72 0.065 0.083 37.23 0.063 0.075 37.78 0.056 0.072 37.78 0.057 0.072 39.99 0.015 0.031 39.99 0.015 0.031 35.59 0.016 0.020 39.59 0.016 0.020 29.59 0.060 0.032 35.59 0.066 0.032 39.59 0.181 0.137 39.59 0.180 0.137 39.59 0.221 0.182 39.99 0.221 0.188 39•59 . 0.252 0.221 39.99 0.251 0.22C 39.99 0.264 0.234 39.59 0.264 0.234 39.99 0.263 0.233 39.99 C.270 0.265 39.59 0.265 0.256 39.99 0.266 0.256 39.59 0.247 0.231 39.99 0.247 0.230 39.99 0.218 0.196 39.59 0.216 0.155 39.99 0.154 0.171 39.59 0.201 0.155 39.99 0.150 0.180 30.59 0.190 0.180 39.55 0.175 0.161 39.99 0.175 0.161 39.59 0.177 0.166 39.59 0.178 0.166 39.99 0.178 0.168 BUILDING -- LRFA 10034 - 25 518655101 CAD 3 CONTINUED -- DL+SEISMIC * * * COMBINED STRESS ACTUAL STRESSES * ALLOWABLE STRESSES * CUTER INNER SHEAR AXIAC '' '_ ''""''"' ''' * * FLANGE FLANc-E EM SECT FORCE FORCE ;IOMENT CB * FV FA F80 FBI * FV FA FBO FBI * RATIO RATIO (KIPS) (NIPS) IK-FT) $ (KS!) (KS!) (KSI) (KSI) * (KS!) iKSI) (KSI) (KS!) * 9 1'' -1.13 -3.72 33.49 1.06 '-0'.29 '-0.52 -5S2 ' 6.43 2.56 30.99 37.20 39.99 0.172 0.148 9 -2 -1.13 -3.72 30.22 1.06 -0.31 -0.53 -5.70 6.20 2.84 30.40 37.75 39.99 0.164 0.142 9 2 -1.63 -3.75 30.26 1.14 -0.45 -0.53 -5.71 6.21 2.84 30.38 37.75 39.99 0.165 0.142 9 -3 -1.63 -3.75 22.08 1.14' -0.49 '-0.56 -4.65 5.13 3.45 29.20 38.59 39.99 0.136 0.114 9 3 -2 19 -3.78 22.12 1.30 -O 66 ' -O 57 - -4 70 5.14 3.45 29.20 38.59 39 55 0.136 0.114 9 -4 -2.19 -3.78 11.12 1.30 -0.73 -0.60 -2.69 2.95 4.28 27.67 39.30 39.59 0.083 0.059 9 4 -2.75 -3.82 11.16 2.02 -0.92 -0.60 -2.7C 2.56 4.28 27.67 39.30 39.99 0.084 0.059 9 -5 -2.75 -3.82 -1.48 2.02 -1 .02 -0.43 0.41 -0.45 5.32 25.86 39.99 39.80 0.024 0.034 0 1 -2.75 -3.81 -1.48 2.02 -1.02 -0.60 0.4C -0.40 5.32 26.13 39.99 39.84 0.023 0.032 .0 -2 -2.75 -3.81 -2.65 2.02 -1.03 -0.60 0.73 -0.13 5.44 25.94 39.99 39.88 0.023 0.039 0 2 -3.32 -3 85 -2.63 1.61 -1.24 -O 61 0.72 -0.72 5.44 25.94' 39.99 39 88 0.023 O.039 .0 -3 -3.32 -3.85 -19.27 1.61 '1.41-0.64'6.18 -6.18 7.15 ''23.25 39.99 39.99 0.138 0.17C :0 3 -3.88 -3.88 -19.24 1.30 -1.65 -0.65 6.17 -6.17 7.15 23.25 39.99 39.99 0.138 0.17C .0 -4 -3.88 -3.88 -33.07 1.30 -1.83 -0.67 12.05 -12.05 8.92 20.67 35.99 39.59 0.284 0.318 .1 1 -3.57 -4.16 -33.07 1.30 ..?1.17 -0.,66' '12.7-- -11.62 18.58 18.91' 39.99 39.99 0.302 0.307 11 -2 -3.57 -4.16 -38.26 1.30 -1.05 -0.62 12.66 -11.62 14.67 21.99 39.99 35.99 0.301 0.306 .1 2 -4.13 -4.24 -38.22 1.20 -1.21 -0.63 12.65 -11.61 14.67 21.99 39.99 39.59 C.3C1 0.306 11 -3 -4.13 -4.24 -58.98 1.20 -0.88 -0.53 12.72 -11.82 7.57 28.08 39.99 39.59 0.305 0.309 11 3 -4.69 -4.32 -58.94 1.15 -1.00 -0.54 ' 12.71 -11.81 7.57 26.08 35.95 39.86 0.304 0.310 .1 -4 -4.69 -4.32 -75.50 1.15 -0.83 -0.48 12.75 -11.94 5.23 28.58 .39.99 29.23 0.307 0.316 12 1 -4.73 -4.28 -75.90 1.15 -0.73 -0.45 13.26 -11.72 6.96 27.27' 39.99 35.41 0.320 0.309 12 -2 -4.73 -4.28 -82.54 1.15 -0.65 - -0.43 '13.15 -11.68., 6.13 26.88 39.99 29.29 0.318 0.308 L2 2 -5.28 -4.35 -82.48 1.13 -0.77 -0.44 13.14 -11.67'' 6.13 26.88 39.99 39.18 0.318 0.309 12 -3 -5.28 -4.35 -109.02 1.13 -0.63 -0.38 12.92 -11.65 4.12 25.50 35.09 26.79 0.314 0.326 12 3 -5.78 * -4.41 -108.96 1.02 -0.69 -0.39 12.91 -11.65 4.12 32.69 39.99 37.78 0.313 0.318 2 -4 -5.78' -4.41 -114.13 1.02'-0.67 ' -0.38 ''12.8S -.11.65 3.87 32.96 39.99 37.23 0.313 0.323 L3 3 3.85 -6.70 -11ó.90 1.12 0.60 -0.60 11.91 -9.61 2.08 26.83 39.99 34.72 0.283 0.298 13 -4 3.85 -6.70 -89.52 1.12 ' 0.71 -0.66 -11-3C -5.16 2.86 24.85 39.99 36.60 0.266 0.267 13 4 3.85 -6.10 -89.52 1.19 ' 0.71 ' -0.66 11.30 -9.16 2.86' 24.85 ' 39.99 35.56 0.266 0.274 13 -5 3.85 -6.70 -72.81 1.19 0.79 -0.69 10.64 -8.53 3.57 22.53 39.99 , 36.52 0.249 0.251 14 1 3.83 -6.71 ' -12.80 '1.19 '0.78 - -0.70 '" 10.64 -8.53 3.57 22.53 39.59 36.52 0.249 0.251 14 -2 '3.83 -6.71 -58.75 1.19--0.87 ' '-0.73 ......''9.85 -7.80 4.41 19.97 39.59 37.22 0.228 0.228 14 2 3.83 -6.71 -58.75 1.32 0.87 -0.73 9.85 -7.80 4.41 19.97 39.99 37.83 0.228 0.22 14 -3 3.83 -6.71 -28.10 1.32 1.13 -0.23 6.68 -5.15 7.66 12.56 39.99 38.56 0.146 0.187 14 3 3.83 ' -6.71 -28.10 1.75 "1.13"' 0.83'' 6.68 -5.15 7.66 12.56 ' 39.59 39.59 0.146 0.183 14 -4 ''" 3.83"'-6 .71'' -0.00 '1.75 '1;57 054''0.0C -0.00 15.30 4.82 39.99 39.99 ' 0.137 0.137 BUILILING - LRFA 1003 ......25 5..i.365.51.0.1 LOAD 4 -- DL+1/2LL+WL ALLOWABLE STRESS FACTOR = 1.33 UNIFORM LOADS INDtCEFFICIENTS . . --.--.- ...--. ..... .......................-. .............. LIVE WIND DEAD CI C 2 C 3 C 4 [PSF) (PSF) (PSF) * 6.00 17.O0'4.50 080070.........-0.70 0.50 ...............................* ................-* ........ DISTRIBUTED LOADS * START END .......*H0RIZDNTAL LOAD INTENSITY* VERTICAL LOAD INTENSITY LOAD NO. LINE NO. $ LOCATION LOCATION * AT START AT END $ AT START AT END FT.)(FT.) * (PSF) * (PSF) (PSF) 1 . 1', 0.00 -- 20.CO .................-0.23 -0.80 0.00 0.00 2 4 0.00 20.00 C.50 0.50 0.00 0.00 COORDINATES - SUPPCRTREACTICNS ............... .:, . NODAL DISPLACEMENTS $ NODE X . Y * HCRIZENTAL VERTICAL MOMENT * . HCRIZ. %JERT. ANGULAR (IN.) IN. (NIPS) (KIPS) (K-FT) . . . .. . (IN.) (IN.) (RAC.) 1 15.50 -0.00 -9.84 -5.01 0.00 0.000 0.000 -C.C32 2 22.99 228.00 . 6.299 -0.202 -0.022 3 27.50 382.70 -., . . S 9.265 -0.286 -0.017 4 132.00 396.26 ...................................................5: :• 9.464 -1.814 -0.012 5 252.00 412.94 9.593 -2.741 -0.COI 6 360.00 419.73 9.561 -2.229 0.009 7 570.00 432 97 9.4C2 0.327 0 C13 600.00.......: ............. 9.385 0.724 0.C13 9 630.00 432.92 9.402 1.115 0.013 10 840.00 419.73 9.540 3.302 0.006 ii. 948.00 412.94 ...................................... .......................................................... . 5.547 3.412 -0.005 12 ........1068.00396.26 9.360 2.066 -0.CL5 13 1172.50 382.70 . 9.129 0.286 -0.018 14 1177.01 228.00 . 5.985 C.195 -O.C22 . 15 .1104.50 0.00 -6.23 .......1.51 -0.00 .. 0.000 0.000 -C.C29 t1Et8ER END ACTIONS * NODE 'I .* . MCDEJ * ........5- .......................-S $ MEMBER NODE I NODE J * AXIAL SHEAR NCMENT* AXIAL SHEAR MOMENT - (KIPS)(KIPS)(K-FT) * (NIPS) - (NIPS) (K-FT) S5 ...........5:33 5-5.67 5- 0.00 5.17 -4.66 145.80 2 2 3 -5.15 4.68 -145.79 5.02 - --0.27 182.02 3 3 4 -0.55 -4.89 -181.91 0.14 454 - - 140.01 5 - .-140.01 .-C.78 .0.98 4.15 95.60 5 - . 5 -- -. 6 .............-4.21 -95.oC 0.89 3.85 58.54 6 6 7 -0.89 -3.85 -08.5'i 1.22 3.32 -4.93 7 7 8 -1.13 -3.34 4.93 1.22 3.21 -13.20 8 8 '3 -0 92 -3 31 13 15 0.(34 3.18 -21.25 :9 ...........5 ..-0.77 -3.19 ......21.24 0.45 2.66 -71.90 - --- CCNTINUED NEXT PAGE c1cOO . I_I-- .- . - N-4-cflO - I . - rflr(C.J 4 4 :- 4 I H H I! I 1z:cq, I 1 I i 1 I i o._1tr5ol 4 I J • 1 4 4 4 4 ?° I 4 1 4 14 I H -- ii I II 4 4 4 S • • II. 14 -- , - - • 1 I -1 d • -•'.. .4 4 I • :. { j. - 5-- 5, 4 . 5 5- .4. - _.ILPJ -JRFA 10034 - 25 OAD 4 DL+I12LL+WL ................... COMBINED STRESS ACTUALSTRESSES-* - ......-. ALLOWABLE'STRESSES - * CUTER INNER SHEAR AXIAL * * * FLANGE FLANGE EM SECT FORCE FORCE NCMENT CB FV FA FBC FBI FV FA FBC FBI * RATIO RATIO .... - (KIPS) (KIPS) (K-FT) * (KS!) (KSI]. (KS I) .. (KS!) $ (KS!) . (!(). (KSI) (KS!) * 1 1 9.67 5.33 -0.00 1.75 3.97 0.74 0.00 -0.00 15.3C 39.99 39.99 39.99 0.019 0.015 1 -2 9.67 5.33 70.94 1.75 2.86 0.66 -16.36 13.00 1.66 39.99 35.56 39.99 0.422 0.342 1 2 7.22 5.25 70.94 1.26 2 13 0 65 -!6 36 13 00 7 66 39.99 37.37 39.99 0.451 0.341 1 -3 7.22 --- 5.25 "'-'128.71 1 26 ---1:63 0.57 -21.57 17 09 4 41 39 99 36.26 39.(;9 0.595 0.442 1 3 4.56 5.17 128.71 1.12 1.05 0.56 -21.57 17.09 4.41 39.99 35.37 39.69 0.610 0.441 1 -4 4.66 5.17 145.80 1.12 0.95 0.54 -21.32 17.08 3.57 39.99 34.28 39.99 0.622 0.44C 2 1 4.68 5.15 145.79 1.12 0 96 - 0.53 ..--2-'.32 17.08 3.57 39.99 34.22 39.99 0.622 0.44C 2 -2 4.68 5.15 166.07 1.12 0.86 0.51 -20.96 16.99 2.86 39.99 32.81 35.95 0.639 0.437 2 2 1.97 5.07 166.07 1.04 0.36 0.50 -20.66 16.99. 2.86 39.99 33.96 39.99 0.617 0.437 2 -3 1.97 5.07 180.08_'1.04 --0.31 0.46 --,-18 4 3 15.12 2.08 '39.99 31.09 39 99 0.5s0 0.389 3 2 -4.89 0.55 174.77 1.01 -0.57 0.05 -19.74 17.25 3.87 39.99 .35.85 39.99 0.551 0.447 3 -3 -4.89 0.55 170.39 1.01 -0.58 0.05 -20.19 18.21 4.12 39.99 36.67 39.99 0.551 0.457 3 3 -4.73 0.64 170.25 1 07 -tO 56 0.06, -20 18 13 20 4.12 39.59 34.44 39.99 0.5E6 0.456 3 -4 -4.73 0.64 146.51 1 07 -0.69 + C 06 "-23 34 20 73 6.13 39.99 37.48 39.99 0.623 0.52C 3 4 -4.54 0.74 146.37 1.08 -0.66 0.08' -23.32 20.71 6.12 39.99 37.54 39.99 0.621 0.520 3 -5 . -4.54 0.74 140.90 1.03 70.70 0.08 -24.47 21.62 6.96 39.99 . 37.73 39.59 C.648 0.543 4 1 4.53 0.78 140 .0 1 1.08 ZO.80 0.09 -2352' 22C3 5.23 '39.99 38.45 39.99 0.612 0.553 t -2 -4.53 0.78 123.61 1.08 -0.96 0.10 -26.65 24.78 7.57 3599 39.12 35.99 0.681 0.622 4 2 -4.34 0.82 123.51 1.09 -0.92 0.11 -26.63 24.76 7.57 39.99 39.18 39.99 0.680 0.622 4 -3 -4.34 0.38 101.70 1.09 -1.21 0.13-33.C-7 30.86 14.67 39.99 39.66 39.99 0.849 0.776 4 3 -4.15 0.98 101.63 1.11 -1.21 ......0.i5 "-33.64 30.87 14.67 39.99 39.75 39.59 0.846 0.776 4 -4 -4.15 0.98 95.60 1.11 -1.36 0.15 -36.79 33.61 18.58 35.99 39.39 39.99 0.922 0.811i4 5 1 -4.21 0.66 95.60 1.11 -1.99 0.12 -34.82 34.82 8.92 39.69 39.59 39.99 0.871 0.874 5 -2 -4.21 0.66 80.57 . 1.11' 1.79 0.11 '-25.83 25.83 7.15 39.99 39.95 39.69 0.646 0.649 5 2 -4.03 0.78 80.50 1.13 -1.71 0.13 -25.81 25.81 7.15 35.99 39.99 39.99 0.645 0.646 5 -3 -4.03 0.78 60.28 1.13 -1.50 0.12 -16.45 16.45 5.44 39.99 39.80 39.99 0.413 0.414 5 3 -3.85 0.89 60.19 1.18 43 ----*0 14 -16.43 16.43 5 44 39.99 39.88 39.99 0.412 0.414 5 -4 -3.85 0.89 58.541.18 -1.42---'-0 .14---15 .77 15.77 5.32 3.99 39.84 39.99 0.396 0.398 6 1 -3.85 0.89 58.54 1.18 -1.42 0.15 -16.15 17.80 5.32 39.59 39.84 39.99 0.405 0.449 6 -2 -3.85 0.69 40.90 1.18- '-;-1.28 0.14 -9.5C 10.87 4 22 39.69 39.30 39 69 0.252 0.275 6 2 -3.66 1.00 40.80 1.26 "-1 22 0.16--- -9.88 10.84 4.28 39.99 39.30 2S.99 0.251 0.275 6 -3 -3.66 1.00 22.41 1.26 -1.10 0.15 -4.76 5.21 3.45 39.99 38.59 39.69 0.123 0.134 6 3 -3.48 1.12 22.30 1.54 -1.04 0.17 4.74 5.18 3.45 35.99 38.59 39.99 0.123 0.134 6 -4 . -3.68" 1.12 4.83 '154 -0.95'" 0.16 -0.91 0.99 2.84 3959 . 37.75 39.69 0.024 0.029 6 4 -3 32 1.22 4.73 2. 30 -0.90 0 17-0 CS 0.97 2.84 3.99 37.75 36 69 0.024 0.02S (, -5 -3.32 1.22 -4.93 2.30 -0.86 0.17 0.07 -0.65 2.56 39.99 39.99 36.65 0.026 0.026 7 1 -3.34 1.13 -4.93 2.30 -0.87 0.16 0.90 -1.07 2.56 39.99 39.99 35.82 0.027 0.03C 7 -2 --3.34 1.13 '-8.62-2.3G -'-:-'0.84 0 16 '1.5C -1.77 2.37 39.99 39.99 39.14 0.041 0.051 .7 2 -3.21 1.22 -8.71 1.31 -0.80 0.17 1.51 -1.79 2.31 39.99 39.99 35.14 0.042 0.051 7 -3 -3.21 1.22 -13.21 1.31 -0.77 0.17 2.16 -2.55 2.16 39.99 39.99 34.23 0.058 0.075 8 "1 --3_31---0.92 -13191.310.79013 -2'. 2.55 2.14'39.99 39.99 34.23 - 0.057 0.074 o -2 -3.31 0.92 -17.32 1.31 -0.83 0.13 3.10 -3.67 2.37 39.99 39.55 35.14 0.081 0. 1C4 8 2 -3.18 0.84 -17.72 1.24 -0.80 0.12 3.08 -3.65 2.37 39.95 39.99 35.14 0.030 0.104 8 -3 -3 .18 0.64 -21.23 1.24 -0 83 0.12-'-' 3.87 -4.61 2.56 39 99 39.99 35.82 0.100 0.129 -- _BUILaING - IRFA 10034 - 25 51865510.1 MAD 4 CONTINUED -- DL+1/2LL+WL * * * COMBINED STRESS - . ACTUAL -STRESSES ' * .4LLCWAL3LE STRESSES * CUTER INNER SHEAR "AXIAI ..................*_-._______. -- ........................................* FLANGE FLANGE EN SECT FORCE FORCE MOMENT CO * FV FA FOC FBI * FV IA 160 FBI * RATIO RATIO (KIPS) (KIPS) (K-Fl) $ (KSI) (.SI)(KSI) (KSI) $ (KSI) (KS!) (KSI) (KS!) $ 9 1 -3.19 0.77 -21.24 1.24 ......-0.83.........0.11 '3.75 -4.08 2.56 39.99 39.99 36.65 0.097 0.111 9 -2 -3.19 0.77 -30.53 1.24 -0.87 0.11 5.76 -6.27 2.84 35.95 39.59 37.30 0.141 0.168 9 2 -3.03 0.67 -30.42 1.29 -0.83 0.10 5.74 -.24 2.84 29.99 39.99 27.02 0.146 0.231 9 -3 -3.03 0.7 -45.61 1.29 "-0.51 .....0.10 9.69 -10.59 3.45 30.99 39.59 28.02 0.245 0.378 9 3 -2.84 - 0.56 -45.50 1.29 -0 85 O 08 9.67 -10.57 3.45 39 99 39.99 28.02 0.244 0.377 9 -4 -2.84 0.56 -59.78 1.29 -0.95 0.09 14.47 -15.88 4.2e 39.99 39.99 28.88 C.364 0.55C 9 4 -2.66 0.45 -59.68 1.09 -0.89 O.C7 14.45 -15.86 4.28 39.99 39.99 39.01 0.363 0.406 9 -5 -2.66 0.45 -71.89 1.09 -"0.98 0.07 19.04 -21.86 5.j2 39.99 39.99 39.76 0.498 0.55C .0 1 -2.66 0.45 -71.90 1.09 -0.98 0.07 19.37 -19.37 5.32 39.99 39.99 39.34 0.486 0.486 10 -2 -2.66 0.45 -73.05 1.09 -0.99 0.07 19.52 -19.93 5.44 39.99 39.99 39.88 0.500 0.500 0 2 -2.48 0.33 -72.96 1.07 -0.92 _0.05 19.91 -19.91 5.44 39.99 39.99 35.88 0.499 0.459 10 -3 -2.48 ' 0.33 -85.41.....1.07 -1.O5"0.06 " 27.38 -27.38 7.15 39.99 39.99 39.95 0.686 0.685 0 3 -2.30 0.22 -85.33 1.06 -0.98 0.04 27.36 -27.26 7.15 39.99 . 3999 39.59 0.685 0.684 .0 -2.30:. 0.22 .93.53 1.06 .-.1.090.0434.07 -34.07 . 8.92 39.59 39.55 35.55 0.853 0.852 11 1 -2.31 0.05 '-93.53 ...1..06 'O76 ............0.01 "''35.9ç -32.88 13.58 39.99 39.99 39.97 0.900 0.823 11 -2 -2.31 0.05 -56.88 1.06 -0.68 0.01 32.07 -29.43 14.67 35.95 39.99 25.85 0.802 0.738 11 2 -2.12 -0.05 -96.80 1.05 -0.62 -0.01 32.05 -29.41 14.67 21.99 39.99 35.80 0.8C1 0.139 L -3 -2.12 -0.05 -107.44"1.05 -O.45 ....7....-0.01 23.17 -21.54 7.57 28.08 39.99 39.39 0.579 0.547 11 3 -1.93 -0 15 -107.341 04 '-':-0-.41 -0 02 '23.14 -21.51 7.57. 28 08 39.9S 39 35 0.578 0.547 11 -4 -1.93 -0.15 -114.31 1.04 -0.34 -0.02 19.20 -17.98 5.23 28.58 39.99 28.76 C.420 0.464 12 1 -1.93 -0.13 -114.31" 1.04 "'0'3'0' 001 19.98 -17.66 6.96 27.27 39.99 38.86 0.499 0.455 12 -2 '-1.93'_ ...-0.13 ''-117.02' 1.04 028''-O.C1.........18.64 -16.56 6.13 26.88 39.55 38.73 0.466 0.428 12 2 -1.74 -0.23 -116.88 1.03 -0.25 -0.02 18.62 -16.54 6.13 26.88 39.99 38.70 0.465 0.422 12 -3 -1.74 -0.23 -125.62 1.03 -0.21 -0.02 14.85 -13.43 4.12 25.50 39.59 36.37 0.372 0.370 12 3 -1.57 -0.32 -125.48 1.01 -0.19 -0 03 14.87 -13 41 4.12 32.69 39.99 37.78 0.371 0.356 12...........157 -0.32 -126.89 1.01 ' -0.18 "'-0.03 14.32 -12.96 '3.87 32.56 25.99 27.23 0.358 0.345 13 3 1.56 -1.56 -127.40 1.04 0.24 -0.14 12.97 -10.65 2.08 26.83 39.55 36.32 0.321 0.315 13 -4 1.56'" -1.56.....-116.34' 1.04 .......0.29 -0.15 ...........14.62 -11.50 2.86 24.85 39.99 36.19 0.363 0.333 13 4 3.26 -1.61 -116.34" 1.12 0.6C O. 16 ' 14.68 -11.90 2.86 24.85 39.99 35.14 0.363 0.343 13 -5 3.26 -1.61 -102.19 1.12 0.67 -0.17 14.94 -11.57 3.57 22.53 39.99 . 36.10 0.369 0.336 14 1 3.26 -1.62 -102.20 1.12 ''0.67 "' -0.17 14.94 -11.97 3.57 22.53 39.99 36. 10 0.369 0.336 14 -2 ........3.26 ......-1.62'S -90.24' 1.12 ''0'.74'........-0.18 '15.12 -11.58 4.41 19.57 39.99 36.79 0.374 0.330 14 2 5.06 -1.68 -50.24 1.26 1.14 -0.18 15.12 -11.98 4.41 19.97 39.99 37.58 0.374 0.323 14 -3 5.06 -1.68 -49.76 1.26 1.49 -0.21 11.83 -9.12 7.66 12.56 39.99 38.31 0.291 0.243 14 3 6.78 -1.74 -49.76 1.75 2 00 -0 21 11.82 -5 12 7.64 12.56 39.95 39.99 0.2S0 0.233 14 4'' 6 .78. -1.74 ' -0.00......1.75"2'79O.24 " O'OO -0.00 15.30 6.82 ' 39.99 39.95 0.035 0.035 T.......................................... ' . NODAL DISPLACEMENTS HORIZ. VERT. ANGULAR (IN.) (IN.) (RAC.) C.00O 0.000 -0.CO9 2.281 -0.086 -0.011 4.192 -0.148 -0.014 - 4.386 -1.662 -O.C15 4.637 -3.499 -O.C14 4.706 -4.651 -0.007 4.701 -4.687 C.005 4.692 -4.506 0.CC7 4.701 -4.293 0.008 4.845 -1.885 0.C14 4.932 -0.423 0.CII 5.025 0.279 0.0C2 5.004 0.138 -0.004 3.861 0.113-0.CII .0.000 0.000 -0.021 VERTICAL LOAD INTENSITY Al START AT END (PSF) (PSF) - 0.00' - "0.00 0.00 0.00 NODE J SHEAR MOMENT (K!PS) (K-FTJ - 3.07 - - -44.95 - 6.12 -107.48 -7.49 -30.02 -4.32 34.29 -2.73 - 74.58 1.08 91.07 1.89 87.23 2.30 82.92 - 5.58 9.36 "ll-alNG I RFA 1004 - 25 _51.86.5510.1._____________ LOAD 5 -- DL+1/2WL+LL ALLOWABLE STRESS FACTOR = 1.33 UNIFCRM LOADS'(ItD .CCEFFICIENTS ' ... -'-'-- . . . LIVE WIND DEAD $ C I C 2 C 3 C 4 (PSF) (PSF) (PSF) * 1200 8.50 4.50 .................'030'070" -C.70 "'-C.50 . DISTRIBUTED LOADS START '"'END *'HORI'ZLJNTAL LOAD INTENSITY* LOAD NO. LINE NO. * LOCATION ICCATIUN * AT START AT END * $ (FT.) (FT.) * (PSF) (PSF) * 1 0.00 ,'2O.00............"-0.40 -----------0.40 2 4 0.03 2C.CO 0.25 0.25 COORDINATES- ------*'- SUPPCRT"REACT'ICNS * X V * HORIZONTAL VERTICAL MOMENT* (IN.) (IN ) j (("IPS) (KIPS) (K-VT) * 1 15.50 -0.00 1.75 11.56 0.CO 2 22.99 228.00 2750 - 382.70 ------------'":'' - 132.00'' 396.26 5 252.00 412.94 6 360.00 419.73 7 70 Co 432.92 8 600.00"- 434.22 9 630.00 432.92 - 10 840.00 419.73 11 948 00 412 94 1068.00 396.26 ..................-..'-.. .................. 13 1172.50 382.70 14 1177.01 228.00 15 1184.50 0.00' T-10.08 .......14.82 - -0.00 NEtEER END ACTICNS -'NCDE"I....................... .. .-'- .... MEMBER NODE I NODE J * AXIAL SHEAR MCMENT* AXIAL * (KIPS) (KIPS) (K-FL) * (KIPS) i'' ............I.....'2 ...........................ri i ''--I'36" 'C.CC'' -11.69 2 2 .3 11.68 -3.91 44.9 -11.74 3 3 4 8.05 9.93 107.62 -7.61 4 4 -- 5 -------------7.68 7.42 . 2C.02 .. -7.19 5 - 5 6 6.81 5.35 -24.25 -.52 .6 6 7 6.53 2.73 -74.53 -6.11 7 7 8 6.13 -C.95 -51.06 -6.05 8 8 ------0 6----------------6.19'-----------1.36 -87.21 -6.28 9' .....1.32' "-2.18 '-82.91 ''-674 CCNTINUED NEXT PAGE 1.0 TO ri - 11 11 12 t.UN.I 1ZUtU 6.74 _-5'c8 ' -3L -7'3 '-8.14 '1 -27 - -- 12 12 13 7.66 -8.05 2.05 -10.72 60.27 157.12 ' -8.49 10.5 13.16 -157.18 -263.16 13 13 14 15.01 6.50 23.01 -15.05 -7.88 -1.2.0 14 14 15 15 08 7.83 18 94 715.14 -9.59 -0 00 .................................................... ..._. .. ., ..-'. .....................................0 ... ,.--'. * .........-. - - C BUJJ DING -- LKFA10Q5 .OAD 5 -- DL+1/2W1+LL ................................................................. ALLOWABLE STRESSES SHEAR AXIAL * EM SECT FORCE FORCE MOMENT CS * FV FA F110 FBI * FV FA FEC FBI (KIPS)' (KIPS)' (K-FT)' ..• ." iKSI)"L'(KSIJ. (KS!) * (KSIJ (KI)' . (KS!) (KSI) 1 1 -1.36 -11.61 -0.00 1.75 -0.56 -1.42 0.00 -0.00 15.3C 6.79 39.95 25.99 1 -2 -1.36 -11.61 -10.01 1.75 -0.40 -1.43 2.38 -1.84 7.66 12.51 39.95 39.59 1 2 -2 59 , -11 65 -10.01 1.44 -0-77 -1.43 2.32 -1.84 7.66 12.51 39.99 39.06 1 -3 -2.59 -11.65 -30.75 1.44 -0;59 "' -1.27" 5.15 -4.08 4.41 19.91 39.99 38.32 1 3 -3.67 -11.69 -30.75 1.30 -0.88 -1.28 5.15 -4.08 4.41 19.51 39.95 37.77 1 -4 -3.87 -11.69 , -44.95 1.30-0.79 -1.21 6.57 , -5.24.: 3.57 22.48 39.95,' 37.07 2 "1 "-3.91"-11'.'68 -'-;-:46.57'' -5.26 3.57 .....22.48' 39.99 '37.07 2 -2 -3.91' -11.68 -61.91 1.30 -0.72 -1.14 7.31 -6.33 2.24 24.81 39.99 36.11 2 2 -5.27 -11.71 -61.91 1.21 -0.96 -1.15 7.81 -6.33 2.86 24.81 39.99 36.59 2 -3 -5.27 -11.71 :-9.32 .1 .2-1 o.83.' -1.U5 .J1..10.12 -8.34 2.06 , 26.83 39.99 .35.10 3 2 9.93 -8.05 -93.14 1.05 1.15 -0.69 10.52 -9.51 3.87 ' .94 . 39.99 37.23 3 -3 9.93 -6.05 -84.25 1.05 1.18 -0.71 9.98 -9.00 4.12 32.49 29.59 27.78 3 3 8.79 ' -7.84 -84.47 1.32''" 1.05 ' -0.69 " 10.01 " -9.03 '. 4.12 25.50 ', '39.99 37.44 3 -4 8.79 '-7.84' -40.33 1.32 1.27 -0.79 6.43 - -5.71 6.12 26 98 39.99 39.G3 3 4 7.49 -7.61 -40.54 1.67 1.09 -0.77 6.46 -5.74 ' 6.12 26.38 39.95 35.59 3 -5 7.49, -7.61 -30.02 1.67 1.16, -0.80 5.25 -4.64 ' , 6.94 . 27.27 . 39.95 39.9 4 1 ' 7.42 ' ' -7.62 "-30.02' 1.'67"''1'.32 086 504 4.72 . 5.23 28.58 ' 39.99 .' 39.59 4 -2 7.42 -7.68 -3.17 1.67 1.53 -0.9 0.66 -'0.64 7.57' 28.06 ' 39.99 39.99 4 2 6.12 -7.44 -3.34 1.88 1.30 -0.93 0.72 -0.67 7.57 28.08 39.95 . 39.55 4 -3 6 12 -7.44 27 42 1 88 ""'1.79 -1 11 -9.06 8.33 14.61 21.99 39.99 39.S9 4 3 '4.82 -7.19 ' ' 27.30 ' 1291.41 -1:C7 --9.C4 ' 8.25 ' 14.67 '21.99 39.99 39.99 4 -4 4.82 -7.19 34.30 1..29 1.58 -1.13 -13.2C 12.06 '18.58 18.97 39.95 39.59 5 1 5.35: -6.61 34.29 1.29 .2.53 ' -1.18 '-12.45 12.49 8.92 20.67 ' 39.59 39.59 5 -2 ' , 5.35 "'-6.81 '53.39' 1.29" 2.27 -1.13 -17.12 17.12 ' 7.15' 23.25 39.55 39.59 5 2 4.04 -6.66 53.27 1.15 ' 1.72 -1.11 -17.08 . 17.08 7.15 . 23.25 39.99 39.99 5 -3 4.04 -6.66 73.55 1.15 1.51 -1.C5 -20.07 20.07 5.44:. 25.94 39.88 39.99 5 3 2.73 -6.52 73.41 1 08 1.02 -1-03 -20.03 20.03 5 44 25.S4 35.83 29 59 5 -4 2.73 -6.52 74.58 1.08 "1.01 -1.C3 ' '-20.35 20.09 5.32 .26.1.3 39.84 39.59 6 1 2.73 -6.53 74.58 1.08 1.01 -1.03 -20.58 22.68 5.32 25.86 39.84 35.59 6 -2 2 73 -6.53 87.09 1.08 0.91 1.03 _.QC 23.14 4.28 27.67 39.30 39 59 6 2 1.41 -6.38 ' 26.4 1.04" "'0'.47""'--1.00'-21.05 23.10 4.26 ' 27.67 ' 39.19 35.59 6 -3 1.41 -6.38 94.04 1.04 0.42 -0.96 -19.99 21.34 3.45 29.20 38.39 39.99 6 3 0.10 -6.24 93.36 1.00 0.03 -0.93 -19.95 ' ' 21.80 3.45 29.20 38.25 35.99 6 -4 0.10 -6.24 94.38 1.00" "''0.03"'"' -0.89 -17.8C 15.38 2.84 ' 30.38 37.32 39.99 6 '4 "'-1.08" "-6.11 .......94.21 '102" 0'.29''"-O.87""-17.77 ' '' 19.34 '''2.84' 3C.40 37.75 39.99 6 -5 -1.08 -6.11 91.07 1.02 -0.23 -0.85 -16 .10 17.48 2.54 . 30.95 37.20 29.59 7 1 -0.95 -6.13 91.06 1.02 -0.25' -0.29 -16.61 15.75 2.56 30.75 37.21 39.99 7 -2 -0.95'"' -6.13 90.01 1.02 '"-0'.24""-O'.87 " -15.64 10.53 ' 2.37 31.17 36.76 35.59 7 2 -1.09 -6.05 89.86 1.02 -0.47 -0.26 -15.01 18.50 ' 2.37 31.17 36.76 39.59 7 -3 -1.89 -6.05 87.22 1.02-0.45-0.84 -14.26 16.85 2.16 31.66 36.15 35.59 8 1 -1.36 -6.15 87.21' 1.02'.....-0.33 -0.06"'-14.22 16.85 2.16 31.60 36.15 35.59 8. -2 -1.36 -6.19 85.31 1.02 -0.34 -0.88 -14.82 17.56 2.37 31.17 36.76 39.99 8 2 -2.30 -6.28 85.45 1.05 -0.57 -0.09 -14.05 17.59 2.37 31.17 36.76 39.59 8 -3 -2.30 -6.26 82.92 1.05 -0.60 -0.91 , -15.12 17.98 2.56 30.75 37.21 ' 39.99 * COMBINED STRESS * OLTER INNER $ FLANGE FLANGE * RATIO RATIC * 0.238 0.238 0.114 0.158 0.115 C.16C 0.097 0.160 0.097 0.162 0.134 0.181 0.134 0.181 0.167 0.204 0.167 C.200 0.227 0.264 0.246 0.273 0.232 0.256 0.233 0.258 0.141 0.143 0.142 0.163 0.111 0.126 0.105 0.141 0.034 0.048 0.033 0.048 0.255 0.181 0.253 0.181 0.358 0.273 0.342 0.283 0.456 0.400 0.455 0.299 0.530 0.476 0.528 0.475 0.530 0.477 0.544 0.540 0.562 0.553 0.562 0.552 0.545 0.522 0.545 0.522 0.459 0.462 0.493 0.462 C.454 0.416 0.469 0.472 0.447 0.442 0.446 0.441 0.416 0.400 0.416 0.40C 0.425 0.417 0.426 0.418 C.425 0.427 LU1WING_--_LRFA_10034_-_25 513655101 ..GAD 5 CCNTINUEO -- CL+1/2WL+LL . . * * CCMBINEO STRESS * ................ACTUAL STRESSES * ALLOWABLE STRESSES * OUTER INNER SHEAR AXIAL ..................*". . * .. . * FLANGE FL A NGE 1EM SECT FORCE FORCE MOMENT CB * FV FA FSO FBI * FV FA FBO FBI RATIO RATIO (KIPS) (KIPS) . (K-Fl) * (KSIJ LKSI) .(KSI) . (KS!) . (KSIJ . KSI (KSI) $ 9 1 -2.13 -6.32 82.91 1.05 U.56 -0.88-14.6a -. 15.92 2.rf 30.99 37.20 39.99 0.416 0.376 9 -2 -2.18 -6.32 16.58 1.05 -0.59 -0.90 -14.45 15.72 2.84 3C.40 37.75 39.99 0.4C5 0.371 9 2 -3.36 -5.45 76.75 1.11 -0.92 -0.92 -14.48 15.76 2.34 30.38 37.75 39.99 0.407 0.371 9 -3 -3.36 -6.45 59.91 1.11 "-1.01 -0.97 -12.73 13.91 3.45 29.20 38.59 39.59 0.354 0.324 9 3 -4.67 -6.60 60.08 1.22 -1.40 -0.59 "-12.71 13.55 3.45 29.20 38.59 39.99 0.356 0.324 9 -4 -4.67 -6.60 36.65 1.22 -1.55 -1.04 -8.57 9.74 4.21 27.67 39.30 39.99 0.252 0.218 9 4 -5.98 -6.74 36.80 1.57 -1.99 -1.06 -8.91 9.78 4.21 27.67 39.30 39.59 0.253 0.218 9 -5 -5.98 -6.74 9.36 1 51 -2 21 -1.11 -2.5e 2 15 5.32 25.86 39.84 39.99 0 iCC 0.043 10 1 -5.98 -6.74 9.36 1.57 -2.21 -1.06 -2.52. 2.52 5.32 2.13 39.84 39.99 0.096 0.041 10 -2 -5.98 -6.74 6.79 1.57 -2.23 -1.06 -1.85 1.85 5.44 25.94 39.08 39.59 0.082 0.041 10 2 -7.29 -6.59 6.92 2.01 -2.72 -1.09 -1.99 1.89 5.44 25.94 39.88 39.99 0.084 0.042 [0 -3 -7.29" -6.5 -29.68 2.01 "-3.10 1 i5' 9.52 -9.52 7.15 23.25 39.99 35.59 0.209 0.267 10 3 -8.61 -7.03 -29.56 1.37 -3.66 -1.17 9.41 -9.48 7.15 23.25 39.99 39.59 0.2C8 0.266 LO -4 -8.61 -60.27. .. .-7.03 1.37 -4.06 -1.22 21.95 -21.55 0.92 20.67 39.99 39.99 0.519 0.579 ......c . . . ..... 1 1 -8.05--' -7 66 -60.-27'1.37 -2.65 -1 21 23.19 -21.18 18.58 18.97 39.99 -9.99 0.550 0.560 LI -2 -8.05 - 7 . 6 6 -71.96 1.37 -2.36 -1.14 23.02 -21.16 14.67 21.99 39.99 39.99 0.567 0.575 11 2 -9.35 -7.90 -71.84 1.22 -2.74 -1.18 23.71 -21.12 14.67 21.99 39.99 39.59 0.565 0.575 11 -3 -9.35 -7.90 -118.82 1.22 ..-1.99 ... -0.99 25.62 -23.82 7.57 28.08 39.99 39.59 0.6 16 0.620 L 3 -10.65 -8.14 -118.65 1.17 -2.26 1.02 25.51- -23.78 7.57 . 28.08 39.99 39.92 0.614 0.621 11 -4 -10.65 -8.14 -157.18 1.17 -1.89 -0.91 26.41 -24.73 . . 5.23 . 28.58 39.95 39.29 0.638 0.652 12 1 -10.72 -8.05 -157.18 1.11 -1.65 -085 -0. 81 27.47 -24.28 5.96 27.27 39.99 39.48 0.666 0.636 12 -2 -10.72 -8.05 -.172 24 1.17 -1.55 27.44 -24.37 6.13 26.88 39.99 39.36 0.666 0.640 12 2 -12.02 -8.28 -172.02 1.14 -1.74 -0.84 27.41 -24.34 6.12 24.88 39.99 35.22 0.664 0.642 12 -3 -12.02 -8.28 -232.40 1.14 -1.42 -0.73 27.54 -24.84 4.12 25.50 35.99 36.83 0.671 0.693 12 3 -13.16 -8.49 -232.17 .1.02 -1.57 -0.75' ...27.52 -2481 4.12 32.69 39.99 37.78 0.669 0.676 12 -4 -13.16 -8.49 -243.96 1.02 -1.52 -0.73 27.56 -24.91 3.87 22.96 39.99 37.23 0.371 0.687 13 3 7.03 1 -15.03 -253.06. 110 1.10 -1.25 .25.77 -21.24 2.08 26.83 39.99 34.52 0.611 0.647 13 -4 7 03__-15.03 -203.12 1. 10 1 29.,.---71 -1. 48 25.c4 -20.78 2.86 24.85 29.99 36 50 0.604 0.606 13 4 7 88 -15.05 -203.12 1.17 1.44 25.64 -20.78 2.36 24.85 39.59 35.44 0.6C4 0.623 13 -5 7.88 -15.05 -168.94 1.17 1.61 -1.56 24.7C 719.75 3.57 22.53 39.99 36.40 0.579 0.583 14 1 7.83 -15.08 -168.94 1.17 1.60 ....-1.57 "24.70 -19.79 3.57. 22.53 39.99 36.40 0.579 0.583 '4 -2 7.83- -15.08' -140.22 1.11 1.77 -1.65 23.5C -18.62 4.41 19.97 39.99 37.10 0.546 0.547 14 2 8.73 -15.11 -140.22 1.30 1.97 -1.45 23.50 -18.62 4.41 1.S7 39.99 37.75 0.545 0.539 14 -3 8.73 -15.11 -70.36 1.30 2.58 -1.86 16.72 -12.89 7.66 12.56 39.99 38.48 0.372 0.483 14 3 9.59 -15.14 -7036 1.75 ........2.83..........-1.86 ........16.72 -12.19 7.66 12.56 39.99 39.99 0.372 0.47C 14 -4 9.59 -15.14 ......... .......1.75 .....3.94-2.11 ..........0.00 -0.00 15.3C 6.82 39.95 25.59 0.309 0.305 . S __•I•IJ1 _- I RFA..10fl34 - 25 IENBER SIZES AND MAXIMUM STRESS RATIOS * * * MAXIMUM STRESS RATIOS OUTER FLANGE INNER FLANGE FLANGE* CUTER INNER WEB IEMBER WIDTH THICKNESS WIDTH THICKNESS * THICKNESS * WELD * FLANGE FLANGE SHEAR (IN.) (IN.) I IN.) (IN.) ( IN. (IN.) 1 6.000 0.3125 6.000 0.5000 0.144 0.1875 0.336 0.642 0.693 2 6.000 0.3125 6.000 0.5000 0.1644 0.1875 0.932 0.958 0.923 3 5.000 0.2500 5.000 O3750 0.2242 0.1375 0.562 1.003 0.723 4 5.000 0.3125 5.000 0.375O 0.1943 0.1375 0.589 0.924 0.643 5 5.000 0.3750 5.000 0.3750 0.1345 0.1875 0.936 0.S5( 0.36 6 5.000 C 370 5.000 0 3125 C.1345 0 1875 0.951 C.890 0.708 7 5.000 0.3750 5.000 0.2530 0.1345 0.1075 0.943 0.944 0.393 B 5.000 0.3750 5.000 0.2500 0.1345 . . 0.1875 0.944 3.944 . 0.384 9 5.000 0.3750 '5.000 0.3125 C.1345 0.1875 0.95k0.979 0.703 10 5.000 0.3750 5.000 0.3750 0.1345 0.1875 0.853 0.852 0.866 11 5.000 0.3125 5.000 0.3750 • 0.1943 0.1375 0.900 0.823 .0.643 12 5.000 • C.2500 5.000 .......0.3750 . .....0.2242 0.1875 0.562 . 1.003 0.723 13 6.000 0.3125 6.000 0.5000 0.164', 0.1875 0.380 0.958 0.923 14 6.000 0.3125 ....6.000 ........-•O.50O0 0.1644 0.1875 .0.770 0.841 0.93 BOLTED SPLICE BOLTED SPLICE BOLTED SPLICE BOLTED SPLICE BOLTED SPLICE BOLTED SPLICE !J_U. I I n fIG LE..ELL_104..25_ .._.!86551O1 BOLTED SPLICE SUMMARY * * * * *WORKING SPLICE PLATE *1O. OF DOLT ROWS*OOLT *'GAGE *ULTIMATE RESISTING FORCES * MCMENT *RESIST- WOE - WIDTH THICK *TOTAL TOP 30T.*DIA. *LINES*TEIiSILE 'COMPRES. t.OMENT * ARM YB.RT YEARC *ING MO?. (IN.) (ItI.)* *(Jfl.)*, (KIPS') (KIPS) (K-FT) *(IN.) (IN.) (IN.) *(K-FT) 3 6.0 0.750 6 3 0.750 2 115.4 152.5 59.3 45.63 6.17 0.90 299.6 3 0.750 2 115.4 99.5 4C5.S 45.67 6.17 0.86 241.1 5 5.0 0.750 4 ... -. .............2 O.7502 1067106.4 134.5 15.14 0.25 0.30 79.1 2 0.750 2 113.1 107.0 159.1 15.17 0.25 0.33 31.8 7 5.0 0.750 5 . 2 0.750 2 113.1 113.3 24.8 26.45 0.25 1.89 146.9 3 0.750 2 102.3 119.6 243.9 26.05 1.13 0.64 146.4 9 5.0 0750 5 2 1133 249.3 26.49 0.25 1.89 1469 3 0.750 2 102.8 119.6 248.9 26.85 1.13 0.64 146.4 11 5.0 0.750 - 2 0.750 2' 106.7 06.4 .....134.5 15.14 0.25 0.30 79.1 2 0.750 2 113.1 107.0 139.1 15.17 0.25 0.33 81.8 13 . 6.0 0.750..::o..:::..:.: 3 0.750 2 115.4 152.5 509.3 45.63 6.17 0.50 255.6 3 0.750 2 115.4 99.5 4C9.8 45.67 6.17 0.86 241.1 ...................................... - ------ . ,. ,.., .-.-. ................- ....... 1 .3.!J.IUiLNG -- LRFI\ 1cW34 - 25 .. 518655101 ANCH0R8CLTANALS1S * * * * * * * REACTICNZ *TGTAL13CLT7REA * ACTUAL STRESSES * ALLOWABLE STRESSES * * NCDE * LCAC"* HOR!Z. VERTICC*SHEAR TENSILE* SHEAR TENSILE* -SHEAR TENSILE * * * (KIPS) (KIPS) * (SI) (SI) * (KS[J (KSI) * (KSI) LKSI) * ... .............. 1 9.77 20.62 1.571 1.571 6.22 0.00 .10.00 14.80 2 -13.39 -12.51 1.571 1.511 E.53 7.S1 13.33 19.31 3 1.12. 67 "1 57L 1 511 0.72 -- 0 CC 13 33 26.66 4 -9.84 -.01 - 1571 1.571 6.26 3.19 13.33 23.38 5 1.75 11.56 1.571 1.571 1.11 0.00 13.33 26.66 15 1 -9.17 20.62 1.571 1.511 6.22 0.00 10.00 14.80. 2 -3.28-" 75 99 1 571 I 51 . 09 3.'81 13 33 - 26.66' - . .. . ......3 ......65E1.5711.571 ............2.58 0.00. 13.33 . 26.66 4 -6.83 1.51 1.571 1.571 4.35 0.CC 13.33 26.66 5 -10.08 11 1.5 . . 4.42 . 0.00 13.32 23.11 14.82 1.571:: . .-l. :; .;:......... .:: ..: ................... -----.- -. -. ,*. BUILDING -- LRF\ 10034 - 25 518655101 ANCHCR BOLT SUMMARY * * 4 * * * NODE 4 'ANCH01 BOLTS '' * EASE PLATE 4 BASE PLATE * EASE PLATE * *NUMBER NUMBER DIAMETER' 'THICKNESS '" $ "' ''WIDTH " * "' LENGTH '"4' * * (IN.) (IN.) (It\.J (IN.) * 1 2 1.0CC 0.500 8.CGO 14.S92 15 2 1.000 ' -0.500 8.000 14.S92 . S BUILDING -- LHFA 10034 -'25-' '5i8655101 . WEIGHT OF DUILT-UP MEMBERS = 4433 LBS WEIGHT CF W SHAPE MEMBERS WEIGHT OF PIPE t1EMEERS = 0.0 LBS WEIGHT OF SPLICES = 4S3.3 LBS WEIGHT OF BASE PLATES = 34.0L0S ---: .........EIGHTOF STIFFENERS = ''t558 L 8 S TOTAL WEIGHT = 5136.8 LBS .-.... .. -. ................ * :.-.- .- ....- --..------.---. -..---.,--..---,' .-. ..................-.-.-". ..- -....----.-.,---- - _4____•_________=•__.__._______. ................................. AMERICAN BUILDINGS COMPANY •••. f • • • • • •.:•.. •.: S - •• ••. - ENOWALLS AND ROD BRACING Calculations supporting the structural integrity of the endw&I fr a m i n g a n d t e n s i o n r o d bracing are presented in this section. Endw&l components included in th e a n a l y s i s a r e t h e r o o f beam, corner columns, interior columns, and, if necessary, tens i o n r o d s . I n a ddition, the analysis contains the designs for the roof and sidewall tension rods. Figure 4 of this action. illustrates - these members schematically, along with the loadings imposed on them. The endwell roof beam is designed for live plus dead loads using the m o m e n t s f o r a c o n - tinuous beam of equal spans. The interior and corner columns are des i g n e d t o p i n n e d - e n d c o m - pression members under dead plus live loading. For the horizontal wind l o a d , t h e i n t e r i o r c o l u m n s are designed as simple beams. The wind forces exerted on the sidewa l l s a r e r e s i s t e d w h e r e p o s s i b l e by the rigid connection between the corner column and the roof b e a m . W h e n t h e s e f o r c e s b e c o m e - ( greater than the capacity of the connection, tension rods are added to t h e e n d w a l l . T h e r o o f r o d s are tension members which transfer the wind forces on the ends o f t h e b u i l d i n g t o t h e e a v e w h e r e the sidewall rods carry the sum of the forces to the foundation. F i g u r e 5 shows the forces acting on the rod bracing. Page 4 of tF.is Section defines the nomenclature used in the computer print o u t that follows. The printout l the results of the stress analysis on the above building membe r s . . . Included in the sesult,. are the actual and allowable stresses controlling the design of the memb e r . The allowable stresses are based on the yield stresses &ing 36 KS l f o r t h e h o t - r o l l e d m i l l s e c t i o n s - and rods, and 50 KSI for factory built-up sections. S.' 1 IL LQaUNIG 71T- ill'i I if I I i• I ti RLRL, Rt., RL, RI, Rl-cc RVA RV2 RV, RV. RV2 W LIVE .DEAD WIND •DEAD WIND ON SIDEWALL WIND • DEAD WINO ON ENOWALL FIG. 4 j: 161 COLUMN AND BEAM ENC)NAU] ROD BRACING SC3:2 END FRAME Q RIGID FRAME - - - •• - -! RIGID FRAME \ %\// /-g END FRAME - I- RWF . H PLAN 4 ENOWALL ELEVATION FIG.5 SCAM N0"F LAW I MAW my; S.aa COLUMN AND BEAM ENDWALL ______-I • ROD BRACING I- SC 33 .• • .••. -• - -. -- .:- NOMENCLATURE A ANG FA 0 FAA FB FA F—K FT FTA INTERACTION RATIO K L LEEWARD - M MOM P RH RHA RHE RL • RV RVA • RVE RX RY RYT sx W WINDWARD - Area Angle tension rod makes with direction of rod wind force. - Allowable axial stress. - Actual axial stress. Allowable bending stress. - Actual bending stress. - Foot kips. 0 - Allowable tension stress in rod bracing. Actual tension stress in rod bracing. - Combined axial and bending. - Kips. 0 - Maximum span between endwall columns. - Side in the direction toward which the wind blows. - Bending moment. - Bending moment. - - Axial force. - Horizontal reaction under wind loading on the end of the eadwall interior columns. - Horizontal reaction under wind loading on windward corner column. - Horizontal reaction under wind loading on leeward corner column. - Vertical. reaction under live plus dead loading. - Vertical reaction under dead loading. - Vertical reaction under wind loading on windward corner column. Vertical reaction under wind loading on leeward corner column. - Radius of gyration of a section about the major axis. - Radius of gyration of a section about the minor axis. - Radius of gyration of a "T" section composed of the compression flange and 1/6 of the web of the section in question about an axis in the plane of the web. - S'ction modulus about major axis. - Live plus Dead load in kips/ft. on roof beam. - Side upon which the wind blows. 4 _ :.JU NUIhK 518ô55-.ul . . PUAN: EWO1SHE-ET"E-COC ''' " T(jXLL1'tN .EtJTDJTNGS . ':..;'..'•H. .. :. 5C"3- . , 'BLOG'TYPE'L'R'f . . RC3FSLOPET;oO71'2 WiT'f10,0 110 EVHT':2.''C' . B'A250' ' JEfGTH:rD0'U RIGID FRAME ENDALL--TYPE 'j' .. .' ., . LOADS (PSF): S r:5 1C0CT.TC'L: .3.500 C'CCO",, 'STEP WIND (PSF): 16.000 17.0CC . C.CCC . . C.CCC . . .0.0CC STEP HEIGHT (PSF): 20.0 00 3.9 .167 0.300 .o.cco...o..ccc WIND COEF: '' ''''C'l:'08CG " " C'2: -C.701C 03: -0.1CC C4':' .................... , . .. . , . ' . . . S .. S S .,. ,,,..' ..... .4. ........4,..,. I - ........S . ............... - ......... .......... ....L... ............. . ....... . .......................,.. ............................................. ....• ........... .. .S.S .....................................S . . ...... 4S ......... ,........................ :.. ........... . .,S. ............ S...................................-S ....... ................... '-5-,.' 5'5 ....5 . .4.........................................S..S,SSSS,-....,.S...SS-..,SS 55555*S?S ' S ............, . S '.5.5.',-' S...-. .................................. S ....,,,,,,,,,,,,,,•, '.S'.S.......... JOE NU MB ER: 5855C1 .. . SC-3- 4 PLAN: EWO1 SHEET E-COO E!\DtALL EESIGt C 5 /2 CJ COLUMN NQ:002 INTERIOR C UMN ' CHNNEL:1g5C1 ECT33, LOCATION OF COIJiN FRCM FRONT SICEWALL:510 AVERAGE D' SFACI1G:71 2 4*$* SECTION P ROPERTIES*' SX-C SX-T £EPTH THICK VIC 0 .fl 1Y AREA FY IN3) (1N3) (IN) (IN) (IN) (IN) I12) LKSI 4.2e0 4.280 9.500 0C90,0915 C.71 J.6C LOAD DESCRIPTION: !..L+DL ASF:1.O3 iP:O.0C3 . **4* FACTORS ANJ REACTIONS LL L CL FACTOR FACTOR FACTOR V RCTN (KIPS) H E RCTN (NIPS) H I RCTN (NIPS). 1.000 0.030 1.000 10.753 0.CCO C.CGC ** FCRCES AT' CRITICAL LOCATION N LOCATION' MOtENT '* . AX.IAL 51EAR 1 C (FT) (KFT) (KIPS) (NIPS) (IN) I o.cac 0.000 10.753 0.300 .1.000 1.750 . ...... ** AXIAL ANC BENDING STRESSES 4•* SHEAR STIESSES *** FAA FA FA/FA FIE .FEA FC INTERACTION FV F4A F'/FVA (KSI ) (KSI) 1I<S1) . IKSI ) 1KSfl RATIO. (KSI) I <0) 7.014 11.794 G..00 12.408 0.000 0.000 0.áCC . 10.813 C.CCC 0.000 "LOAD' DES CP. IPT1GN: L+DL ASF:I.33 'CP:0.00 **** FACTORS ANC REACTIONS IL WI DL Y^PCTN r A r -rn n r A r 1, r a r -r g-% fl .......I iF t n r I •_.••-•• .%O fI4LIUIS rILJu. ri.jurc tr%.ir.i isiii 0.00O 1.COO 1.0Co .799 -0.770 -0.797 *$** FORCES AT CRITICAL LOCATION N LOCATION ;1C11ENT AXIAL SHEAR LV CB (FT) (NFl) (NIPS) (1<1PS.) (IN) 23..33 6 .5 16, 579 **** AXIAL AND BENDI NG STRESSES **:4 SHEAR STRESSES 4* FAA FA FAA/FA F'E F8A FffC1NRACT1CN' f-VA FV/FVA (KSI ) (KSI) (KS!) (KSF) KS.tIRATIC .• 3.815 15.721 0.23 18.28 .18.258 0.352 - 14.454 C.30S 0.011 ................................................................................................................................ LOAD DESCRIPTION: 31+SEl,5MIC, ASF:i.33C? ***FACT.0RSAtQ *$$ SPECIAL UNIFORM LCACS *** - LC 'IL UL7' H T PCTt LOC T0PLCC 0.0000.0001.00O2...26 3.lSi 0.310 C.00O 0.010 0.000 $*PC1hT LCjjS4** ....... N LCCAT ION MCMENT AXIAL SIEM. LY B FOP.CE—X FORCE—Y '10.SNT LOCATICN - - (FT) (.KFT) (KIPS) IK1FSJ (Th) (KU'S) (KIPS) (F.FT) (FT) 23.333 '.1.555 2423"'" 003 9.000 1.173 22"CCCC"C0CC3366 **** AXIAL AND ELLN-DING STRESSES ** 4* Si-ILAR STIESSES *$* FAA f.A/cA F'E FBC I1\LR4CT1t FV FVA FV/FVA (KSI)' KS I) (KS I) RATIO ........ 1.597 15.71 0.107 Q•5 1.4_4C4 C.375 0.005 BASE PLATE: 8.030 X10.000 X 05,CR CLT:2C 5CINoI .....-........ ,-.. .-, ....- ....- - . ,-..-.--...-....-.-.... -. .. .- . .a. k......... ...... .*..+..... .. .& .. .. i... .. • ... ... .. i ::..:...::. :.. ..........--. ...,. ..... ... .... . --... - .' .,. ............................................ ... ... .. ......... ......'- - . . .. _.*......,... . . .. ... . . ...,. .•........... J... - - ....... ................../_._ ............... _._. E..... ._b.......... . .. .. .: ..................- •.. - . :.':...:..:. . . .................:::L:1:.. . --C. - .............. .7 .----.....................-. ......-. ...---.-.-.--.--.-..- ....... ... _--.•-:- ...•_7 -.--.--..,- .-..----_, ...-.... ... .*.. ... .....-......... ,_...... ..... ........ .-..-.. ... .. ........... ..-...... . .- -- - - .......................-- -- - . .- .......;-.------. -..--- .-., - ..,--.. -..--.--,.- ---..-.- - ---v--. -" --- --•-------- ..-....- .-:-- ................................-.--- ... ..-..............................-..- ........... -. ..- .... ..-. ...... .-,.:.... ..:.. . .... ................................. *- ... -..- . ......................................................................... .-.—..--- . JOB NUMBER: . . Ail LrUTrCThSCtPANY PLAN: EW01 -SHEET &-000 DESIGN 05 /30'i8 COLUMN NO.:303 INTERICRCOLUMN CHNE: 19;5C1r LOCATION OF COLUMN FROM FRONT SIDEWALL:95'O AVEPAGE UY SFAC.II\C:47 12 $*** SECTION PPCPERTIES *.......... SX-T DEPTH THICK VIC Q RX RY AREA F (iNi) (II2) (IN) (IN) (IN) (IN) LIN2) (KSI) 4.2E0- 4.28O 95C0--C;C30 '-O;915 0.71 3.66C .l;.lCC12C55CCG LOAD DESCRIPTION: LL+DL ASF:1.30 CP:0.G0 '*** FACTORS AND REACTIONS LL w DL V RCTN h e RCTN H T RCTN FACTOR FACTOR FACTOR (KIPS) (<IPS) (KIPS) 1.000 0.000 1.000 10.753 0.000 0.000 **** FORCES AT CIUTICAL LOCATICN - N LCC.ATION -1CMENT AXIAL SHEAR "C3 (ET) (KFT) (KIPS) (KIPS) (IN) 1 -- 0.000 0.000 10.153 C;CCJ ' 1.COC 1./O **** AXIAL ANIJ BENDING STRESSES $ SHEAR STRESSES *** FAA FA FAA/FA F': FDA FC 1NTERICT1Ct FV . FVA FV/FVA (KSI ) (KSI ) (KS!) (KI ) (K-1-1) RATIL IKSI ) (1<51) 7.074 11.794 C. C0 12.408 0.000 0.000 0.600 . 10.812 C.CCC 0.0CC LCD DESCRIPTION: 14L40L ThSF:F;33 CP:C.CC ............ **** FACTORS AND tEACTICNS *' IL WL DL TRCTf\ FACTOR FACTOR FCTJR (KIPS) (KIPS) (jçpç 0.000 .I.COO 1.000 -.799 -0.770 -0.797 *** FCRCES AT CRITICAL LOCATION *** ........................ .-- . . :--- N LOCATION MCMENT AXitL SHEAR LY CB (IN) . •• .... 4 23.333 6.516 5.799 0.259 96.000 - 17 3 ....... .-.- ..-.-. **** AXIAL AND BENDING STRESSES **4 SHEAR STRESSES *4* FAA . FA (KS! iKSI) FA/FA F'L................FBA lOG INIERACILO .... FVA FV/FVA (K3I)" 1KSIY (KS!" RATIO KSI 3.815 15.721 0.243 1.3S 1E.28 1E.2E 0.352 14.44 C.30J 0.021 COLUI1N LOAD DESCRIPTION: 4'UL4SEISMiC 2 A5F:1.23CF:C..CC FACTORS AtD P - SPECIAL UN IFORM LOAS $*$ - LL WL DL RCT 7HB'RCTN F-' I RCTN BET £AZ Ed ICC TLP1..CC- TCPLCC FACTOR FACTUR.FACTCR (KTIPS)('K1PS)LKIPSr (KJFrT(Ffl 0.000 0.300 1.000 2.28 —0..1EI —2..'L S 0.010 C..00O 0.010 0.000 - --...*... .-.-......-. ,-.-. ..S-. _•'SS. ****FCRCES ATCRIT.ICAL'LGCATICN N LOCATION MC?IENT AXIAL S)EAi LY C3 FCBCE—X FCRCE—Y .MCNENT LUCAJICN (FT) (KFT) (NIPS) M103) - (IN) . (NIPS) (NIPS) (l<FT) (El) 23.333 1;555 2;2 0.03 9 6.000 1.173 222.8CCC0CCCC **** AXIAL AND BENDING STRESSES . * SHEAR STRES SES * FAA FAA FA FAA/FA F'L FOL 111 1E T tJ I fli "(KSI ) (KSI) (NS!) LKSI) IKSI)T RTIE 'KSIY(KSIF5 1.57 15.721 0.102 1.539 s. C.22 14.S4 0.075 0.005 - BASE PLATE: 3,f33 x 1c.oco X C.75 A!\.HC S 5 .5 FJOLT.3:2--C.15O . .5 '5• •S•5• IN ' CI .55 ,5...4..............................5L. .. .'...... :........ ,5S.S5S_55. ,. 5555. 5555 ..t55.5_,...'.S_.S_ ....SS...S.,5•..S555 S S..S.5SSSS.... .SSSSSS5SS.S . 5555555 *,55ss5•s.Sss 555555...... S S. S5 - _55'5555 ....5555555 S'5 •55'S555. S55.;. S '55 S 55555555 .........55 5555S5 5,•• 555'5 5555 .............•5 5555555 55 ............... S555'5 - . --.5,.-.- .5,.- -.55.. S S .' .55 SS 5555S'SS'55 5555'.. S55.' 55S_. S •-.- -,,. 55.,.. —'-55---55-'r. ..57_5_S55_ .................S.......'— ..................................... S ..- ......... - . . .5 5 :"' ---- -------'--"'------ .........'-5- . ..-.5--*.- 5-5555r55-: -5 5555'5 ___•557__ 5_5555 .............. S 55 55 ......55 - ...-----r--• 55-_s .._.. ...-. 55 cANIB!DIHOS EUFAULA, ALABAMA - JAMESTOWN. OHIO ATLANTIC, IOWA SUBJECT iP •:- c; ; f If—tP L/'i)J/'tL_ - 1 0 JOB NO. SHE ET.tO F_. SHEETS DATE_/3!Jc BY - . •--- - - A A I. 0 -• P, i -- - Hf-- 4.wI____1j__.t --'= .-I•..-.................-..-/_• -- 1- -____- - - 0_ r-'H.............. - 14 -- I I I. ...... . ,., . 1 • ....................-- . -- -- - l - - — -- — 0_ ................._0 jO .. :!-'-1-- ......- .....................•1 -t -................... . . * --- I JLJ TFr7HL. -; ; L . ITU 1> SUBJECT JOB NO. rAcAN :uDINOs V EUFAULA,ABAMA — JAMESTOWN. OHIO if ,. DATE / SHEETS ATLANTIC, IOWA — r/P1 J2L/-rOL PIPL - V -----' , I CAF I))07'4;_ — - - V -•----•-• - —•-• ---•--•- - 7- -J.ij--- —- - - - -. - - 2. V/V V VVV_ 1 13() I4)2) l/4;97i-- - - V - V - - V - 4 - - -: -- - H - - :iiH4 '1 iElVF_i E '22-3 ' - - llW_iiLrti-Lr:F± Vi V V - .::VTr:. V i - - V V JVI :t V I V V V - --- --H IVV i_V JV !H VLLLJV L VV 1J! VVLVVV_I V V 1 IM 11 /'r Q i '- fL V •VVV•V V V V VV V V::VVL: /PL i L i-t--- - -H V VVVV VVIV fthVVrjV - V V - V V VVV V VVV V •V I VVV V V V L. V V VV VT7 V" V :VV ::VHJ: :V:i::V I V_ V V V - JVVVV_VVVV _. 4 V V V V •V VVVVJVVVV j V V ____ V V V 1 VV_ V V V V• V I__V .4 SUBJECT JO8NO._________ r.M..."CAN SHEET-3-OF 3 SHEETS DATE AMA - JAMESTOWN OHIO / ATLANTIC, IOWA -----• 1 - I -.-- t r— L - - .i 7ITTTTt -' F1/4 DC1O! (-'JiC(, (TC.) k I 1218l )22k (DUD Lot?- cc; Ux/lo Let [4'i ic)ow (;', r P) IEAq: (.!COL Hi rh--- :T±: —pLfO LOIr 24 's/n = OC7i k/ (Aij' -. _____ ••.. LU fi i7 HH/(4l It - ± 7OO2 I :L29Q , 2c0: I J Ll I = o5ErsFe.uu.\171 r - :. • 2:2O/2 140 3) -r F5 22(1 23 k1 iI_ S . . JOB NUMBER: .518o55-01 A PLAN: EW05 SHEET E-000 Et.ALL D CESICI\ 0.5/30/ BUOGTyPELRF ROOF sLoPE:loq12:iIDTH:1a0!o . 10 POST C BEAM ENCW.ALL--TYPE 1 . . LOAOS.JP SF) : IL: :. STEP WIND (PSF): 16.000 17. coo 0.000 0.000 . 0.000 STEP HEIGHT (PSF): 20.000 3.167 C.CCC C.CCO . 0.000 - I ND CCEF: ' - Cf: -,.,.. ..... . ...,__.-. MOMENT AND ShEIR FOR LOAD CASE **LL +rL .. ----.." ...... - y PT ...... SHRR.. ......... MCNEN1 (FT) (PT) (KIPS! (KIPS) (KFT) 19.333 01 0..000 0.000 1.925 C..CCC 09 --7-'854 0.084 -0223 .7:21 .........--- .................... .--.. ........ 20 19.323 -2.984 27:4 -10.244 20.000 01 0.000 -2.98' 2.645 -10.244 11 10.625 0..0u -0.21 3.57L -,--, -. 20 20.0CC -2.433 2539' 8127 20.000 01 0.000 -2.433 2.5 3 -8.121 13 9.375 0.317 -0.000 4.568 20 20.CCC -2 5J9 .!.433 -8.127 20.000 01 0.000 -2.530 2.433__'-8127 --.. ... - 10 9.375 0.12 -0.106 3.576 20 20.00O -2.645 2.984 -10 .244 19.333 Dl 0.000 -2.645 2.984 -'10.244 ...................... - 12 11.479 0.223 -o:a847J31 20 19.323 -1.925 0.000 0.030 MAX'I jMUJM.EDLL .ROACTIONS CASE VERT (KIPS) I-ORLZ LKIP5J LL4DL .6 C.a................7 -"- . ......................... ............. -2.4 -7.1' DL+SEISMIC 1.0 -0.3 . . MAXIMUM 1JND BRACE REACTIONS 4 '. ..-............................................................................ VERT (KIPS) HCFIZ (KIPS) .. ... ........---- 12.1 7.3 --- ........ -7::: ....................-. . . . .-....-.. .---. . .. . . .- ..-. .-.. .-, . ...._.. .. - ....-.. ...................... ............ .-....------. ....................... . ....... ,.-- - .- .- ..--.---- .......- .... ..-. .. - . . . . ...................... ..........- 'U-. .._ .....................--. .. .... -.. .;.... .. . .........,.... .;--.,. - ' ...........- ........ .. . .... . . ., . . - .. . - ... ,. ....-... .*.._ ,.. ,.. . -.-......_,- .....-. .-, -, .-.--,.............-------: ,-. _ _•7 ••___• --,-.. .-.. . -RAIT hR NO01 . : 'TENGTV2T' . St3- 1-01CATICN OF SPLICE FCM FRONT SIDEWALL LEFT END:0 PIGHT ENE :22'4 *$ SECTION PROPERTIES *$:: ................................. . . . SX-C SXT CEPTH ..........THr CKVIC................................. ......... RX ..........RY AREA............................................................. (I N.3) tIN3) (1NJ (IN) (IN) (IN) ( IN-2 (KS Ii 4.280 4.280 9.500 .........0.090 ...............0.915.......671........3.6C 1.1Cc..............1.52C 55.CCC LOAD DESCRI?TICN LL4DL ASF:1.00 ** FCRCES AT CRITICAL LOCATION *' SPAN LCCAT1ON tCMENT AXIAL L'' CB SPAN LOCAI1CN SHEAR NUMBER (FT) (KFT) (KIPS) (Its) N UM BER (FT.) (KIPS) I 19.333 10.244 0.000 4;0 .000 1.00C 1 18.72 2.1;84 **** AXIAL AND BENDING STRESSES ** * ShEAR STRESSES *** FAA FA .. FAIFA F'E FA FBC IN F FV/FVA (KS!) (KSI) KSfl (KSfl KSI) RATIC ........ .. ...........(KSI) 0.000 16.641 0.300 3.2..!8 . 2E.722 . 28.722 C.S17 1C.873 3.5.58 0.327 RAFTER NO. :002 CHANNEL: 1-9.5C14 LLNCTk-:20'C LOCATION OF SPLICE FCi1 FRONT S.ICiWALL LEFT EtU:22'4 ...... . F.1GhLENC:42'4 **** SECTION ProPERT1ES ** SX-C SX-T CEPTH. THICK VIC C RX py AREA FY (1N3) (IN 2) (IN) (IN) (IN) I IN) IIN2) (v51) 3.480 3.570 3.500 O.C75 0.770 0.585 21.70 1.IIC 1.27C .5.CCC LOADDESCR1PT.IC4: LL+DL ASF:1.JD ......... .................................................................... .................................. **** FORCES AT CRITICAL LOCATION SPAN LCCATIJN MCtENT AXIAL LY C SPAN LOCATION.......SHEAR NUMBER (FT) (KFT) (KIPS) (TN) ........... NU8ER (FT) (KIPS) 2 20.CCO 8.128 0.000 60.300 1.0111 C c.ccc 2.53c AXIAL AND BENDING STRESSES ........... .. $ :SHEAR- STE3SES** FAA FA FA/FA FIE FDA FBC INTERACTICI'b FV FVA FV/FVA (KS!) (KSI) - (KS!) (KS!) (KSI) RAT.IC (KS I.) (I<SL) 0.0O0 14.812 0.000'', '35*.521 28.026 ......2E.C2 .......C.E7 .....................S.032.................3;621..........0.401 ............................................S..: I RATTEWNQ.fOTO3 LOCATION OF SPLICE FRCN FONT.SIEEALL LEFT ENO:421 A RIGH1 ErC:V4 **4* SECTIGN SX-C SX-T CEPTHTHfCK VIC . "RX'Y" AE'fY (.1 N3 (.1 N3) (IN) (IN) (IN) (IN) (1I\2) (1(51) P LOAD DESCRIPTIEN: LI'DL ASF:1.00 . :*$* FORCES 'A T CRITICA1TLOCAT!CN . SPAN LOCATION 1CMENT AXIAL LY CB 5PAI LCCATION SHEA R NLJMER (FT) (KFT) (KIPS) (IN) N U 11 B E P (Fl) (KIPS) .3 . 9375 . 4.563 C.000 0.CC0 1.CCC 3l3125'2222 **** AXIAL AtC OENCING STRESSES . SHEAR STRESSES ** FAA F4 FAA/FA F FBA FC IT:R.crhm Fv FV FVJFA (KSIY . (KS!) . . (KS.I) (KSI) 'KSiY ............. RAT IL 0.000 13.574 0.000 35.715 17.797 17.797 0.o29 . 3..54C 0.440 ....................... ....... ......... ...... .... .. . ...:.. ... •r RAFTER NO.:004 CHANNEL: 1-9.5C1 LENGTH:20 10 LOCATION OF SPLICE FFCM FPCNT • I CEWALL LEFT EC5,64 *** SECTION PROPERTIES **** SX-C SX-T DEPTH THICK VIC Q RX rl Y, AREP FY (1N3) (11\3) (IN) (Iii (IN) (1N)T 1I123 (KSI) 3.480 3.570 9.500 0.C75 C.770 C.5E5 J.70 1.110 1.270 55.000 "LGAD DESCRIPTICN:LL.OL A S, fQ• ....-. ... $*** FORCES AT CRITICAL LOCATION . SPAN LCCATICN MLMEMT AX1/L LV CS SPM LCCATICN SHEA 'N1J1BER' (Fl) .........(KFT) IKIPS) (ltd '-NUMBER - (Fl)...........(KIPSr 3 20.000 8.128 C.COO C.CCC 1.CCC 3 FJ.375 2.539 ***'AXI-AL7 AND BENDING -STRESSES *$SHAWS1ESSES ** FAA FA FAAJFA FIE FLA 1-!3C INTEThCTiTh FV FVA F'J/FVA (KSI) (KSI) (KSI) (KSI) (KSI) RA)IL (1(51) LKSI) O.000 14. 8.12 0;00035 52.1 23;027 ......28027 40 1 ..-.........•..... ... .. ............... - ...•-•..- ......................•.-•.-.• -..-,•---,-•-• --.-.- ---••--..•. .•--- ..... .-.-.--*.•..-..--...- .-.•,--. •"•- :::::::-::: *:::: AF .TJ .N.c c ._f I LOCATION OF SPLICE FROM FRONT IDEL4LL LEFT EI\C.761 4 RIGI-J ENC:e 1 5 ***SECTICN ? RCP ERTIES' $* . . . . SX—C SX-1 ViC AREA" FY ' (.1N3) ( 1N3) I IN) (IN) (IN) (IN) . I 1N2 ) (1<5.1) ? E Q: 4. 2 6 0 .500 '----'-"0;C90 15 Go71'TiJ LOAD DESCRIPTION: LL4DL • ASF:1.03 .. . ....--. .... FORCES AT'CRITIC.AL LOCAl ICN 4**$ SPAN LCCATION MCMENT AXIAL LV CD . SPAN LOCATION SHEAR NUMBER (FT) (KFT) (KIPS) (IN) ., : . NUBER (FT.) (KIPS) 4 ...............20.00O 10.245 0.000 60.000 °i00O" .CC *** AXIAL AND BENDING STRESSES * . . . . * S1EAR ST1E3SES ** FAA F FA/FA F': ........(KSI) FLA 180 IrT:RAcic H .........(K. FA ...•••• 1/FVA .... (KSI ) .......................(KSI-) (KS I) • (KS1) .RAT IC (1<51) S•)• 0.000 16.813 0.000 . 31.E06 . 2C.723 28.723 C. Si 17 1C.873 3.555 - 0.327 ..................................... . •........... ................................• ........, ...... .••. ..................... .,.., .................... ........................ ........................................................................... ................ .... ..........•. ::.:.... ..................................................................................-:--:i:::::::::::......... ......... I jce NUM1ER:5T855—U1 . , . . SPLICE PLATE C5CI .SPL10E:LCCATiON .OLT' BOLT DiA MCMENT EMr (F.Tr 1 0.000 4.030 0.250 1 0.5CC C.CCC C.CCC 2 22.333 1r-J.7503;-169 - 1; 3' -_.*-.. 3..2 _.42.333 4 CCC 4 56.3.33 4.000 0.375 0.750 2.é4 2.222 - ,. 5 ,. 76.333 4.000 0.375 1 0.70 .6.92 :6 g8.667 4. CCC .... O-"0 0J ........... .. ......... ................4....................., . .......Z... ..... .._ • ........ ... ................ ... ... .,.. ..... .•, . *-•.'-•.-..--. ...-. ............... . ......... ... .,:. . ....... •. - *•?. •. ..*•• ••• ••••••• .••••• •,••• ••• .•• •• ••••. --, ...........................-..•.. ......... -........................... ........... •• ............ _. -, . . ......... .... • . . ........ . . .......... ..•. .. ..--... .. .--•- ........- . .-.- ..•- •.. ....... .- ..---.. -. .-. ...•. . . - .. ..•-.•-,-.-..,.-.• . .......: - -.. . ... .. . ..--,-.-.-. ..•.. ..... - .•--.... -c... - . -. J013 NUMB'tRT5r8E55-01 .• . . •..AMIcKffrrDTNGtYPf PLAN: EW05 SHEET E-000" EtDtALL CESIGI\ '"' '' . 0i 2C/3. ' LEMTI-.:324'5JE LOCATION OF CCLUfth FRCtM FRGNT SICEWALL:0 AVERAGE 8.V SPACING:12' $** SECTICN PROPERTIES DEPTH FLG .'JCT}- FLC THK WEB TI-K WEB DPIH RY RY RT SA AREA FY (IN) (IN) (IN) (.[N)"' (IN.) UN) (IN) (IN).iIN) "11N2') "1K51)' 7.80 3.940 0.204 C.170 7.4E2 .3.23C C.81 C.0 7.0C 2.c0 36.00O LOAD' DE SCR IPTLCN: LL+DL CF:C.0OO" 0*4* FACTORS AND REACTIONS ** IL W DL, ''V RC TN H B RCIN'H T RCTt . .. FACT0R'-- FACTCR F ACT CP' (KIPS) (KIPS) "'(KlPSi .................. 1.000 0..00U 1.000 1.S25 0.000 C.CCC ** FCRCES AT 'CRITICAL LCCATICN **' N LOCAT ION MOM ENT AXIAL SHEAR L (Fl) (KFT) -------------- (KIPS) (KiPS) (IN 3 15.333 0.4000 1.25 'GCC0" 87000 1.70 ** AXIAL ANC DENCING STRE3SE.S *** SHEAR STRESSES.*** FAA FA FA/FA F'E FBA 'FftC INIERACTICN FV FVA FV/FVA (KSJ) (KS1) . (KSI) (KSI)'iKSI) 'LKSI)'...... 0.650 9.67 0.07 0.000 21.600 0.07 14.4CC C.CCC 0.0CC LOAD DESCRIPTION: .L+DL \.5.F:1.33 CP:0.030 **** FACTORS AND REACTIONS L1 WI DL "V RCTN HERCTNH T C'TN" FACTOR FACTOR FACTOR (KIPS) (KIPS) (UPS) -. - 0.000 1.000 1.000 0.380 0CC0 000................ . ............. ** FORCES AT CRITICAL LOCATION * N LOCATION MOMENT AXIAL SHEAR LY 08 (FT) (KFT) (KIPS K I P Sl I N3' ' 3 15.333 0.000 C.330 0.000 8- Cr 1.7.0 **** AXIAL IN0 BENDING STRESSES"*4** ' * SHEAR 'S1PESSES'*** FA FAA/FA ....................... .FVA ............'FV/FVA (KSI) (K.SI) (KS 1) (KS!) (KS!) RATIC (1<51) fl<SI3 '-0.128" 12.S25 0.010 '12;c38 '-- 0;000'28;73 C010 0.000 ..L..:::1::L::::.::T: .J:.::::::•::E::::T:':::._.::.::':. • _ • _ ççrçUMN NU. : n i....cri ... LOAD DESCRIPTION: CL+SEISt1IC . . . . ASF:1.3:3 C1;C.COO ***FACTORS A N't REtTICS' .. . . . - • . . S SPECIAL U1IFORI LOADS *4* LL yL 0L VRcTN H 3 RC1N H T RCTt TOP 10C.FACT0P.FACTOR DCT LCC ECT LLC TOP LCAC FCTOR U<T1ST "iKIPr) (i<IPc) (1< /FT) (Fl) ( FT) ........(FT3 0.000 J.00 ..000 0.J80 —1.23 0.C39 C.CCO C.03 0.0C3 *4**FC.RCES'AT CR ITICAL N LCCATICN t1 IM; ENT AXIAL SHEAR LY CB FORCE—)( FORCE—'i .t'CtENT LOCATICN (FT) (KFT) (KIPS) .(<'P) (') .. (j:j) 23. 333 5;453 ,C;330 '"0 .212 9 6..C3C . i.i&c c.C'CC 33.303 4*4* AXIAL AND BENUING STRESSES . . . SHZR STRESSE.S *4* FAA Fl FAA/CA F'E FB 13C 1NTE1\CTICt' - tVA F\i/FV, (KSI.) (KSI) (1<31) LKSIi 0.128 12.25 3.0.10 12.c33 8.3 22.E C..30 - - 1S.15 0.158 0.003 BASEPLATE: 5.000 X 8:250 x0.375 AF'--s 3OlS:2--05CIN CU . ..... ................. ,.. .. ..,................, ,,., ............ . ................. '... ..... .•-........................-............ ,,.,....................................... ... ............ ......., ,. ....................... ... . •......... ...............................4 .. - P... j... 4.. •.,, .1. .... .4..:. ... .. ... .4_......5..... -.............. ...............: ..........•. - ... ..........,. ........... . ..• .. I - ..................................... •-.?.-,•....,.,p.•-. . -• -. --- . - _... - --------------- .... ....... ....... ... . a.. . ......... ......,.i............h....,._ ....4_ .,. .........4 .,.4.1. ..................................... J•O8NUMBER: Me o55-01 . ... .•. AMERIcxr -DuTrcTrcCStcPANr-SL -117 3Z PLAN: EW05 SHEET EC00 . . . 05/30/E COLUMN NO. 002 INTERICR CCLUNN" FLA10E: 5.00'XO428" tEB: 8..124"XO.1.34" LEtGT1-:.35 10 LCCATI ON' OF COLUMN FROM FRONT SLCEWAtE;209 0 AV ERAGE -PAY SPACiNG:1S' ............................. SECTICN PRCPEPTIES DEPTH FLG JDTH FLG 1!1K wD'aTHK........WEa•CPTH RY ......RYT:T..............sx ................'AREA ........... (IN) IN (IN) ( IN i IN) (IN )......I IN). I IN) (1N.3)..................L11\2) (1<51) 9.000 CJ0 0.4.33 C..134 3.124 3. cl 7J . 1.292 1.357 19.184 .5.'i.5 50.0CC LOAD DESCRIPTION: LL40JL ASF:1.00 CP:1.200 ** FACTORS AND REACTIONS LL WL DL 'J'RC TN H 3 RCTN H I PCT FACTOR FACTCB FACTOR (KIPS) (KIPS) (KIPS). 1.000 0.000 1..000 .CCO 0.000 **** FORCES AT CRITICAL LOCATION *4'* N LOCATION MOMENT AXIAL S11-AR LV CO (ET) (KFT) (KIPS) (1<11'S) 1-IN)". . 1 0.000 0.000 5-L 29 0.000 1.000 1.750 AXIAL AND BENDING STRESSES "$ S1-EAR STSSES *4* FAA FA FAA/FA F 'E F3A F'30 INTERACT1Ct ............................................" FtJA FV/FVA (KSI ) (KS I ) IK.S I) (KS I) (KS I) RATI C (KSI) 11<51) 1.029 13.350 0.077 13.3óo C.CCO 33.0CC 0317 ................... 17.719 c.ocoo.aoo LOAD DESCRIPTION: t'L+DL ASf:1.33 CP:1.2U0 ****FACTORS AND REACTIONS*** .............................................................................................. LL WL DL V RC TN H 8 RCTN H I RCTN FACTOR FACTOR FACTCP (KIPS) 1<S (KIPS) . 0.000 1.300 1.000 2.413 -(.0 -.SCC . .. ..................................................... *4*4 FORCES AT CIT1CAL LOCATION ... N LOCATION N0IENT AIA .........SH EAR ................................. ... . .. (Fl) (KFT) ('I) .......(KTp) ......(fl\) 4 . 23.32.3 53.113 2.413 2.405 930 1.182 *** AXIAL AND OENCING STRESSES ** .*:$$5HEAR STRESSES 4 FAA FA FAA/FA FIE FBA FCC iNTERACTION F li F'jA (KS!) (KSI) (1<51) 11<51) (1<51) R,T1C (KSI) (1<51) 0.441 17.807 0.025 17.817 ' 36.350 3.9C ......r57 .........................................23;1S I.S5 0.CE4 .............. 11 ... .. .. . COLUMN NO.: TUTNTINUEL..._ LOAD DESCRIPTICN: CL+SEISt'UC ASF:1.33 CP:1.2C0 'FACTORS' .SPECIL UAIFCRfr LCACS $ LL DL V PCTNH CT1\ h I 1CT!\ 3CTLC/C 801 LCC TCPLOAL ICP LCC FACT0R'-FACT0R--FACT0.R --K1PSr"(KIFS (NIPS LKJFTT(FT )LK'FT1'(FT)' 0.00O 0.000 1.000 1.CIO —0..47 —1.412 C.C25 C.CCO C.02 0.0CC ****FC.RCES'ATCRITICAC - - UCCATIC-N - -•-- --'v---.-- - -r- -'' N LOCAT ION MOMENT A1L SHEAR LY C3 FCRCE—X FCRCE—Y MCt'ENT LOCATION (FT) (KFT) (KIPS) (KIPS) (IN) (KIPJ 1I<IPS3 (N Fl) (Fl) - 22.233 -" 3.7S2 .1Ci0"0.156 S6.CCC 1.1E1 CS81 c;oco--accc34.gl4 **** AXIAL AND 3ENLJING STRESSES t-*-*SHEAR 5TJESSES *$* FAA/FA FE FeA F8C ThTE.R.ACT iON KS1) (KSI) -. 1KS1J'1KS1) 'fKSIY ATIt WS 0.1E5 17 .E10'7 0.0.10 17.817 2.372 0.070 2.61S 0.12S--0.CC5 EASE' PLATE: 6.01C X 10.000 X C.5C0 ANHCP OL15:2C75CIt L1 . . - .-. .•. • . . ,.-- -.. - . ...................... .----.- .... . .-. - ......-.. . ... ....... .. -•- -- .--•- .- .....................-. - %. -. ........-.. . ,,- ......--.,-, .----,, .-.•..• .... .•.._. .. .... ..- - - .... .. . ...• - .,*-.---.--rr....-* •'-•-•...•••-._• .n--.-&..---- -.,- -. -----------r_•_- -'•-r- '---S-- ......- __?%._ .......... ................................. - ....................- •.- .. .--- .-.-.-----.--..-- - .......,............. - ... -----'--'-----.---------.-------1tw--r--- ..' t..•*-t..' t_.. . ..-..,_. ......->_t_,.-_rt-.-' . ..---.*.-.....-..,.--- - .• ... --.--.,-.,-..--.-..r ,_!-.----..-. - -, . EIR 5ra65-u1 . . . . - St317 PLAN: EWO5 "SHEETE-000 E\DLLCESIG1 05/30/85 "COLUMN N0.:003'INTERICR WEE: 8.124"XC.i3" L.ENC1I:3'8 LOCATION OF COLUMN F.RCN F.RcNT.:srcEwAao'o 4\LERGE SAçi **** SECTION PROPERTIES *** DEPTH FLGETH FLC THK WEB T}1( WEBCPTH .R.X R RI'TX"' 0 ARE FY (IN) (IN) (IN) (IN)" .........tIM UN) (IN) ()NiTIN.3TT[N'r1KS.Ii 9.000 5.000 0.433 0.134 8.124 3.S72 1.2S2 1.3E7 1c.1E4 5.S 50.0CC LOAD DESCRIPTICN: LL+DL ASF:1.0.3 CP:1.200 *$$* FACTORS ,'AND REACTIONS LL DL VICTN 14,'E1CTN H0 TRCTN FACTOR FACTOR FACTOR (KIPS) (KIPS) (KIPS) 1..000 0.000 1.003 4.c72 fj .CCO C.CCC ** FORCES AT CRITICAL LCCATLCN *** N LOCATION MC1Et1T AXIAL SHAR L' (Fl) (KIT) (KIPS)'(KIPS) UN) . . 1 0.0O3 O..00O .c72 C.CCO 1.CCC 1.750 **** AXIAL ANC flENC INC STRESSES . . . . . * SHEAR STESSES *** FAA FA FAA/FAF'E Ft 00 F2C INTERACT ION FV ................F'A . ........./F VA' (KSI ) (KS!) (KS!) (KSI ) (KSI ) RAT IC (1<51) (K'I ) 0.909 12.178 - 0.075 '.12.178 0003 3CU1c. .0.075 . fl.71 cl. C.CCC C.CCO LOAD DESCRIPTION: ViL4DL **** FACTORS AND REACT ICNS IL IJL DL FACTOR FACTOR FACTOR 0.000 1.CGO 1.300 ASF:1.33 CP:.1.2CC -.-- V RCTII H 8 .RCTN H T RC'TI\ (K IPS) (KIPS) 11<1P5) -2.1.31 -7.1.17 -7.2 *** FORCES AT CRITICAL LOCATION N "LCCATION 10ENT AX1IAL' SHEAR" L CB ' 0_00 f 0 .............. (KIPS)'tKIPS')...........(IN).0 ---- 23.333 64.225 2.131 2.7E1 S.CCC I.1c2 _•****' AXL4LThNO3ENDItG' STRE5S'''- FAA JA FAA/FA FIE FDA FDC INiERACIIC1 FV . FVA FV/FVA (KSI) (XSI) (KS.I) (KS I) (1<51) RATIO 0 ('1<51) (1<S I) 0.380 16.513 0.023 'l.513 36.530 3S.cC 1.ca ...........................23.28 2.30. ::::::2:::j:::: ::::O:J::1.: ., ,.. .:::''i::::: ::•::::::-:::::,:.::i:: • .. I ___ ., _ _ .TTTTTTL.. .... _ .... LOA00E5CRiPT.ICN: DL4SEISMIC AFi.33 C:1.20O ****FACTORS .NO ......................................................................................... REACT IONS'4 - . ....... ....-.... )$$ SPECIAL U!IFORM L:DACS *** LI IlL DL H FRCTIC CTTCAC ECTLLC TCPLCAC TCP L C C FACTUR"FACTO.R FACT0R KIPsrcK'Ic.Sr IKIPS) (K7FJr(FT).......LY/FT) 1FT) 0.000 o.o 1.000 C. E92 —0.40 —1.4 0.C24C.000..C.024 0.0CC ***FCRCESAT CITICALT0CATT(:N • N LOCATION MCMENT AXIAL SHEAR LY . CO IQRCEX FCRCE—Y . MOMENT LOCATION (FT) (KFT) (KIP.) I<IPS) (IN) . (KIPS) (K!PS) (lifT) (IT) 4 23.333 4.041' C;892 0.174 9a.000 - :1So 3J C.CCCCCCCá.'5E1 **** AXIAL AND BENC1Ni STRES15 * SI-L-AR STRES.ES *** FA . FAA/FA '?'E' FEA FDC 1I'JTERACT JON Fv . ' 'FVA FVYF'JA' (KSI ) (KSI) . (KS!)' "(K.1J (KSIY' RATIO (KSIY' (KSI) 0.159 16.513 0.010 16 .51.3 2.425 c.ccc .0.071 2J.28 O.14 0.006 BASE P LATE-.';'8.C,0 0 X 1J.000 X 0.500 ANICR 80LT5:2'C750.IN ..',- . ,,.•,*. .-.'..........................-..'...-- * ..,,. .'. - ". .......'- • ......-'--.-.'t.*--.- ..,. ' ...,.,..,.... - '4**"S __-V-' 4 * ........ * , ._ .. ..,, . . ... ,. .. ,.,.,. ..,.r. - ... .... .,.c....,., ............. .- - .,.. *. ,.,.... ,.. .................... ..,a ,.. ....... ...,.,',.., '4'-.-. ....4'... 4'.- .-.-•'-.. .---. 4'-..-,-.,-4 _._. 4'**•'•'•*"••4'44'4•'***4' 4*4' '9*''."*'•* * ... . . .-_. ..,, . . . • ,. ,...,.- ' '-.4'-- .-.-•r. ----- ...............'-*---''r-------*....'': '-Yt.... _**__*._4____*.t_._, _***_. '4' -- ... . A!1ERICUTCcTfcSCCfrPt\ JOB NUME5T35-01 PLAN: EW05 SHEET E-000' ENDALL DESIGN 05/30/3 15 COLUMN N0. :0C4 EB: 9.124'C.134 LEtGTI-:3á1 8 .LOCATION OF CGLUN :.FROM' FRoNT:s'rcE1AEiLT:6o" c:L::: ..T T4 .R'AEOA' SECTION PROPERTIES DEPTH FLG t'iDT FLG THK -. WEB THKWE CPTH R'? .... fy (IN) (IN) (IN) (IN) _-' ---(IN) (IN) (IN)(INJ 9.000 5.COC 0.433 0.134 a.124 3.7J . 1.292 1.387 ,19 .184 .'6950.000 LOAD DESCRIPTICN: LL+DL ASF:1.03 CP:.I.20C FACTORS AND REICTIONS LL WL DL '' RCT ft H 3 RCTN H T RCTN . . . FACTOR FACTC; FACTOR K1PS (KIPS) (KIPS) 1.000 • o.coo i.Jco ;.72 - . pccc. .... .. .:.:::: ..., **** FORCES .AT C R ITICAL LOCATICN N LOCATION MCMENT i\XI.L SHEIR LY C3 (FT) (KFT) (KIPS) (KIPS) (.INi 1 C.(CO 0.000 4.972 0.000 .1.000 1.70 $** AXIAL AND BENDiNG STRESSES ...,....... - ....... .'4 ShEAR STRESSES 4$' FAA FAA/FA FOE FA BC INTER/CTICN .......*_f ..........f'JJ (KSI) . (KS!) (KSI) (1(51) (KS!) RATIO (1(51) (1(5!) 0.909 12.173 0.015 12.1700.01:0 .. 11_ç.ccc. o.oco LOAD DESCRIPTION: L+DL ASF:1.33 CP:1.200 • .,.._, ... ...................... $* FACTORS .A!'JD REACTIONS .......... -.-.--.."..... ,.- ......... LL dL DL V •RCTfl H 3 RCTN H I RCTN FACTOR FACTOR FACTO? (KIPS) (KIPS) (KIPS) 0.000 .....1.000 1.000 -2.131 717• -7362 .•- .-- .- . ........................ *3*' FORCES AT CI1.LCAL LCCATICN *** N LOCATION MCMENT A.IAL SHEAR CB - . ... . (Fl) (KFT) (KIPS) (KIPS -FIN i .. . 4 23.33.3 4.225 2.131 2..7E1 S.CCC 1.192 *** AXIAL AND BENDING STRESSES --"•.-. .. .........-,.,, ... 4SHEARST?ESSES**4.. FAA FA FAA/FA F'E F3A 1NTERA5T1C\ . FV fl/A FV/FVA (KS!) (KSI) (1(5 1) (K.I ) (1(51) RATIO (KSI) (1(51) 0.3E0 • 16.13 0.023 16.513 . 30.530 39.99C 1.009 ..... 2';30 c.ccc ........................................................:S.:........................:.: :.•..:.,:::.::i::::::::::.:..:..2i... LOAD DESCRIPTION: DL+SEISMIC . ASF:i.J3 Cf:1.00 '"$$**FACTORS AND REACTIONS 4'4 . . . . ........ SPECIAL U!%IFCPJ LOiS *** IL WL DL VCTN"H EPCTNH 1 RCT" r2CTLED ECTLEC TOP LCC "TGPLCC IPSY (K7..TF .... 0.000 0.000 1.000 0.E92 -0.450 -i.443 0.C24 .C.CCC 0.024 C.CCC ****FcRCESAT CRITICALLOCATiON N LOCATION !CMENT AXIAL S Hl- AR L CB FURCE-X FCRCE-Y t.CEhT LCCMICN (FT (KFT) (KIPS) (KIPS) (IN) (KIPS) (KIPS) (.KFTJ (Fl) 4" 23.333 4041 08920174 é0CC C'CCC'C'CCC 36.51 *** AXIAL AND BENDING STRESSES * SHEAR STRESSES *$* FA FAA/FA - ' 1-13A F3 INiE 'C1 iCt FV F V A FV/FVA (KS I) .........(KSI) K S I J ' iATIL"' 0.159 1.513 0.010 1.13 2.425 C.071 23.28 01Y- 0006 BASE PLATE: 8.000 X 10.000 X 0.500 A PiCFCR BULTS:2-C. Tr- CIN DI A ............................'.. . .. ......... .;.... .,........................................ ...,..,..... .. ....... ....'... ...-. ..................,, . ..................-. .... ,. ........ ,... ........,.. ..... ..... . .......................................................... .................-.. ............ .;:, . ,....." . .......................... JU5 NUK51dô-Li . . PLAN: EW05 SHEET EC00 EtcDALL DESIGN 0/301E5 COLUMN NG.:005 .NTEICRC0LUMN ftlC-E: 5.00"XC.439" WEB: 9.124"Xc.134" LEI'GT1-:35'O LOCATION OF COLUMN FROM FRCNT SIEWALL8G' C AE.RAGE L3Y . CIIGTi9' 6 ................................. . ** SECTICN PROPERTIES *** DEPTH FLG WOTH FLG IHK WEB THK........EB'CPTH ..............flY S.X.....................AFE ................ (IN) (IN) ( IN) ............(IN) .............(IN) (IN) ......(IN).................0 INF' 1 111\3) 71N,2) ...........(KS!) 9.0(0 5.000 0.423 C.1.3 4 6.124 3.972 1.292 1.387 .IS.184 0.0CC L0D DESCRIPTION: LL+DL ASF:1.CJ CP:1.2CC *** FACTORS AND REACTIONS IL DL V RCTtI H B RCTN H I PCT!\ . ........................ . . FACTOR FACTOR FACTOR (KIPS) (KIPS) (KIPS) 1.000 0.000 1.000 5.629 0.CC0 *$* FORCES AT CRITICAL LOCATION N LC.AT.IUN tCMENT AXIAL ShEAfl LY CD (FT) (KFT) (IUPS) (KIPS) (IN) .. ... . . 1 0.000 0.000 5.629 C.CCO 1.GCC 1.75C AXIAL AND BENCING STRESSES SHEAR STRES SES, *4* FAA FA FAA/FA E'C FDJ' FBC .IN1EfU\CTiCt FV...........FVA FV/FVA (KSI ) (KS I) (KS I) (KSI ) (KS I) RAUC (KS!) (KSI) 1.029 13.353 0.077 C.CCC .CCC C.077 .'•': C.CCC 0.0CC LOAD DESCRIPTION: WL+DL ASF:1.33 CP: 1.2CC FACTORS AND REACTIONS . . . LL WL DL V flCTN H B RCIN H 1 RCII\ FACTOR FACTOR FACTOR (J?P5) (KI!S) (K IDs) 0.000 .1.0uO 1.000 -.13 -6.669 -6.9CC FORCES AT CRITICAL LOCATION N LOCATION MOMENT AX.IAL SHEAR L . . (FT) (K FT (KIPS) (KIPS) (iN) ........................................................................................................................ 4 2.3.33 50.113 2.13 2.4C5 96.000 1.182 .. **** AXIAL AND BONE IN STRESSES ** . STESSES....*4* FAA F A FAi.\/FA F'E FBA FEC IN1ERACTICN FV F'JA (KSI ) (KS!) (KS!) (KS!) (KSI) RAT.JC (KS I) (KS.!) 0.441 17.607 0.025 17.817 36.350 39.99C C.S51 ......................23.61c 1.95 0.084 . . . .......................................... C1JLUNWNDTTOO5(UrNTINUE3, 22 CL'SEISM.IC .ASF,:i.J3 ... ... 44$: FACTORS AND REACTION~ ... -- .., ..SPE.C.IAL...U1.1F0Rt'i LOACS. . LI L DL V RC TN H E RCT'J HT RCT1' , BCT LCAD EC1LLC TCPLCAC JCP LCC FACT0R FACTOR FACTOR'' (KIPS).............LRIPS) (KX5) .(K)...) .) Th K1Ffl(Fl) 0.000 0.003 1.000 i.c 1 —0.1 1.412 0.025 C.CCC Q.C2 0.0CC —****"'FORCES AT CRITiCAL .L0CTiON ..*4,... .... "" POINT LOCS N . LOCAT ION MOMENT AXIAL SHEAR LY CL FO.RE—X FCRCE—Y !CtEN'T LOCATION (FT) (KFT) (K1PS) - (KIPS) (IN) (KIPS) (1<IPS) (KET) (FT) ...4.................23.333 3792 'h01O "0;15o G81 c:od ** AXIAL ANC OENCIG STRESSES *$ SHEAR. 5TESSES *** FAA F' F.A.A/FA F'E FB FC I\TERACT'CF\ F' F l F/EVA (KS-I.1; (Ki) R.ATIC .... (Ks I) (KSI) 0.1 €5 17. €07 0.010 .17.E17 2.572 5S.JC 0.070 ...--. .,, 2.1c C. 12 .,.. ASEPLATE:"8000 X"10.0a0'XC..5C•'J AtF1CR E0L1:2-C.75IN CIA ...............,. -. .,. --. . .. . .. . .,.-..........-..—...........'..-..—....--.-....................... . .. ................... ... ..... .................. .... .... ............... :,. ................. . ....:. _. . - ......a... . -, ................- .. . . . .._ ...... ..........- ............................__........._..._._ ...a...........,... ...... j._.....J....... ............L_ ... ... ...... .._.............,..L.._ .......A.....................a...... . ............ ... . .. . . . . ..................... JU3NUM8ER: 51W&55-U1 . . . •st3- PLfiN: EW05'SHEET E-000 EtdJWfLL CESIGt 05/3018 COLUMN" No;: 006 CORN ER COLUMN_:: ;.::: ENGT 13 45•J LOCATION OF COLUM N FICN FRONT SICEWALL:100'O AVERAGE CAY SFAC1tG:12' ****SECTION PROPERTIES DEPTH FLG WOTH FLC THK WED THK WEB CPIH RY R P.YT sx AREA FY (IN) (IN) (IN) tIN) UN) (IN ). I IN) C 1 N( IN3) 1.IN2i"' ( KSIY 7,.890 3.940 0.204 0.170 7.462 3.23C 0.841 C.csc 7.CC 2.60 36.000 ...............- -..... ,.- ...... . -. ..,- ....,. *-....,., -. . -",,..- ,..-.,...*_, -..--. .,....-..--. ...... LOAD DESCRIPTION:....LL4Dt° *** FACTORS AND REACTIONS **$* LL' . .WL - DL VRCTN HBRCTN H TRCTN .-.-.."... ' ..-. -FACTOR--FACTOR ......'FACTO (KlPS)"(KIPS) '' (KIPS) " - - -'.-.---.- 1.000 0.•000 1.1400 1.25 - O.CCO C.CCC '****FCRCEST'CRJT1CAL LOCATICN ,--.- ...............--"..--................. N LOCATION 14C!1ENT A X IAL SHEAR LV CE (FT) (KFT) (KIPS) (KIPS) (IN) . . 15.233 C.CCO 1c25 33 37.0 - . -10750 AXIAL AND BENDING STRESSES ** *$$ SHEAR STRESSES *$* FAA .......FA FA/FA F'E F-LL FCC INTERACTICN '. " 'FV - F'jA F'v/FVA (KSI )" ' (KSI) . (KSI) (K5I) 11<513 RAT.IC .................... -.-(KS!') 1KSI) 0.650 9.697 0.067 0.000 21..60C 0.C1 . 14.4CC C.CCC -------- 0.000 LOAD DESCR.IPT1CN: L+DL ASF:1..33 CF:C.J30 FACTORS AND RE A CTIONS LL W DL V RCT"I h C A(-TN H I HCTN ' ,-'-.- -' ............... . . FACTOR FACTOR FACTOR (KIPS) (KIPS) (KIPS)' 0.0CC 1.000 i.00O 0.380 0.000 0.00C ................ . *44* FORCES AT CRiTICAL LOCATION N LCCATICN 1CMENT AXIAL SHEAR LV CC ................. (Fl) (X FT (KIPS) "(KlPS) '(IN).................................'•'- ..:-.. 3 15.333 0.000 0.380 0.000 87.0CC 1.7C **** AXIAL'AND 3ENDItG STRESSES *"'""' - ........... 'ThSHEAR5TPESSE5 *4*" 'FAA FA FAA/FA' 'FIE ....... FDA" F3C'" iNTERACT I N '"'.FVA............FV/FVA' (KS1) (KS.I) (KSI) (KSI) (KSI) RATI[ (1<51) (KS!) 0.128 '12.c25 0.010 12.S38 " 28.793 0.010'' 0.000 ....O.00O :.. .L :•:.::::TL:::::: Cu t D1ST1 NU1 1.. LOAD DESCRIPTION: DL+SEISMIC ASF:1..33 CF:0.000 ****"FACTORS' /ND REACTIONS '**# ...... SPECIAL LOACS ** .UNIFON LL WL DL 'JRCT'i H t3RCTN'H 1 CTI\ ECT ttAC ECT LLCTDP LOAC TOP ICC FACTOR—FACT.OW"TKIPS) .... )..... fqp .......................................... (7F1y ............(FTY(IcifT) iFT )...... 0.000 0.300 I.00O C.280 -0.64 —1.278 0 .0 19 C.cCC .c.00co.co '*** FCRCES AT CP1TICL LOCATI01" PCItT LC.CSi*** N LCCATICN MCP1ENT AXIAL SHEAR L CD . FORCE—) FORCE—'E . MO!'ENT LCCATICN (FT) (KFT) (KIPS) (KIPS) (IN) . .. . . (KIPS) (KIPS) IKFT) IF!) 23.313 54.50 0.38O 02i2 96.0OC i;1T' C2S 44** AXIAL AND BENDING STRESSES . * SHEAR STRESSES ** FAA F&A/A -F#E'' '7FE3A FBC P TE R'\C1iCZ F f'JA f'J/F'J. . (KS.I ) (KS I) ..................(KS Ii........(KS I ) ........(KSfl C RATI (Y, ST, 1 vS1................................ 0.128 . :12. 2.5 0.010 12.YJ8 3.384 22.SC. 0.380 . 1S.1c5 C.153 0..0C3 BASE PLATE: 5.000 X 8T.25.3 X 0.375 Ai'ChCR 30LTS:2—C.5CiN .............. .. c; .............. ....................... a. * I............ . .. . :..•...................................................................... . ............- . .---.. --..- ........ ..c. ....— .............",.........-..... --'--...__.4' -..-..,..-.4...... ............. ........ . ....... ................. ....- ... ......... • ..... ......... .............................. JUti NUML3E:R 5flTô.55-Uj St 2 BRAGING CE.SICj\ . O5J30/8 LOAD DESCRIPTIGN:"LL+DL NUM DAY SPACE SIZE W FCICE C FCRCE tLL TEN RAflC PIPE BAY I FT UIPS) (KIPS) (<IP5)r. J C.LX TC FRONT SIDEWALL 2 201 7 6C8- 0.COO 0.000 13.338 C.CCO -- - ROCF 2 I9'4 BC6- ,C•.00G .. 0.0D0 2 20'O 2 101 0 3C4- 0.300 0.000 2.316 c.CCO 2 10 10 3C4- 0.0CC 0.300 16 0.000 .3 2 20'0 L3L1*- C.COO 0.000 2.216"--'-"C'.CCC 2 19'4 BCo-- .3.000 o;000 REAR SIDEWALL 2 20'7 8C8- 0.0CC C.000 13.333 0.CCC CNDWALL I 20'0 4.0i 5 5.322 5 .00.S54)3'1 ..............................-.-...-. -. .,.,- ................... LOAD DESCRIPTION: WL+DL ASF:1.333 1'J Y. DAY SPACE SIZE FRCE C FE ILL lEN RAT IC PIPE BAY (FT) (KiPS) IKIPSJ (KIPS) 01 X TCK FRCNT SIDEWALL 2 20'7 E303- 1'i. i I.1i 13.33E 1.C2 ROOF 2 19'4 . 306- 5 .75C 7.32 1.063 2 20'O BC4- (.135 4.234 3..216 1.2S2 2 101 0 0C4- C.JCC 0.000 2.316 C.CCC 2 10 1 0 004- 6.135 0.3W) 3.316 0.0CC . 2 20'0 3C4- 5.75C 4.285 3.3161.22' 2 19'4 3C6- 0.000 E.16-6 7.32 1.C2 REAR SIDEWALL 2 20'7 OCS- 14.665 14.159 13.23E 1.062 ENOWALL I 20'0 3C5- 4.C55 5.322 5.590 0.95.2 43Y16 ::L: .•.: .:....:::.;L.::::L........... 4 4 55 1 H I 4 4 1 4 4 4 6 45 4 44 LLJ f 4 41 cL-I ••-4,ç, 45 S —S * 55 45 4 4 1 £.. I i ' 5. I- Q-.QLJNL) 4 4..J (Ni L(N u 3 1 U' CNL)4..JC'JL) (J' I 45 r.') r' 1 'iWlfl 41 ic )'U 1 Q_j ...,,.., !s• .5 4 4 . . . II I & S 1 4 54 5 1 .5 5 54 5 5 t4 3 1'l' )..4QC)s1a) çj- c'j r j cc (fl r -) C)-4 C, I ' fI P 4 4 fl L 4 ('4 N-.Q(JN N ;55 I -i L. R4 4 H LL.1) QL)Q Cl aJc) n • 5 H . 4.5 4. 5. U.. LJ 'i'U 01c\iC)C'J CT. C) 101 V) j) IX) ?0'(.4)C7' C) IX) () 4 4 5 5 4 ., cJ!-- . ' ' ' ' •• ' '• ..,. : 4 N L'C)LflLflL) (4 S I LU I COL5'i M. ca ar) al co C, 3 . . . .4 tj;i 4 H LLJ5 5' H 54 4 .. H (/)I-..' —. N OQOtJ N C' If) . 5 - a • - - - . - . 4 0 0' C) 0 C) C) Cr' C) C) 5 (N -4(N4--4(N ('4 ('4 4 Jr.Ic\J('JN (N 3•J 4 . . IT 4iij t.UH ' H , LU If) 4 s ' s 5...J 5 4 54 5' H 1 H C) 1 44 4 4 4 cic 0 UI _J u_ cc: LU SUBJECT___________________________ JOB NO . _7J rAMERICAN "iBUILDINGS EUFAULA, ALABAMA - JAMESTOWN, OHIO SHEET Fc- OF SHEETS BY ATLANTIC, IOWA ___- - --.- - -- - ----r----- r- : TT#iI2LJI\bL - / rCfl psiriJ -- - - '._-,.--.'- -. 22-5 -, - --• qo' ----- - ------------- rf ____ _ _ i4 :T: . •i_- E7 I I I I - -2-9105 IIiIiIT- ILI. ---__.L._::'i1 -•_______________ ___________ L4, - - A ELT H : SUBJECT___________________________ JOB NO. SHE /S EUFAULA, ALABAMA ),-- ET9FsHEETs TIC ATLANTIC, IOWA - JAMESTOWN, OHIO J36 JR< rAMERICAN "iBUILDIN.S DATE_ I H - --- - - - - C. 27 !------- •H\ ---H-'- H -.- C:2:F 2I'O - I 237k (L 221 (C (777777 1 -- -- - 2.-H -'--a- 264k F - - :------------------- -v. - 2 Fur '1O k fy ----7- L----- S -f---- 1 4 - - p - H 'AO A&-- - - - -CP)TiUL --, WL (p 1'1[ /5 — CIT/ L ----------------------------------------------------i------ F0 L' "ND _FP 510 2/S1 Q9) - oJ -- U::tl3171 A71 TIL SUBJECT__________________________ JOB NO . AMERICAN BUILDINGS DATE i,(Cfr_(f H -r r -. SHEETOF 4 SHEETS EUFAULA ALABAM A_ ATLANTIC, IOWA - JAMESTOWN, 10 BY_______________ - Li LAI i y,c) _•____-...__j.__.. . .., / .. 1A )C h AP(0 2-7 %nP--Ot 7-- N; - - iizi, --i/ L I 4c2 -- - J ? 13 -- 4 - I -[-1C ,. 10 J. .A O-3 r L - - . . . . . . - I ---4-H-----r-- -- i . ---- - V . ~ .....• ..........- I..__ r ~ --' - ...........I.__,.__L_:-i___._I . . • ..;_.____.. . V __ -. .........-.L. ~ .i . -. V _ •• ~ 4 I -- SUBJECT JOB NO. 7- SHEET el- rAMIERICAN IB!DINGS - :. _OF SHEETS IOWA - JAMESTOWN. OHIO ATLANTIC, DATE_______________ BY_______ EUFAULA trR (OI)J[-Im7 f ce1JcTcl. J8I.3 4...,; (+.23") ' /. - . ---• I - ..-, .4 - - -.T- 1L L_. ------------------------- . -- . :-- - - . L ..____.!_.,.. .. IL.... *4. - H -------------- • : ----...... I - :v ETTTfi -- - - 4• 4 4 4-.. _F.L.._ OF - (f O, 4tT_JiL J71Lk--it1 :. . . / 7y ----- 7-V (l4)19195s ...J_. I . ------------------ - - 134 -- - Sl h± +-FH----:--i--.--- - :- ------ - - . -- -I--- I -As W -. - .- --- - . - r L:LL ::: - .-• -............ •- _--t-........ . -.--- -- ..•.----i... -r - -- - Li 'I ,t1 T'''4' 1i ...................................;-1f H ,• . I 'I •: -- , . .._.. - _.__i. 1 ''I - - . •.. . . . - - H ..........- AMERICAN BUILDINGS COMPANY AMERICAN BUILDINGS COMPANY'S STANDARD PURLINS AND GIRTS ARE LIGHT GAGE, 6 x 2¼, 8 x 2½-,0D 9.5 x 3 "Z" SECTIONS(WITH STIFFENED FLANGES) COLD-FORMED FROM 55,00 0 P S I Y I E L D S T E E L . THE SECTION PROPERTIES AND CAPACITIES COMPUTED IN ACCORDANCE W I T H A I S I S P E C I F I C A T I O N S A R I DIMENSIONS, PROPERTIES AND CAPACITIES - 24" 2'2" \. 3" S, _ __X 45\ ~45 \- §_" fx_9.5 45*\ WL2~4~ "3- ALLOW ALLOW J ALLOW MAX. MAX. MAX. MAX. * SHEAR BEAM ALLOW ALLOW ALLOW. SECTION GAGE THICK. AREA WI. Ix Sx Rx R STRESS STRESS SHEAR SHEAR MOMENT MOMENT (IN.) (IN.) (LB. FT.) (IN.)4 (IN.)-3 (IN) W(WIND)T KIPS (W/ WIND (KSI) (KSI) (KIPS) (KIPS) (FT. KIPS 6218 18 0.048 0.57 1.97 3.14 0.96 2.38 1.14 5.51 33.0 1.56 2.08 2.64 3.52 6216 16 0.060 0.71 2.45 3.90 1.26 2.38 1.14 8.66 33.0 3.06 4.08 3.46 4.61 6Z14 14 0.075 0.88 3.06 4.83 1.61 2.37 1.14 13.68 33.0 6.01 8.01 4.43 5.91 8216 16 0.060 0.87 3.03 8.47 2.01 3.12 1.28 4.82 33.0 2.28 3.04 5.53 7.37 8214 14 0.075 1.09 3.77 10.52 2.63 3.11 1.28 7.59 33.0 4.47 5.96 7.23 9.64 8212 12 0.105 1.54 5.23 14.42 3.61 3.06 1.28 14.72 33.0 12.20 16.27 9.93 13.23 9.5215 15 0.067 1.15 3.92 15.93 3.35 3.71 1.52 4.20 33.0 2.65 3.53 8.47 11.29 9.5214 14 0.075 1.29 4.40 17.77 3.74 3.71 1.51 5.27 33.0 3.72 4.97 9.76 13.01 9.5213 13 0.090 1.55 5.27 21.21 4.46 3.70 1.51 7.61 33.0 6.44 8.59 12.20 16.26 9.5212 12 0.105 1.79 6.10 24.41 5.14 3.67 1.51 1 10.39 33.0 10.25 13.67 14.13 18.83 *EFFECTIVE SECTION MODULI USED FOR BENDING CALCULATIONS. **SHEAR STRESS LIMITED BY THE FORMULA Fv :83,200/(h/t ) .4Fy THE MOMENTS AND SHEARS USED IN SELECTING THE "Z" SECTION AND CO N N E C T I O N F O R T H E P U R L I N S AND GIRTS CAN BE FOUND ON PAGES 2-210 & 2-211 OF THE AISC "MANUAL O F S T E E L C O N S T R U C T I O N " , 7TH EDITION. FOR GENERAL APPLICATION A UNIFORM LINE LOAD OF 1.0 KI P S P E R F O O T I S S H O W N O N PACE 3 OF THIS SECTION. THE ACTUAL MOMENTS CAN BE FOUND BY M U L T I P L Y I N G T H E A C T U A L L I N E LOAD BY THESE MOMENTS. ANY HANDBOOK THAT SHOWS CONTINUOUS BE A N M O M E N T S F O R A G R E A T E R NUMBER OF SPANS THAN FOUR(4) WILL VERIFY THAT THE THREE AND FOUR SPAN CONDITION USED PRODUCE LARGER MOMENTS. TO MEET VARYING LOAD REQUIREMENTS, THE MEMBERS ARE LAPPED 3'-0" or 6" OVER INTERIOR FRAMES TO FORM A CONTINUOUS BEAM. THE 3'-13" LAP IS CAPABLE OF DEVELOPING THE FULL MOMENT CAPACITY OF THE TWO SECTIONS OVER THE SUPPORT,MAKING THE CRITICAL SECTION 1'-5" EITH E R S I D OF THE FIRST INTERIOR FRAME OR THE MAXIMUM POSITIVE MOMENT IN TH E E N D B A Y . T H E 6 " L A P I S DESIGNED FOR SINGLE SECTION MOMENT CAPACITY OVER THE SUPPORT. THE CALCULATIONS ON THE FOLLOWING PAGES SUPPORT THE SECTION AND CONNECTION USED. SCALE: NONE DATE OWN. BY: J.K.C. 8-17-79 CKD. BY: L.M. 8-17-79 APP'O BY: ISSUE DATE: TIVflVt.St Wfl, ...,nj PURLIN and GIRT CALCULATIONS A e3X9 = CIL tG8 C...... MA$*a DRAWING . - . I NUMSC 2 3.".).. H •' V. -If CONNECTION DESIGN lw C1=O/2-O.33 C2 D/2- 0.67' SIX IN. TYE LAP THREE FT TYPE LAP BOLTS - DIAMETER MACHINE (ASTM A307) 10.0 K.S.I. (TABLE 1.5.2.1 AISC) 1.5 F1.5x 70105 K.S.I. ALLOWABLE SHEAR - F = 10.0 x 0. 196 = 1.96 KIPS/ BOLT ALLOWABLE BEARING -F2.51 KIPS (18 C-A.) 3.14 KIPS (16 GA.), 3.92 KI P S ( 1 4 G A . ) SIX . INCH TYPE LAP SECTON ALLQWABLE MOMENT 8Z16 (34 - . M0 = ZFd r Fd = 1.96 KPS X 21.52/12 = 3.51 FT.-KIPS 6Z16 GA. - ZMp = ZFd = FZd = 1.96 j:PS x16.04/12 = 2.62 F1.-iclPS 6Z18 GA. - Mp FEd 1.96 I'PS x IG.04I12= 2.62 FT.-KIPS THEREFORE, THE CONNECTION IS ADEQUATE FOR THE FULL BENDING CAPACITY OF THE 6216 GA. SECTION ONLY. THREE FOOT TYPE LAP SECTIONS - ALL ASSUME LOADING AS BELOW F F FRAME P 2F LOAD DIAGRAM M . FRAME Q = aF Q FRAME 1 R/2 F FREE BODY OF LEFT MOFRAME Q at42Vx, HENCE. THE ACTUAL MOMENT AT THE CENTERLINE OF THE LAP IS D I V I D E D E Q U A L L Y I N T H E T % O " Z E E S " ASSUME Vb = 3.92 KIPS (2 x 1.96 KIPS) M Q 1.42 FT. x 3.92 *2 = 11.1 FT-KIPS (>9.76 FOOT- KIPS, 914) IT FOLLOWS THAT THE STRENGTH OF TWO SECTIONS IS AT THE LAP CENTE R L I N E . A S T H E M O M E N T RESULTING FROM Vb CAN BE IN EXCESS OF THE MOMENT STRENGT H O F A N Y S I N G L E S E C T I O N . CATE : 12 PURLIN AND GIRT CACHECKCD BY:LCULATIONS SWW L. cwc uo. SY:J.W Wi_1-27-81 DR.AWU4G . LJ ECT — Oe NO.______________ _SHEET_O...........5lEET5 IaIca. •I.ILDSNGS • DATE________________________ v ______________ £UCAtJLA. ALABAMA — jAME5TOWN, OHIO ATLANTIC. IOWA - SOUTHAMPTON. MASS. CA2-CILA r,o'-i O . /A/CII p,oPE.r'E5 C. S • . . . . . • - -•p ':.j:: '. , •. . ...• .. .: ••. • 7' kJ 1 , - .J&JECT ______________ / r.u.______________ ( ii3..5HEET_OF_SP4EET5 By ..UFAUL.A. ALABAMA - aAM(STOWN, OHIO ATLANTIC. IOWA - SOUTHAMPTON. MASS. Ev '-reur fl "1 -. 4.WO - . - V V V S - V V V V V V• ...: ...V - - V V V . . .. V V - VVV•V• V.V:VV V•VV V V VVVV ;VV. VVVVV• V.VV. • - - - VV..VV :V..V(VV - -.7 . - .,JECT /2 __JOB NO. ( _SkEET_OF_ SHEETS DATE BY ELirAULA. ALABAMA - .AMESTON. 0.1,0 ATLANTIC. tOWA - SQUTHAMTON. MASS. - /2.. (4. S ..L.E./-1 . v LY: ZYJ1 Io( LxFLX t i I 2 4 3.375*. Zh'25 9,00 57/9 21.00 2/6.0 000 /b coo 2.20 4oô 2. 59 9.6/2 000 coo 00 32.00 5.00 4.00 000 4.5.0 .875. ccc .437 coo .B3 COO I1_1_.o Hoc 7 /0 '5227s'7.c90 .930 /7,7/9 000 2 i7.Q 65..102. 37.73 4.14 22.53 . 10-79 - V' 4jr iz 17.5-0 381, = '4.7_./ /#1 tAt .1z.)' ,L. /o79 ,'- 8.-4.- ii.o(i.z)' ' 12 ,7 IA14 r yi '/,ç .sy /./9 (tp) C /'9 IAI '7'2..) ..................................................................................... •. 0 . •. . S . . .. . .5. (S /2 {4fJAfC ( JONO . - - - - - - - .( _sHEEr_OF_sHEETs DATE fltsjca*, __ (0••.•• -BY EUFAULA. ALABAMA - ..AMESrOwr.d. 01-#10 - - ATLANT.C. 'ObSA - SOUT.4AMPTO.. MASS. c 71 Vh.</ OF LIP A S - TcP.. FL,4AJ6E d 2. ( /0 /(3.3 75 -:' - . 9 z . 1OTTQI4 FLA-IV6 d 4.5ô0 44///Al .adev. V(,77/ /45 7A //-C'V 4c400Lr 77 1_Jp5 A4€ A 4 60v-+715 / EE,4EfI7 W/__j b * L boucr L / - 7O 2 - - 4.01.._ - 0195. _____ _____ • - 6/ : ' 3 7 - -. (w4)/7i -. • • -- .7//I E L /7O0 - - - ••S•. 1,1,_I - - .. - -• - '. 4 - I*1 - •J. .!'. •::-• , .... :••- -• SLJECT /2 4U&I j08 NO..4.IItr, ( * bd tRICp _IfllLDlNGII DATE BY EUFAULA. ALABAMA — AMSTosN. Q-;O ATLANTIC, IOWA — SOUTHAMPTON. MASS. rv6 rn' ii 5vp,,v FI i.V 17 A 15 MpRg/1. - 4L. : : /7.50 •./4 /7. - y 'JEW 45/p2 3.7a" • 17. • • 6.0 - 4.2a N • • ' 7&AL / t,4O/ J7// /5 • 4.Z7(,. • 2.30 .fr Z.$.74 b/.,s •32/ L1L of • Lei',;. /7•4S • 4•7 — /7.Q5,7Z 4 ) ('515-) _• — 4.o . . .• 4 Ri .-•- . •.. • • . • • •• • ••'•. •. -' h •i.• '-1 . •' R •• - ' -I—' -. — - - ... S1JECT 11 EETOFSHEETS oulLorwou DATE c BY £urAuLA. ALABAMA — ..AUESOWN, OPO ATLANTIC. IOWA—SOUTMAMTON. MASS. - '' lvc7 A&n/T f4,4J0i€ AX16 5 O 7ro-1 fL4'.16 /#ILf C ,tIpe E /OA/ . iL ' •L /7,5.. 93: /7 V ,i€w 65.10 2- -3 /7 • . ,. c 4.07/ • cociririz ' - = 4.o5 ..o .fr . L__ •7?5' :SX ''5 (.to'') . 4. 9 - ,i' (8o— 3.') • - - -. - * - .- l' -• - .- - -s n.-, - .-•..-( .- s. a a • • -: • •. • - • '.5__ - SHEET_OFSkEETS DATE ..UFAULA, ALABAMA - AMEC'TQWN. O'4'O BY ATLAtTlc IOWA-5OUTHAMON. MASS. - - -CUr3, IA! COA4flEI'/ 3.&= •• . = 2Z.753 = 2.5 • C>y:. Qc 71'tAL / RI"'— oIiT/oA/ y Co.'-4/v7z z 1.498 a = . Wf It, -47 !.(44 L zFr/4.&. /0.79 ___________ = /.25, ,j3 • (q5—/.475 )•.._'- •• • • S S •. - • •. • ... S - 4 - jL a... ..•---. ••__ __.A.f•ER1CN: BLI'LDINGS CrMP ' •-,•.•-...- .,.. EUFAULA ALABAMA PURLIN CES.I.GI -. ..- - .. ',...-'q*r.--'.. *....... .•.' -. - - . - '. • - . ., • . . - . . . °) r: 518655 ---.--.----"- - 2-SPACING= .60.000 IN . - LEFT oVL:RHA-= 1.000FT R.Ic-hT CVEflHM\G= 1.SCCFT FACTOR=1.330 EcLECCFIiEFIAU ' .a SPAN 7 1 . 24.000 FT 3Z16 3.00 FT LAP, UNIFC.Rf1 LCjc= 0.110 K/FT ALL SHEAR-= 2.28 K, ALL CM=" 5.53FT. ALL 0L'= LI 10 = 23800I LEFT" REACT I0N= 1;14'3 KIPS..................RIGHT REACTICN 203cIP5' PT It'T X S SR frR CEFL C 1 8.41 C.0 1.03 0.45 -0.05 0.31 0.0 0.0 2 8.47 1.53 0.37 -- 0.33 1.37 C.25 7C;CC 8.47 '"GC0 037' 0.16 4.16 C.75 ........127'C.CC 4 8.41 6.00 0.37 0.1f 4.16 0.75 1.27 C.00 5 8.47 9.39 0.0 0.0 '.8C C.87 1.55 C.CI 6 8.47 12.00 -0.29 0 13 4.42 C.30 1.57 C.C1 7 84 12010.......02S ..............o;i 4.42 C.83 1.57........0.C1 8 8.47 1800 -0.95 0.42 C.72 0.13 C.8 4 C.CC 9 8.47 18..00 -0.95 0.2 0.72 C.1 C.84 C.CC 10 8.47' :. 22.50 -"1;44 0 -4.5 0.84 3.13 - 0.00 11 7 '2400 ....... C.35 .S4 C.62 C.CC .........C.CC -SPAN 2 2.5 .0 CC FT 3,Z16 00 21 L\P, U1Ci LO! 0.1.10 K/FT - ALL SIiEi'= 2.23 , ALL i= 5.53 KFT. ,i_I. DL.F= L/ 1.0 3CC..00 II LEFT RE.CTICt\= 3.039 KIPS RIGHT iE.CTi0N= .E76 KIPS PT I N T X SHR - SR tCM R -EFL CR 1. 8.47 .....c;o '1;42 . C;31 -•94 'C63. 0.0' C.0 2 8.47 1.50 1.27 0.56 -.51 C.8-S -0.05 C.CC 3 8.47 6.25 0.7.5 0.33 -0.13 0.02 0.19 - 0.00 4 8.47 6.25 0.75 0.33 -0.13 C.02 0.15 0.00 5 8.47 12.50 0.06 0.03 2.38 C.43 C.52 C.CC 847 .......12.50 "006 0.03 ........2.38''C43 7 8.47 13.02 0.0 C.0 2.35 C.43 0.52 0.00 8 8.47 13.75 -0.63 0.23 0.55 C.11 C.25 C.CC 9 8.47 13.75 -0.63 0.23 0.59 0.11 6.29 0.00 - _10 8.47 23.50 -1.15 . 0.51 -3.64 C.6Ô 031'..........000"'"' 11 8.47 25.CID -1.32 C.9 -5.49 - C.-50 6..00 - 0.00 SPAN .3 25.000 FT 0215 3.00 FT LAP , U!\1!CP- LCAC= ALL SHEAR- 2.28 K, ALL MCN: .53 KIT. ,ILL LEFL= L/ 1_C LEFT REACTION= 2.676 KIPS . RIGHT P.EiC110N= PT I N T I...8.47 X SHR •. SR cm 0.0 C.2 -5.49 C.50 2 8.47 1.53 1.19 0.52 .3.58 C.65 3 8.47 6.25 0.-7 G.9 0.3!. -* 4 8.47 6.25 - •'O.61 - :C.25 - C.85 C.1 '12 35--:----0'0 .......0O'2.49C - C.52 • 6 8.47 12.50 -0.02 0.01 2.90 0.52 - 7 8.47 12.J -0.02 C.i 2.90 C.52 8 8.47 18.75 - -0.70 0.31 C.65 C.1 9---80_47 18.75 -0.70 0.31 0.65 .12 .10 8.47 23.50 -1.23 C . 54 -3.9 C.71 11 8.47 25400 -1.39 0.31 -5.85 0.53 .... . . 0.110K/FT'.................. = 300_00 11\ 2.80-3 KIPS LEIL CR 0.0 0.0 0.05 C.CC 0.47 0.CO • 0.81 0.00 c.81 c_cc C.44 .......* 0.44--------'000' 0.04 0.00 - c.Cc 0.00 SPAN 4 20.583 FT 8Z16 . 3.00 FT LAP, UNIFCRM LOAC= 0.110 K/FT ALL LEFTRECTION SHEAR= 2.20 KALL Il0M= 553(FT. ALL DEFI= LI 1.0 247.0 1 RIGHT EAC1l0fl="" 'KTP5'" 1.C17 PT I INT 8.47 X C.0 SHR 1.41 S2 M 0.31 c M -5.89 PR C53 CEFL CR 0.0 0.0 3 8.47 2 8.47 1.2.50.55 5.15. 0.05 0.37 -390 C.?.]. -0.08 C.01 C.03 . .... 0.00 0.3.1 C.CC 4 8.47 5.15 0.8 0.37 -0.C8 0.01 L.31 C.CO 5 8.47 10.29 0.28 0.12 2.82 0.51 c.oc C.CC 6 * 8.47 10.29 O.28 012 2.82 0.51 C .9 - C.0 '7 8.47 12.84 o:ooc-- 8 8.47 15.44 -0.29 0.13 .C.51 0.58 C.CC 9 3.47 1.5.44 -0.29 0.13 2.80 C..1 0.58 0.00 10 8.47 -C.69 G..30 1.03 0.19 0 .2 0 0.00 11 8.47 20.53 -0.35 0.37 -C.12 C.02 C.CC C.CC ...L::::::L:::L......... MA :J PURL IN DESIGN 1--; 8655 Z-SPACING= 9ô0001N LEFT OVERHANG= 1.000FT •. RIGHT CVERHANG= .1.SCCFT DESIGN FACTOR= 1.330 DEFLECTION CPITERIAL/ -l.0 - - -. ---- - - - r -.-"- SPAN 1 24.000 FT 8216 3.00 FT LAP, UNIFORM LUAD. 0.150 K/FT ALL SHEAR= 2.23 K, ALL MOM=5.53 KFT. ALL CEFL= LI 1.0 288.00 IN * LEFT REACT ION= 1.555 KIPS RIGHT REACTION=—4.134 KIPS INT XSFiR SR M011 MR DEFL 0.47 0.0 1.41 0.62 -0.07 0.01 0.0 C.0 8.47 1.50 1.18 0.52 1.86 0.34 0.50 0eC0 3 8.47 6.00 0.51 0.22 5.E6 102 173 F 0.0 8.47 6000;51''0;22' 5.66 1..02 1..73 5 8.47 S.39 0.0 0.0 6.52 1.18 2.16 0.01 6 8.47 12.00 -0.39 0.17 6.02 1.09 2.14 G.Ci 7 8.47 12.00 -0.39 0.17 6.02 . 1.09 2.14 ,':cci ...... 8 8.47 18.00 -1.29 0.56 0.98 0.13 1.14 O.00........... 9 8.47 18.00 -1.29 0.56 0.98 0.18 1.14 0.00 10 0.47 22.50 -1.96 0.86 -6.32 1.14 0.18 0.00 11 8.47 . 24.00 .2! 19 ... 085. o.oa:p:oo.: SPAN 2 25.000 FT 8216 3.00 FT LAP, UNIFORM L[JAC= 0.10 K/Fl ALL SHEAR= 2.28 K, ALL MOM= 5.53 KFT. ALL CEFL= L/ 1.0 300.00....I1 LEFT RECTICN= 4.134 KIPS RIGHT REACTILN= 3.64CK1PS ........................-- PT INT X SHR SR 1CM IV., R CFL . DR 1 8.47 C.0 1.5 0.43 -9.43 0.85 0.0 0.0 2 8.47 1.50 .1.72 .0.76; . . . -6.68 1.21 . 0.06 . . 0.00. . . 3 8.47 6.25 1.01 0.44 -0.18 003 026 000 4 8,47 6.25 1.01 0.44 -0.18 . L..03 0..26 . 0..00 5 8.47 12.50 0.08 0.03 3.23 . 0.58 0.71 0.CO 6 8.47 12.50 .-0.08 . --0 03 3.23 C.58 0.71 . C.CO 7 8.47 13.02 0.0 0.0 3.25 0. .9 0.71 0.00 8 8.47 18.75 -0.86 0.38 0.80 .C.15 0.40 0.00 9 8.47 18.75 -0.86 0.38 0.80 0.15 0.40 0.00 10 8.47 23.50 -1.57 0.69 -4.95 0.90 0.01 . 0.00 . 11 8.47 25.00 -1.79 0.39 -7.47 C.oa 0.00 SPAN 3' 25.000 FT'8Z16 .300 FT LAP, UNIFGRMLDAD 0l50'K/.FT ................. ALL SHEAR= 228K, ALL MGM 553 KFT. ALL Dt-FL= LJ 1.0 3C00CI ............ LEFT REACTION= 3.640 KIPS RIGHT REACTION= 3.8.13 KIPS PT . INT X SHR SR Mcm 11 DEFL P. 1 8.47 0.0 1.85 0.41 -7.47 C.68 0.0 2 8.47 1.50 1.62 - 0.71 -4.87 0.33 . 0.07 0.00 3 8.47 6.2. 0.91 0.40 1.16 0.21 . 0.64 0.CO 4 8.47 6.25 0.91 0.40 1.16 C.21 C.64 0.00 5. 8.47 .12.35 0 0.0 . 6 8.47 14.50 -0.02 0.01 3.94 071 . 1.10 0.00 7 8.47 12.50 -0.02 0.01 3.94 0..71 1.10 0.CO 8 8.47 18.75 -0.96 0.42 0.89 0.16 0.60 0.00 9 8.47 1€.75 -0.96 0.42 0.89 0.16 0.60 . 0.00 .. .. 10 8.47 23.50 -1.67 0.73 -5.35 0.97 005 0.00 . 1]. - 8.47 25.00 -1.89 0.41 -8.02 0.72 -0..00 0.00 .............L. ,.:..:........:::. :.::..:::.::::i::::ix,::........L:T::.::T:::. SPAN 4 20.583 FT 8Z16 3.00 FT LAP UNIFCRIbI LCAC= 0.150 K/Fl ALL SHEAR= 2.28 K, ALL MOM= 5.53 KFT.. XLL 0EFL L/ 1.0 = 247.00 IN LEFT REACTIGN= 3.813 KIPS— RIGHT REACTION=' 'i..J82KiPS PT INT SHR MOM 11R - CEFL 1 8.47 0.0 1.92 0.42 -8.02 0.72 0.0 0.0 2 8.47 1.50 1.70 0.74 -5.30 0.9. 0.04 0.CC 3 8.41 . 5.15 1.15 ,. 0.50 -0.11 0.02. 0. 43 ; . 0. 00 4 8.47 5.15 . 1.15 0.50 -0.11 0.02 0.43 000 5 8.47 10.29 0.38 0.17 3.83 0.69 . 0.94 0..00 6 8.47 10.29 0.38 0.17 3.83 0.0* 0.94 0.00 7 8.47 12.84 .0 .0 0.0 4.32 0.70 0.96 0.CC 8 8.47 1..44 -0.39 0.17 3.0.1 0.69 0.79 0.CC 9 8.47 15.44 -C.39 0.17 3.8i 0.69 0.79 0.00 10 8.47 19.08 -0.93 0.41 1.40 0.25 0.27 0.00 11 8.47 20.58 -1.16 0.51 -0.17 003 . 0.00 0.00 -...--.... .............-..........- ......--- ...-"-.-..-...--..*------ ..... . ..................;. .. ki . . ................................. .., --- ----- . . ..- ........................... ...- . . . ..-.-., .-.-.... .. ::..:.:................:.4:.......•:.::::::::,.:.,::.:::::::x:.::::::...... AMERICAN BUILDINGS COMPANY ....... . . E.UfAU.LA.ALA3Af . . • PLJ.RL1.N..DESIGt... . 51-8655 ENDW,LL GIRT DESIGN Z- SPACJNG= (20' SPANS) . . %.000 IN LEFT ' 0\sCRHflC= 0.0 FT PLC IT CVEhM.G= c.0 FT CESIGN FACTOR= 1.330 DEFL ELT ICIl CPITERIA=LJ 1.0 FT....CZ O Tj TLP, UN.IFCRM LOAD=. 1Tk/FT ALL SHEAR 4.47 <, ALL MOM= 7.23 KFT. ALL DE Fl_ L/ .1.0 20.00 I1'c LEFT REACT1UN= I.46 <1PS 1IHT Pt-ACTION= 1.46 KIPS .PTINT ..SHF S pl, m m Vi. . DEFL .c 1 10.52 0.0 1.50 0.33 0.0 C.J 0.0 C.0 2 10.52 1.50 1.27 0.28 2.08 0.29 0.42 0.CO 3 10.52 5. CO 0.75 0.17 5.61 C.78 1.26 0.01 10.52 5.00 1, 0.75.r . .0.17.. . •5..i .. C.78 1.2 5 10.52 10.00 0.0 C.0 7.48 1.0 1.77 0.01 6 10.52 10.00 -0.00 0.00 j 7.'i.E 1.0.3 1.17 0.01 7 10.52 10.00 -0.00 0.00 7.4€ 1.02 1.77 0.01 8 .10.52 15.00 -0.750.17 5.61 0.73 1.2 .......0.C1 ? l0.2 L5.CJ -0.75 G.1 5.1 L.78 1.26 0.01 10 10.52 18.50 -1.27 0.28 2.OE . C.2c C.42 0.00 11 10.52 20.CO -1.50 0.33. 0.0 0.0 3.00 0.00 .,.,. ........ .,. . ....... . ........ . ........... ..... ..... . . •, .•,. ........................,. ...................................................... .. ................................................ ,,. ...........................................L.........................._............................................................................ I t.1114: m I, AMERICAN BUILDINGS COMPANY -o :ET COIERC.E P&NEL PPOLE ENGINEERING OPETES'. O AMERICAN LONG S?4N PANEL ;METAL ;C- AL 'WIGTI C FLAT IN I ac77oiFLAr IN CC%1PflESSCN CMPPESS.ON F TI-i< SQ.FT.)I I I Sx S (PSI) (tv'/FT) 1(:..4 3!F1) (IN'1'FT I (N jFT) 26 GA STEEL 0.018 00217 1.09 0.031 0.033 J 0031 0.037 4a000 24 GA STEEL 0024 00276 1.39 0.045 0.048 0.045 0.052 4800 1 SECTION PfPERTIE, HAVE BEEN CALCULATED IN ACCORDANCE WITH CURRENT ALSC. SPECIFICATONS. 2 MINIMUM YIELD STRENGTH CF STEEL IS 90.00O PSI. 3. STEEL PANELS ARE GALVANIZED WITH 1.25 OUNCE CCMMERC)AL ZINC COATING. THE COR-RESPONDING REDUCED TCKNESS. SHOWN AS-METAL THCKNESS WAS USED IN DETERMINING SECTION PROPERTIES. SPAN MAXIMUM TOTAL UNIFORM LOAD IN PSF _____ CONDITION Lr2-0 Lr3O L34 L:4.O Lr4-6JL5-O L5-6 L6O SIM PLE I 264 117 95 78 66 45 52 32 42 23 35 17 29 13 26 GA. STEEL 2-SPAN 296 132 107 _1 74 c9 58 47 39 4 3-SPA 2 t4 7_ 370 133 _PL_ 47 125 178 ___ 93 _ T 86 Q_1 'j6 73 Q 68 63 59 44 5 4 dg 33 ______ 25 I 4-SPAN 346 154 114 171 I SIMPLE 384 76 45 61 33 51 43 24 GA STEEL 111 4.64 1 ______ L_2-SPAN 416 ___________ ____ - I• sO ?67 io.: IS5 Ii 21 20 a2 _____ 8 96 00 .64 7C1 8t 69 62 78 66 _______ 47 49. 4b 3-SPAN 520 i±i PAN 466 1 TOP VALUES BASED ON BENO;NC, BOTTOM VALUIS BASL D ON ALLOWA5LE DEFLECTION OF - FOR AND /.:.LOW.'BLE DEFLECTIONS MULTIPLY VALUES TABULATED BY 750 AND .500 RCSPECTI V E L V 2.FOR WINO LOADING MULTIPLY TABULATED Am c yonCALCULATED VALUES BY 1 33 7JAY AO. IT; q-23 , DATE LONG SPAN PANELS DIMENSIONS AND PROPERTI LOAD TABLES V'.. OWMIA I SC-5•1 . ENPING TOP FLAT IN COMPRESSION W/T FOR ELEMENT® 2X0.473 48.667 Fc - 48.0 KSI 6.928 B/T --V Fc (- 3O29 EFFECTIVE B • 3.529 xO.018 0.550 IN. 8/2 •O.275 IN. BY AISI "LINEAR' METHOD ELEMENT LENGTH Y LY LY2 10 OF ELEMENT (D 0.275 1.188 0.327 0258. - 1.770 0.594 1.051 0.624 0.208 - CD 1704 - - - - 0.264 0.047 0.012 0.001 - 1.000 0.094 0.094 0.009 !15q - - - - IAS4 .022 0.208 7 = 0.240 IN. Ii!/2=I.022+O.208= I.2301N.3 Ix/2'I.23O-6J72(O.24O)2 =O.874tt' Ix 0.874 x 2 x 0.018 0.031 N.4/FT Sx !i-O24O,0.033!N 3/FT M,x Fb x 5* 48,000x 0033-1.584 IN I BOTTOM FLAT IN COMPRESSION ASSUME 7- 0.356 IN. ELEMENT Fc vrc INI T ..L EFFECTIVE B . 20.539 KS: 4.532 94.667 48.635 0.875 IN. 15.115 KSI 3.1388 55.556 48.420 0.872 IN. 20.538KS1 4532 128.778 50.538 0.455 IN. - BY AISI LINER" METHOD ELEMENT LENGTH Y LY LY2 Ia. OF ELEMENT 0.438 1.188 0.520 0.6:8 - 1.770 0.594 1.051 0.624 . 0.208 QD 0.875 - - - 0.264 0.047 0012 0.001 - 0.872 0.094 0:082 0.008 0.455 - - - 4.674 1.665 1251 0.208 - 4.674 -0.3561N. 12/2 = 1.251+0.208 1.459 IN3 Ix/2 I.459_4.674(O.356)2 20.867 IF Ix '0.8672x0.018 0.031 IN "FT Sx I.lel-O3560037 IN'FT MNAXFbXSX:48,000XOQ37I776 IN-1 DEFLECTION TOP FLAT IN COMPRESSION W/T FOR ELEMENT ® 48.667 Fc 48.0 KS: IF 6.928 326 B/T= --(IjW/TyWc') 37.108 EFFECTIVE B 37108 *0.018 0.6681N 8/2 0.3341N. BY AISI "LINEAR METHOD IL = 6.231 IN ELY = 1.554 IN ELY z 1.106 IN.3 ZIo = 0.208 IN3 1 554 6.231 x 0.2491N. Ix/21.I06+ O.208_6.231(O.249)2 .09291N3 lx O.928x0.018K 2' 0.033IN./ SCML I DATE I . U LONG SPAN PSNEL F CALCLLATION OF SECTION PROPERTIES SC -5- 2A . x BENDING - TOP FLAT IN COMPRESSION. WIT FOR ELEMENT Q : 2.L!2 : 31.25 Ec 30.0 KSI 0.024 (W/T)LpM = 171 : 31.22 31.25 EFFECTIVE B : 0.750 IN 5.477 ,'Fc RY AISI "LINEAR' METHOD ELEMENT LENGTH V 01 0.750 2.000 .349 1.203 0.799 0.203 9.625 - 3023 - 3eo 13C23 0?98 IN Ix: 6 ItO - 3.023(0.298)2 :4 954 IN3 0.1 9 Sx :0070 IN3/FT LV LY 2 10 OF ELEMENT .500 3.000 - 2.224 2.675 . 0. 391- 0.162 0.003 0.011 3.886 5.7C8 0.402 t2: 5.708 • 0.402 :6.110 IN 3 Ix: 4.954 1 0.024:0.119 IN'/FT MAX: Fc z Sx :300 z 0.070: 2.100 IN-K/F - 2.0 - BENDING BOTTOM FLAT IN COMPRESSION ASSUME V : 1.400 IN F: 40 2.9 - ,. 4 30.0:28.0 KSI fFc 5.292 ELEMENT 8/7 : ----(I - ):4755 EFFECTIVE B: 47.185 x 0.024:1.132 IN 8/2 0.566 IN BY 4151 'LINEAR" METHOD ELEMENT LENGTH Y LV J.y!.. To OF ELEMEN 1 6 4 0.600 2.6)0 1.560 4.056 0.018 0.900 2.450 2.205 5.402 0.061 0.750 2.000 1.500 3.000 1.849 1.203 2.224 2.676 0.391 0.79,9 0.203 0.162 0.005 0.011 0.566 - 5.464 7.651 15.139 0.481 "51V : I 400 IN 5.464 Ix:15 020_5464(I.400)2 :4 911 IN3 Sx 2 0 ife :0079 IN3/FT (2.9 •(41 I: 15.139 + 0.481: 15.620 IN3 4.911 x 0.024 : 0.118 IN4/FT MUAX z F X S : 30.0' 0.079 '2.37 IN- K/FT SCALE: NONE DATE ... OWN. BY: J.K.C.10-4-77 STANDING SEAM PANEL CKD. BY: D.E.G. 10-4 -71 APPD BY: D.E.G. 10-4 -77 CALCULATION OF SECTION PROPERTI ISSUE DATE: ........, TKeoyi 103f 144 1423 rA..C.. BonMOMS il*6 o_ls • c.,- 1 NUMSI • . . ...,:., 19 1 4 20 NET COVERLGE 11 1 PANEL PROFILE ENGINEERING PROPE RTIES OF AMERICAN STANDING SEAM PANEL I METAL TOTAL . TOP FLAT IN IBOTTOM FLAT IN I I I WEIGHT I COMPRESSION COMPRESSION ( F THK. I I I (SO. FT.) I I (PSI) Ix I S I I (IN.) (IN.) (10 /FT.) (10/FT.) (IM3fr.) 24 GA STEEL7 0.024 0.0273 1.42 0.119 0.070 0.110 0.0791 30,000 I. SECTION PROPERTIES HAVE BEEN CALCULATED IN ACCORDANCE WITH CURRENT A.I.S.h SPECIFICATIONS. MINIMUM YIELD SrRENGTH OF STEEL IS 50,000 P.S.I. PANELS ARE GALVANIZED OR ALUMINIZED STEEL. THE CORRESPONDING REDUCED THICKNESS, SHOWN AS. METAL THICKNESS' WAS USED IN DETERMINING SECTION PROPERTIES. I uME:R MAXIMUM TOTAL UNIFORM LOAD IN P.S.F. OF L r 3'-O" Lr 34" L:4.O" L: 46" L: 5O" LSANS 56 126 88 69 56 I 281 - 162 114 83 176 142 99 78 63 24 GA, 275 200 STEEL 219 178 123 98 79 215 157 4 205 166 115 91 . 74 229. 1 1 I T:)P VALUES BASED ON BENDING. t'OTTOM VALUES BASED ON ALLOWABLE DEFLECTION OF j - FOR D ALLOWABLE DEFLECTIONS MULTIPLY VALUES TABULATED BY .750 AND .500 RESPECTIVEI j AN 360 FOR WIND LOADING, MULTIPLY TABULATED AND/OR CALCLLATED VALUES BY 1.33. SCALE' NONE DATE OWN. BY: J. K. C. ' 9 2677 STANDING SEAM PANEL CKD. BY: D.E.G. 9-27-77 DIMENSIONS AND PROPERTIES AP1.N BOtLD!W03 APPD BY: 0 E.G. 9-28-77 LOAD TABLES ' ISSUE DATE: . . . EM-9-8-3.1 ' 1 ..,. . .. ., .- . , ....... ..,..... .. ........ ,..I.J... - PANELPROFILE P.RTIL CROSS SECT ENGINEERINGPRO7ERTIES OF AMERICAN ARCHITECTURAL PANEL METAL TOTAL COL WEIGHT E OP IN I BOTTOM iN I THK THK WIDTH (s/FT) I COMPRESSION IOM S PRESSiON I Fb 1flN FT ) I(IN.FT.) SK _-____ Ix (IN.'/FT.) I (IN. 3!FT) (IN.) (IN.) (IN.) 26 EtG. 0.017910-0194 41.88 105 0.0283I0.0346 0.02730.0277 1 48,000 24 GA 0.0239j0.0254 41.88 135 0.0381 0.0455 0.03980.04091 48.000 STEEL - SECTION PROPERTIES HAVE BEEN CALCULATED IN ACCORDANCE WITH CURRENT A.I.S.I. SPECIFICATIONS. MINIMUM YIELD STRENGTH OF STEEL IS 80,000 PSI. STEEL PANELS ARE GALVANIZED,- WITH G90 CLASS ZINC COATING.THE CORRESPONDING REDUCED THICKNESS SHOWN ABOVE AS *METAL THICKNESS" WAS USED IN DETERMINING SECTION PROPERTIES. SPAN MAXIMUM TOTAL UNIFORM LOAD IN PS.F ' GA. CONDITION L 4-0'[L=4'-6' Lr5-611-6-0 L=7'-0 L-OLr9-O SIMPLE 73 59 47 38 33 24 19 15 __• ._._28 _Q 15 12 7 5 3 2-SPAN 92 73 58 49 41 31 23 19 26 GA. 96 67 49 37 28 1 . _1L.. 8 STEEL 3-SPAN 87 68 56 45 39 26 21 17 75 53 38 29 22 14 9 7 4-SPAN 108 85 69 57 48 35 27 21 80 55 _1 31 1 24 15 10 7 109 87 69 57 48 36 27 21 SIMPLE 57 40 29 22 17 11 7 5 2-SPAN 121 96 77 64 53 40 31 24 24 GA. 137 96 70 53 40 25 17 12 STEEL 152 120 97 80 68 49 37 29 3-SPAN 107 75 55 41 32 20 13 9 4-SPAN 141 112 91 75 63 47 36 .28 .113 j 80 _58 -44 34 - 21 14 10 1. TOP VALUES ARE BASED ON BENDING. 2 BOTTOM VALUES ARE BASED ON OEFLECTION(L/180). FOR LI240 AND LI360 ALLOWABLE . DEFLECTION MULTIPLY VALUES TABULATED BY 0.75 AND 0.50 RESPECTIVELY. 3. BENDING VALUES INCLUDE THE 1/3 INCREASE FOR WIND. SCALE: NONE DATE ARCHITECTURAL II PANELS CMECKED BY: Pq DIMENSIONS AND PROPER1iES tu,a_ CSIG.APPO.OY_ .. LOAD TABLES URAWING. _.. Ocko - INUMBER 'I '.- I - I ••i PANEL PROFILE ((f PARTIAL CROSS SECTION ENGINEERINGPROPERTIES OF AMERICAN ARCHITECTURAL PANEL METAL TOTAL COIL WEIGHT TOP IN COMPRESSION BOTTOM IN COMPRESSION Fb THK (IN) THK (IN.) WIDTH (114) (a./fl) su Ix I Sx Ix I Sx IN4!FT.) 1(IN3IFT) (IN4IFflI(IN3IFT.) 26 GA. 1EEL 0.018 0217 43.31 1.090 0.0174 0.0311 0.02061 0.0580 64.000 0.024 .0276 43.31 1.391 0.0251 0.0479 O0300 0.0812 64.000 STE - SECTION PROPERTIES HAVE BEEN CALCULATED IN ACCORDANCE WITH CURRENT ALS J SPECIFICATIONS. MINIMUM YIELD STRENGTT-tOF STEEL IS 80,000 PSI, 3 STEEL PANELS APE GALVANIZED WITH 1.25 OUNCE 'COMMERCIAL! ZINC COATING. THE. CORRESPONDING REDUCED THICKNESS SHOWN ABOVE AS 'METAL THICKNESS W A S USED IN DETERMINING SECTION PROPERTIES 4 VALUES OF Fb INCLUDES THE 'j STRESS INCREASE FOR WIND. SPAN MAXIMUM TOTAL UNIFORM LOAD IN PSLF CONDITION L'2'-0 L3-1L'1-4 L4-c11Lz4-lL= LII56 Lid SIMPLE 331 148 1 120 62 65 53 44 37 203 60 1 44 25 18 13_ 10_ 8 2-SPAN 568 262 211 I .145 116 94 78 65 26 GA. 145 106 162 43 31_ 24 18 STEEL. 3-SPAN 230 186 129 .102 82 68 57 114 83 45 34 25_ 14 238 193 134 106 85 70 60 4-SPAN 121 51 36 26 20 15 6 184 128 101 81 68 57 SIMPLE r34 87 64 37 26 . 19 14 11. 2 -SPAN 403 326 226 180 145 120 101 24 ,, 211 154 89 62 46 34 26 354 286 200 160 128 105 68 STEEL 3-SPAN 795.1 165 120 70 49 3@ 27 21 -SPAN 367 175 2064 297 128 74 3Q,. 25 22 1. TOP VALUES ARE BASED ON BENDING . a BOTTOM VALUES ARE BASED ON DEFLECTION (1!)1 FOR L640 AND 'Y-%60 ALLOWABLE DEFLECTION MULTIPY VALUES TABULATED BY 0.75 AND 050 RESPECTIVELY. I BENDING VALUES INCLUDE THE V3 INCREASE FOR WIND. . •fl SCALE: NONE ARCHITECTURAL PANELS CRAW0.6V JAS I°" DIMENSIONS AND PROPERTIES[ ,•, •._ .. .. . • fa r 2" 5"1 6" I 1 5" 16" NET COVERAGE PANEL PROFILE ENGINEERING PROPERTIES OF AMERICAN SHADOW PANEL METAL1 TOTAL I TOP FLAT IN . IBOTTOM FLAT INi I WEIGHT COMPRESSION I COMPRESSION I F THK. (IN.) I(SQ. THK. (IN.) FT) I (PSI) Ix j I (IN4f FT.'? S (10/FT.)I Ix (IN4/FT) S I (I/FT) 24 GA.STEEL 0.024 10.0276 1.39 0.472 0.573 0.282 1 0.208 30,000 I. SECTION PROPEflIIES HAVE BEEN CALCULATED I?' ACCORDAN C E W I T H C U R R E N T A . I . S . I . SPECIFICATIONS. MINIMUM YIELD STRENGTH OF STEEL IS 50,000 P.S.I. PANELS ARE G.'LVANIZED WITH 1.25 OUNCE "COMMERCIAL" ZINC C O A T I N G . T H E CORRESPONDING REDUCED THICKNESS,. SHOWN ABOVE AS "MET A L T H I C K N E S S " W A S USED IN DETERMINING SECTION PROPERTIES. NUMBER 1 MAXIMUM TOTAL UN FORM LOAD IN P.S.F. _______ : 4O" L:5'_O" Lx 6'O" L:8'.Q" L =10'-O" L:I2'.O" L=14'-O" L=16'-O" SPANS J 346 - 221 - 153 86 56 39 28 21 432 221 _I28_ 54j 28 16 tO - 7 2 346 221 153 86 56 39 28 21 24 GAGE 1040 532 308 130 67 39 .._. 16 STEEL . 431 277 192 lOG 69 48 35 27 815 417 241 102 52 30 19 13 403 258 IBO 101 64 45 33 25 865 • 443 _256 108 - 55 32 20 14 I. TOP VALUES BASED ON BcNDING. BOTTOM VALUES BASED ON A L L O W A B L E D E F L E C T I O N O F r • FOR AND ALLOWABLE DEFLECTIONS MULTIPLY VALUES TABULATED BY .750 AN D . 5 0 0 R E S P E C T I V E L Y . 240 360 2, BENDING VALUES HAVE BFEN INCREASED BY 1.33 FOR WIND L O A D I N G . SCALE: NONE N. BY: J.K.C. CKD. BY: J.N. APPO BY: ISSUE DATE: DATE 3-11-80 . SHADOW PANEL 3-12-80 DIMENSIONS AND PROPERTIES LOAD TABLES AMZP.XCAN <DU1LDUO3 240.014 ce.o..v DRAWING RE WBER :EM AMERICAN BUILDINGS COMPANY . : :.. •.............. :.'- • . . .............. ..... ....-....C#.dt? at.: W.-N JC.NING MATERIALS OF DIFFERENT THICKNESSES TE THINNER MATERIAL.SHALL GOVERN.. 1 3 H: B KNEE WELD SIZES &B A= FILLET SIZE* EQUAL TO WEB THICKNESS MINUS)( HOLD ?r MINIMUM). B= FILLET SIZE EQUAL TO FLANGE THICKNESS MINUS.( HOLD MINIMUM1 C: FILLET SIZE EQUAL TO FLANGE THICKNESS ( HOLDMAX1MUM. I jVA ll/ C V CORNER COL.EAS own. GATT Td AM= Bun=cls .)wt..' - IUAULA COUPAVY MMA.A STANDARD WELDS DWALL FRAMES (RIED SECTIONS) .4 •:,. NOTFS 1.WHEN JOINING MATEIRtAL OF DiFFERENT THICKNESSES, THE THINNER MATERIAL SHALL GOVERN. 21LANGE SPLICES MAY BUT DO NOT NECESSARILY OCCUR AT WEB SPLICES. lif FULL S€P'9 DETAIL CID QTUJ Y4EU ES. FcmDbuWE. 3.- 'TAIL A N DETAIL 3 16 .DETA$L#B KNEE ALTERNATE KNEE DETAIL FOR BUILT UP STRAIGHi COLUMNS. S DETAILB \j[3/ DETAIL 7. OA A: FILLET SIZE SAME AS WEB THICKNESS MINUS s (HOLD ' MINIMUI B= FILLET SIZE SAME AS WEB THICKNESS(HOLD '47 MAX.) C: FILLET SIZE SAME AS FLANGE SIZE (HOLD MAX.) Dan lix?-.' . ____ STANDARDS WELDS . ____ WAI RIGID FRAMES rA.. Uri. 1 01%96- T7.;4 ==MG13 (B U J SUUIA CONPA.? *&..aAuA 1 •••••••••• . C & D . RIDGE S \ETAILC & D SHOP SPLICE • FED SPLICE (CD) /TiTfl\ )UGH I ' THICK - IHI(-K OR WEBS & FLANGES 1:.. '. OVER THICK. OR DETAIL "~E . . SECTION B-8 TYPICAL BUTT JOINT FOR WE . . . . ANDFLANGES . . THROUGH S THICK. I ig1 IL4 +-2-9 -02— DT*i L' C 62c'77L _____ STANDARD WELDS RIGID r Date RICAN RAMES (BUILT-UP It ' ..i.±.. /9- •M, • £ o. a V aa 2 -. -4 .1 A2-&b-- ... R(AN35 OVER /