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2938 (SIGN)�r P.O. BOX 1504 No. 002938 Building_78 �o m Am,. 78-105 CALLE ESTADO- Address, LA QUINTA, CALIFORNIA 92253 Owner mailing Address City • - - I& Quiz Contractor Aaaress C ity BUILDING: ••TYPE CONST: OCC:_GRP...' . a 600 A.P. Number Zip _ ..... 92253 Zip " - Tel. . _ 7u.3094 Legal Description Project Description " Tel" r . - State Lic. City & Classif.. _ Lic. # a Sq: Ft. •0 No. No. Dw. Size • Stories Units - .Designer New .'. Add ❑ Alter ❑ Repair ❑ Demolition ❑' Address Tel. City Zip State Lic. # _ LICENSED CONTRACTOR'S DECLARATION 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 K effect. SIGNATURE DATE 'OWNER•BUILDERDECLARATIOM I hereby affirm that l.am exempt from the Contractor's License Law for the following Estimated V81UatlOn, .Soloo.� reason: (Sec. • 7031, 5,Business and Professions Code: Any city or county : which requires a •-permit to construct, alter, improve, demolish, or'repair'any structure, prior to its issuance also ,. - requires the applicantfor such permit to.dile a signed statement that he is licensed pursuant to - PERMIT AMOUNT - the provisions of the Contractor's License Law, Chapter 9 (commencing with Section 7000) of -' - sr• Division 3' of the Business and Professions Cade, or that. he is exempt theiefrom, and the basis- ' for Any Section 7031.5 for PIan,Chk. Dep... - . -the alleged exemption. violation of by-'any.applicant. a-permit subjects the applicant to a -civil penalty of not more than live hundred dollars ($500).- Plan. Chk. Bal. ❑ I, as owner of the property; or my employees with wages as their sole compensation, will _ do. the work, and the structure is not intended or offered for sale: (Sec. 7044, Buisness and COtYSt.. Professions Code: The Contractor's License Law does not .apply to an owner -of.property"who ; •' �' w: fi builds or improves theieon and who does such work himself or. through his own employees. -Meeh. �' - • • provided that' such improvements, are not intended or offered for sale.. If,. however, the building _• " or improvement is sold within -one year of completion, the owner -builder will have the. burdent ElectrlCal 9 a �'. of proving that he did not build or improve for the.purpose of sale.) .. 0. 1, as owner of the property, am exclusively contracting with licensed contractors to con- Plumbing • struct the project. -(Sec:- 7044; Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or Improves thereon, and who contracts for S.M•h -.. . • such projects with a contractor(s) licensed pursuant to the Contractor's License Law.) .. Grading ' t.❑ I am exempt under Sec. -. - -B. & P.C. for this reason - Driveway Enc. Date Owner �` - `- w Infrastructure WORKERS' COMPENSATION DECLARATION "1 hereby affirm.that I have'a certificate of consent to self -insure, or a' certificate of Worker's Compensation Insurance, or a certified copy thereof. (Sec. 3800, Labor Code.) ' Policy No.* Company , ❑ Copy is filed with -the city. Q Certified.copy is hereby furnished., TOTAL tx!)J ' CERTIFICATE OF EXEMPTION FROM REMARKS - ... ... WORKERS'.COMPENSATION INSURANCE (This section need not be completed if . the permit is for one 'hundred dollars ($100). . valuation - - - or less.) . ... .. ... I certify that in the performance of lhp work for which this permit is issued, I shall not, employ any person in any manner so as to become subject.to the Workers' Compensation' Laws of California. ' Date Owner' NOTICE TO APPLICANT: -if, after making. this Certificate of Exemption -you should become ZONE: BY:. subject to the Workers' Compensation.provisions - of. the Labor Code, you must forthwith' comply with such provisions or this permit shall be deemed revoked.- - .Minimum Setback Distances: " Froht,Setback.:from Center Line Rear Setback from Rear Prop. Line CONSTRUCTION LENDING AGENCY -- Side Street Setback from Center Line ' I hereby affirm that there is a construction lending agency for the performance of the .,.,work for which this permit is issued. (Sec: 3097, Civil Code.) - - Side Setback from Property Line Lender's Name Lender's Address FINAL DATE INSPECTOR' e ' This is a building permit when properly filled out, signed and validated,'and is'subject to", expiration if work thereunder is suspended for 180 days. •. :r� �q 2-'�"� ' . I certify that I have read this application and state. that the above. information is correct.... Issued by:" - DatePermit - I agree to comply with all city and county ordinances and state laws relating to building' , • construction, and hereby authorize representatives -of • this. city to 'enter the above-.' ` mentioned property for inspection purposes. L 11. -t ii) Validated by: Signature of applicant t ,[I Date Mailing Address 1 Validation: City,' State, - Zip HARD COPY CONSTRUCTION ESTIMATE NO. ELECTRICAL FEES NO. PLUMI)ING FEES IST FL. SO. FT. ® $ 2ND FL. SQ. FT. ® POR. SQ. FT. ® GAR. SQ. FT. ® CAR P. SQ. FT. WALL SQ. FT. ® SQ. FT. ® ESTIMATED CONSTRUCTION VALUATION $ UNITS MOBILEHOME SVC. POWER OUTLET YARD SPKLR SYSTEM BAR SINK ROOF DRAINS DRAINAGE PIPING DRINKING FOUNTAIN URINAL WATER PIPING NOTE: Not to be used as property tax valuation BONDING FLOOR DRAIN MECHANICAL FEES FORMS WATER SOFTENER VENT SYSTEM FAN EVAP.000L HOOD SIGN WASH ER(AUTO)(DISH) APPLIANCE DRYER GAS (ROUGH) GARBAGE DISPOSAL FURNACE UNIT WALL FLOOR SUSPENDED OTHER APP./EQUIP. LAUNDRY TRAY AIR HANDLING UNIT CFM TEMP. POLE KITCHEN SINK ABSORPTION SYSTEM. B.T.U. TEMP USE PERMIT SVC WATER CLOSET COMPRESSOR HP POLE, TEM/PERM LAVATORY HEATING SYSTEM FORCED GRAVITY AMPERES SERV ENT SHOWER BOILER B.T.U. SQ. FT. ®c BATH TUB SO. FT. ® c WATER HEATER MAX. HEATER OUTPUT, B.T.U. SQ. FT. RESID ® 11/4 c SEWAGE DISPOSAL A ! �.ag SQ.FT.GAR ® 3/ac HOUSE SEWER VENTILATION GAS PIPING PERMIT FEE PERMIT FEE PERMIT FEE DBL TOTAL FEES MICRO FEE MECH.FEE PL.CK.FEE CONST. FEE ELECT. FEE SMI FEE PLUMB. FEE STRUCTURE PLUMBING ELECTRICAL HEATING & AIR COND. SOLAR SETBACK GROUND PLUMBING UNDERGROUND A.C. UNIT COLL. AREA SLAB GRADE ROUGH PLUMB. BONDING HEATING (ROUGH) STORAGE TANK FORMS SEWER OR SEPTIC TANK ROUGH WIRING DUCT WORK ROCK STORAGE FOUND. REINF. GAS (ROUGH) METER LOOP HEATING (FINAL) OTHER APP./EQUIP. REINF. STEEL GAS (FINAL) TEMP. POLE GROUT WATER HEATER SERVICE FINAL INSP. BOND BEAM WATER SYSTEM GRADING cu. yd. $ plus x$ =$ LUMBER GR. FINAL INSP. FRAMING FINAL INSP. ROOFING A ! �.ag REMARKS: VENTILATION FIRE ZONE ROOFING FIREPLACE SPARK ARRESTOR GAR. FIREWALL LATHING MESH INSULATION/SOUND FINISH GRADING FINAL INSPECTION CERT. OCC. FENCE FINAL 1NbFrcl Una WUNA i UNrb/iNi i 1ALs GARDEN WALL FINAL �DE�L�A-7'� -�, L7. , � 'Nim LIN• .�_ _ __ �, � SII- - A `s -z4 SLPL c-rI 4 �T To cb C eco:- jam_ ir i -ri7 On n ICN E LE\/k-T* i e�)N n+ILoi� '��iL� Nom;-r,�.�� c�-I��-�N .- SI�N���, s—,-�.►•�� . v • / 4 CITY -OF LA QUINTA Pmenlf/Bidg. Dept. Ef Ctt;17�c `P7 ,R, su pf 1. `d ®ATE ice/ I��-- At , — P.O: BOX 1504 No. 1015.6 . Building78-105 CALLE ESTADO Address �� LA QUINTA,.C.ALIFORNIA 92253 Owner rw maning - Address City Zip ' � La A . 9225.3 Contractor Address. SEIM BUILDING: TYPE'COONS/T.1V 1 --;hr•' OCC: GRP:, -'-A 2=1 A.P.,Number f �iJs 3 Et )a - eq Tel. } 34773094, Legal Description • T PrniACt"r)accri nt inn cuss nocid ty ..- ... -IZip Tel. - State Lia City - & Classif.-trutw+ ��., Lic. # _ Sq. Ft. No. No. Dw. Size - Stories Units Arch:, Engr: Designer "del I New O . Add ❑ Alter ❑ Repair ❑• - Demolition ❑ r Address Tel. .... 323-r2263 BY: • _ City ii Zip g2262-Lic. State # Front.Setback from Center Line . LICENSED CONTRACTOR'S DECLARATION , I 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. - .4 _, r • . Rear Setback from. Rear Prop. Line SIGNATURE -.-+..-�-:� DATE .. ... .. _ OWNER -BUILDER DECLARATION • I hereby affirm that I am exempt from the Contractor's License Law for -the following - reason: _ ($ec. 7031..5, Business and Professions Coder .Any . cfty or, county which • requires a "permit to construct, alter, improve, demolish, or repair any. structure, 'prior to its issuance also. requires the applicant'for.such permit. . to file signed statement that he is 'licensed pursuant.to the provisions of the Contractor's License Law, Chapter, 9 '(commencing with Section 7000) of Division 3 of the Business and Professions Code, or thathe is-exempt-therefrom,'and the basis for the alleged exemption. Any violation of Section 7031.5 by'any applicant .for a permit +subjects the applicant to a civil penalty of not more than five hundred dollars ($500). . ❑ I, as owner of the property, or my employees with wages as their sole compensation,. will do the work, and the structure is not intended or offered for sale. (Sec. 7044, Buisness and- Professions Code: The Contractor's License Law does not apply to an owner of. property who builds or improves thereon and who does such • work. himself or through his own employees, provided that such improvements are not intended or offered for, sale. If, however; the building or improvement is sold within one year of completion, the owner-builder.will have the burden of proving that he did not build or improve, for the purpose of sale.) . . . . ❑ I, as owner of the property, am exclusively contracting with licensed contractors to,con• • struct the project. (Sec. 7044, Business and Professions Code: The Contractor's License Law • does not apply to an owner of property who builds or improves. thereon, and who contracts for - such projects with a contractor(s) licensed pursuant to the Contractor's License Law.) • •. .• ❑ I am exempt under Sec.... B. & P.C.-for this reason hereby affirm that there is a construction lending agency for the performance of.the Estimated Valuation " ln' •• - • - 4 L1idd - ••... •• .-•PERMIT.� � •fY � -AMOUNT- - Y.. - PIBn�Chk.-:De'p. • _ -- Plan Chk: Bal. 419.85 "' Cor1St. ' '421..00' �. MeC h. '� ' �9 a 00 Electrical -" •' •" ,�>� • Plumbing�y! a� +� ^S,M.I:' - - ,6 S2" . Grading Driveway Enc. Date owner Infrastructure Slim pp—mit. # L6s4 WORKERS' COMPENSATION DECLARATION v ' I' hereby' affirm that I • have' a certificate of consent to self -insure, 'or' a certificate of Worker's Compensation Insurance, ora certified copy thereof: (Sec: 3800, LaborCode.) - ' Policy No. Company ❑ Copy is filed with the city., ❑ Certified copy is hereby furnished. _ CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE .(This section need not be completed if the permit'is for one hundred. dollars ($100) valuation • or less.) ... .••.. _ I certify that in the performance of the work for which this permit is issued, I shall not. • employ any person in any mannerso as to become subject to the Workers' -Compensation Laws of California. expiration it work thereunder is suspended for 180 days. •- -- - - • I certify that I have read this application and state that the above information is correct. ' 'agree TOTAL LFr�3. REMARKS . I to comply with'.all city and county ordinances and state laws relating to building - Date Owner . NOTICE TO APPLICANT: If, after making this Certificate of Exemption you should become ZONE: BY: • _ subject to 'the Workers' Compensation provisions of the Labor Code, you must forthwith 'comply with such provisions or this permit shaltbe deemed revoked. - Mlfllfl'lUfll-Setback Distances: - Front.Setback from Center Line „ Rear Setback from. Rear Prop. Line CONSTRUCTION LENDING AGENCY - '• Side Street Setback from Center Line hereby affirm that there is a construction lending agency for the performance of.the '• - - work for which this permit is issued. (Sec. 3097, Civil code.) -. ., • - Side Setback from. Property Linea - K, Lender's Name Lender's Address "'This FINAL DATE' INSPECTOR is a building permit when properly filled'out, signed and validated; and is'subject to' expiration it work thereunder is suspended for 180 days. • I certify that I have read this application and state that the above information is correct. ' 'agree Issued by:. Date - • Permit I to comply with'.all city and county ordinances and state laws relating to building - construction, and hereby authorize representatives -of this city to `enter the above- mentioned property. Ior. inspection purposes. Validated by: Signature of applicant✓pate Mailing Address`✓' -^'' �/ • "'�' Vdlldatl0n: City, State, Zip A21.66 8' 2.' .. 1=5.345. Cr,. HARD COPY CONSTRUCTION ESTIMATE NO. ELECTRICAL FEES NO. PLUMBING FEES 1ST FL. SO. FT. ® $ 2ND FL. SO. FT. POR. SO. FT. ® GAR. SO. FT. ® CAR P. SO. FT. WALL SO. FT. p SO. FT. ® ESTIMATED CONSTRUCTION VALUATION $ UNITS MOBILEHOME SVC. POWER OUTLET YARD SPKLR SYSTEM BAR SINK ROOF DRAINS DRAINAGE PIPING DRINKING FOUNTAIN URINAL WATER PIPING NOTE: Not to be used as property tax valuation BONDING FLOOR DRAIN MECHANICAL FEES FORMS WATER SOFTENER VENT SYSTEM FAN EVAP.COOL HOOD SIGN WASHER(AUTO)(DISH) APPLIANCE DRYER GAS (ROUGH) GARBAGE DISPOSAL FURNACE UNIT WALL FLOOR SUSPENDED OTHER APP.IEOUIP. LAUNDRYTRAY AIR HANDLING UNIT CFM TEMP. POLE KITCHEN SINK ABSORPTION SYSTEM. B.T.U. TEMP USE PERMIT SVC WATER CLOSET COMPRESSOR HP POLE, TEM/PERM LAVATORY HEATING SYSTEM FORCED GRAVITY AMPERES SERV ENT SHOWER BOILER B.T.U. S0. FT. ® c BATH TUB SO. FT. ® c WATER HEATER MAX. HEATER OUTPUT, B.T.U. SO. FT. RESID ® 11/4 c SEWAGE DISPOSAL SO.FT.GAR ® 3/ac HOUSE SEWER REMARKS: VENTILATION GAS PIPING PERMIT FEE PERMIT FEE PERMIT FEE DBL TOTAL FEES MICRO FEE MECH.FEE PL.CK.FEE CONST. FEE ELECT. FEE SMI FEE PLUMB. FEE STRUCTURE PLUMBING ELECTRICAL HEATING & AIR COND. SOLAR SETBACK GROUND PLUM BING'F UNDERGROUND A.C. UNIT COLL. AREA SLAB GRADE ; P! ROUGH PLUMB. BONDING HEATING (ROUGH) STORAGE TANK FORMS SEWER OR SEPTIC TANK ROUGH WIRING DUCT WORK ROCK STORAGE UND. REINF. MVV GAS (ROUGH) METER LOOP HEATING (FINAL) OTHER APP.IEOUIP. REINF. STEEL 41 a GAS (FINAL) TEMP. POLE GROUT WATER HEATER SERVICE FINAL INSP. BOND BEAM Ilk --r A WATER SYSTEM 8' 6 GRADING CU. yd. $ plus x$ _$ LUMBER GR. FINAL INSP. FRAMING FINAL INSP. ROOFING REMARKS: VENTILATION FIRE ZONE ROOFING FIREPLACE SPARK ARRESTOR GAR. FIREWALL LATHING MESH INSULATION/SOUND FINISH GRADING FINAL INSPECTION CERT. OCC. FENCE FINAL INSPECTOR'S SIGNATURESIINITIALS GARDEN WALL FINAL V- P.O. BOX 1504 No. 001655 Building ' 78-105 CALLE ESTADO Address 70-998 Miles AW. LA QUINTA, CALIFORNIA 92253 Owner BUILDING: TYPE CONST. V 1 br— Mailing. _ OCC: GRP.:.. A,.. . Address P.O. 600 � A.P..Number ,'%/f-�'� •�': r: ;, - City Zip Tel.. w: _ � ., . -.• Ci'.YA '92 :3 347.-s()94 Legal, Description � 1.. E:> f Contractor_ Project Description cuss sam Address..._ •City _ .... _ Zip Tel. 9E3 State Lic. City , & Classif.. , Lic. # Sq. Ft. No. No. Dw. Y Size- Stories .. Units :...Arch:, Engr., . Designer'JP ` ' Newel Add ❑ Alter ❑ % Repair ❑- Demolition ❑TOM - Address ,*,,Tel.32 - 2263 • 7 City Zip State _ _ . Palm. # UM2 Lic. # r ,LICENSED CONTRACTOR'S DECLARATION.'. I hereby affirm that I am licensed under provisions of Chapter (commencing with Section 7000) of Division 3 of the Business and Professions Code, and°my license is in full force and ..h. . effect` SIGNATURE DATE OWNER-BUILDER DECLARATION Estimated Valuation I hereby affirm that I am exempt from the Contractor's License Law for the following t� ��llSS oaff t�Cpnq reason: (Sec. 7031.5,Business and Professions Code: Any city or' county which requires a.d.tt.6. 3U Permit to construct, alter;. improve, demolish, or repair any structure,. prior .to its issuance- also- - -• requires the applicant for such permit to lila a signed statement that he. is; licensed pursuant to PERMIT • AMOUNT ' the provisions of the Contractor's License Law, Chapter 9 (commencing. with Section 7000) of - .•, - Division 3'of the Business and'Professions. Code, or that. he is exempt therefrom, and the basis - - . - -- - - for the alleged exemption. Any violation of Section 7031:S.by.'any applicant for a permit --Plan Chk. Dep.. •- subjects the applicant to a civil penalty of not more than five hundred d6llars"($500).' • ❑ I, as owner of the property, or my employees with wages as their•sole compensation, will: Plan .Chk.. Bal.'s do the work, and the structure is not intended or offered for. sale. (Sec. 7044, Buisness and +.AY - Professions Code: The Contractor's License Law does not. apply to an owner of. property who Const. _ - .'�` builds.. or improves' thereon- and who does such work himselL,'or •through his own employees, Mech: - .' )� provided that such improvements are not intended or offered for sale. If,., however, the building - - • _ or improvement is sold within one year of completion, the owner-builder will have -the burden EleCtrIC31' ' ' •�J,. .• of proving that he did not build or improve /or the purpose of sale:) _- _ • ^ x ' O I, as owner of the property, am exclusively contracting with licensed contractors to con- Plumbing struct the project. (Sec. 7044, Business and Professions • Code: The Contractor's License Law. - - does not apply to an owner of property who builds-or improves thereon, and who .contracts for.-. -"S.M.1. • ' • - .. 6..112such projects with a,contractor(s) licensed pursuant to the Contractor's License Law.) �' - ...0 I am exempt under Sec. B: & P.C. for this reason Grading - -- ` Driveway Enc. DateOwner Infrastructure SW Pommit,#16 Ar_ - WORKERS' COMPENSATION DECLARATION I hereby ' affirm that I have a certificate of -consent 'to-self-insure, or a certificate of. r Worker's Compensation Insurance, or a certified copy thereof. (Sec. 3800, Labor Code:) - - Policy No. .Company ❑ Copy is filed with the city. ❑ Certified copy is hereby. furnished. ; TOTAL 1.053.45 CERTIFICATE OF EXEMPTION FROMREMARKS WORKERS' COMPENSATION INSURANCE (This section need not be completed if the permit is for one hundred dollars ($100) valuation._ - -orless.). .. _ _. .. .. _. .. - I certify that in the performance of the work for which this permit is issued, I shall not 1+ employ any person in-any manner so' as to'become subject to'the Workers' Compensation — Laws of California. Date. , . Owner _ NOTICE TO APPLICANT: If, after making this Certificate of Exemption you should. become ZONE: ' - -BY:` subject to the Workers' Compensation provisions of the Labor 'Cobra, you must forthwith Minimum Setback Distances: - .. comply-with such provisions or this permit shall be'deemed revoked. - ' Front Setback from Center. Line 'Rear Setback from Rear Prop. Line CONSTRUCTION LENDING AGENCY. Side Street Setback from Center. Line ` ' hereby affirm that there is a construction lending agency for the'performance of the work for which this permit is issued. (Sec. 3097, Civil Code.)' - Side Setback from Property, I_.Ine " - - Lender's Name Lender's Address This is a building permit when properly filled out, signed and validated, and Is subject to FINAL DATE INSPECTOR' expiration if work thereunder is suspended for 180 days. .I certify -that I have. read this application and state that the above information .is correct: - Issued by: Date Permit agree to comply with all city and county ordinances .i md'state laws relating to building construction, and hereby authorize representatives t,of.,this 'city -to enter the'-above­: mentioned property for inspection purposes. _..r Validated by: 1 �.�'..fr rr. Signature of applicant d _-r'.+._. '_ < � Date Mailing Address ��-�=� (' _ - ""�-•• Validation: City, State, Zip f. A 2 1 6.7 - _8... 2 . _ - ... 1 • ;, 5 . 4 5 CK _ HARD COPY CONSTRUCTION ESTIMATE NO. ELECTRICAL FEES NO. PLUMBING FEES 1ST FL. SQ. FT. ® $ 2ND FL. SQ. FT. ® POR. SO. FT, ® GAR. SQ. FT, ® CAR P. SQ. FT. WALL SQ. FT. ® SQ. FT. ® ESTIMATED CONSTRUCTION VALUATION $ UNITS MOBILEHOME SVC. POWER OUTLET YARD SPKLR SYSTEM BAR SINK ROOF DRAINS DRAINAGE PIPING DRINKING FOUNTAIN URINAL WATER PIPING NOTE: Not to be used as property tax valuation S FLOOR DRAIN MECHANICAL FEES HEATING (ROUGH) WATER SOFTENER VENT SYSTEM FAN EVAP.000L HOOD SIGN WA SHER(AUTO)(DISH) APPLIANCE DRYER ROCK STORAGE GARBAGE DISPOSAL FURNACE UNIT WALL FLOOR SUSPENDED GAS (ROUGH) LAUNDRY TRAY AIR HANDLING UNIT CFM OTHER APPJEQUIP. KITCHEN SINK ABSORPTION SYSTEM. B.T.U. TEMP USE PERMIT SVC WATER CLOSET' COMPRESSOR HP POLE, TEM/PERM LAVATORY HEATING SYSTEM FORCED GRAVITY AMPERES SERV ENT SHOWER BOILER B.T.U. SQ. FT. ®c BATH TUB GRADING cu. yd. $ -Plus-X$-=$ SQ. FT. ® c WATER HEATER MAX. HEATER OUTPUT, B.T.U. SO. FT. RESID ® 11/4 c SEWAGE DISPOSAL FINAL INSP. SQ.FT.GAR ® 3/ac HOUSE SEWER GAS PIPING PERMIT FEE VENTILATION PERMIT FEE PERMIT FEE DBL TOTAL FEES MICRO FEE MECH.FEE PL.CK.FEE CONST. FEE ELECT. FEE SMI FEE PLUMB. FEE STRUCTURE PLUMBING ELECTRICAL HEATING & AIR COND. SOLAR SETBACK GROUND PLUMBING UNDERGROUND A.C. UNIT COLL. AREA SLAB GRADE S ROUGH PLUMB. BONDING HEATING (ROUGH) STORAGE TANK FORMS SEWER OR SEPTIC TANK ROUGH WIRING DUCT WORK ROCK STORAGE OUND. REINF. j t GAS (ROUGH) METER LOOP HEATING (FINAL) OTHER APPJEQUIP. REINF. STEEL 4 „ 7 GAS (FINAL) TEMP. POLE GROUT WATER HEATER SERVICE FINAL INSP. BOND BEAM J WATER SYSTEM GRADING cu. yd. $ -Plus-X$-=$ LUMBER GR. . • FINAL INSP. FRAMING FINAL INSP. ROOFING REMARKS: VENTILATION FIRE ZONE ROOFING FIREPLACE SPARK ARRESTOR GAR. FIREWALL LATHING MESH INSULATION/SOUND FINISH GRADING FINAL INSPECTION CERT. OCC. FENCE FINAL I bFIMU I UM.' WUIYAI UKrb11 V1 I1AUk GARDEN WALL FINAL 60, -•, P.O. BOX 1504 N Q 0,01654 Building 78-105 CALLE ESTADO Address _ +QQMi Jp*- LA QUINTA, CALIFORNIA 92253 Owner ...... .. � _ ., .... , . .. ., Fam3Iy Switme. C is Mailing ' Address P..Q. F= (ioc City Zip {�1�t t a_ CA 922.x3 Contractor Address Sam City . Zip BUILDING: -TYPE CONST. V •.1. Im • OCC: GRP. A.P. Number t`n l J' _ ��:r " o Tel. 347=3434 Legal Description Project Description ASSeablv FAU. GYM MM claSS Mid 'Off. (min €i�) Tel. State Lic. City & Classif.. ,• ���' Lic. # Sq. Ft. ' No. No. Dw. '.Arch., Size `••' ' ~ :4 Stories Units Engr:, .Designer Wermlell W. WAth ' „ New !:�;. Add ❑ Alter ❑ Repair ❑... Demolition ❑ Address Tel. 323-2263. City Zip State 1t�i "nom 92262 Lica# 5291 .. LICENSED CONTRACTOR'S DECLARATION - I 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'forceand -:. - - effect."-. SIGNATURE .0' .."- - ;r -"... .•' _ DATE . . .. .. ., ... .. .. ... _ . , ' OWNER -BUILDER DECLARATION I hereby affirm that I am exempt from the Contractor's -License Law .for the following ... - Estimated Valuation reason: (Sec.. 7031.5,Business and Professions Code: Any city or' county which requires permit to construct, alter, improve, demolish, or repair any structure,. prior, to its Issuance .also • ,... requires the applicant for such permit to file a signed statement -that he is licensed pursuant to PERMIT - - - - - 'AMOUNT -� the provisions of the Contractor's License Law, Chapter. -9 (commencing wiIWSection 7000). of - v' •^ �- ' Division" 3 of the Business and Professions Code,' or that. he• is exempt therefrom; and the basis for the alleged exemption. Any violation of Section 7031.5. by 'any applicant for a permit < - - s,. • ., - - .. Plan.Chk. Dep. _-. -, - - subjects the- applicant too civil penalty of not more than five hundred dollars ($500). ' ' I; ,Y t ' Plan. Chk. Bal.., .. r° (y 71777-71-1 ❑ as ower of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. (Sec. 7044, Buisness and .- 2#259.10 • Professions Code: The Contractor's License Law does not apply to an owner of property who -Const..' • builds or improves thereon and who does such work himself' or through his own employees, ' Mech. provided that such improvements are. not intended or offered for sale. If, however, the building _ a ' or improvement is sold within one year of -completion, the owner -builder will have, the. burden' Electrical ... �- r -q -. . of proving that he did. not build or improve for the purpose of sale.),. r .442665 0 1, as owner of the property, am exclusively contracting with licensed contractors to con- . ..Plumbing 224!00 struct the project. (Sec. 7044; Business and Professions Code: The. Contractor's license Law does not apply, to an owner of property who builds or improves. thereon, and who contracts .for S: M.I, - - - �" i • 1 �- { Rp w CJ, such projects with a contractor(s) licensed,pursuant to the Contractor's License Law.)• Grading -,- 0 1 am exempt under Sec. B: & P:C. for this reason - Driveway Enc. A s Date owner Infrastructure 31,140.00 WORKERS' COMPENSATION DECLARATION ^ I hereby affirm that I have a certificate of consent to self:insure, or a certificate -of Worker's Compensation Insurance, or a certified copy. thereof. (Sec. 3800, Labor Code.) _ Policy No. Company 0 Copy is filed with the city. 0 Certified copy is hereby furnished. ' . , , . .. .. •• TOTAL � cii..�?'6.►96 35.76,95 .. ._. CERTIFICATE OF EXEMPTION FROM REMARKS WORKERS' COMPENSATION INSURANCE. .. (This section need not be completed if the permit is for one hundred dollars ($100) valuation • or less.) . .. .. ..,.. I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation:' Laws of California. ' Date__L:"" "" Owner NOTICE TO APPLICANT:. If, after making _this Certificate of Exemption you should become •' ZONE: '' • BY - BY:: subject to the Workers' Compensation 'provisions of the Labor Code, '.you must "forthwith' .comply with such provisions or this permit shall be deemed revoked. Minimum Setback Dist—BY: : - Front Setback from Center Line . Rear Setback from Rear Prop. Line CONSTRUCTION LENDING AGENCY ., Side Street Setback from Center Line ' I'hereby affirm that there is a construction lending agency for the performance'of the ' work for which this permit is issued. (Sec. 3097, Civil Code.) ; Side Setback from Property Line _ Lender's Name Lender's Address • '• This is a building permit when properly filled out, signed and validated; and is subject to FINAL DATE " 'INSPECTOR ' . , - - expiration if work thereunder is suspended for 180 days. r . 1 certify that I have read this application and state that the above information is correct. ISSUed by: Date Permit - I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives 3'-of:this city to enter the -above-: -- mentioned property for inspection purposes. Validated by: Signature of applicant ----Date Mailing Address Validation: ' 'City, State, Zip.. , .. HARD COPY , CONSTRUCTION ESTIMATE NO. ELECTRICAL FEES NO. PLUMBING FEES IST FL. SO. FT. ® $ 2ND FL. SQ. FT. ® POR. SQ. FT. ® GAR. SO. FT. ® CAR P. Q. FT. WALL SO. FT. ® SQ. FT. ® ESTIMATED CONSTRUCTION VALUATION $ UNITS MOBILEHOME SVC. POWER OUTLET YARD SPKLR SYiSSSEM BAR SINK ROOF DRAINS DRAINAGE PIPING DRINKING FOUNTAIN URINAL WATER PIPING NOTE: Not to be used as property tax valuation SLAB GRADE 1 FLOOR DRAIN MECHANICAL FEES BONDING WATER SOFTENER VENT SYSTEM FAN EVAP.000L HOOD SIGN WASHER(AUTO)(DISH) APPLIANCE DRYER SEWER OR SEPTIC TANK GARBAGE DISPOSAL FURNACE UNIT WALL FLOOR SUSPENDED DUCT WORK LAUNDRY TRAY AIR HANDLING UNIT CFM Qa 0 KITCHEN SINK ABSORPTION SYSTEM. B.T.U. TEMP USE PERMIT SVC WATER CLOSET' COMPRESSOR HP POLE, TEM/PERM LAVATORY HEATING SYSTEM FORCED GRAVITY AMPERES SERV ENT SHOWER BOILER B.T.U. SQ. FT. @ c BATH TUB GROUT SQ. FT. ® c WATER HEATER MAX. HEATER OUTPUT, B.T.U. SO. FT. RESID ® 11/a c SEWAGE DISPOSAL SQ.FT.GAR p 3/ac HOUSE SEWER WATER SYSTEMS GAS PIPING PERMIT FEE LUMBER GR. PERMIT FEE PERMIT FEE DBL TOTAL FEES MICRO FEE MECH.FEE PL.CK.FEE CONST. FEE ELECT. FEE SMI FEE PLUMB. FEE STRUCTURE PLUMBING ELECTRICAL HEATING & AIR COND. SOLAR SETBACK GROUND PLUM13I40 NDERGROUND A.C. UNIT I COLL. AREA SLAB GRADE 1 8� j;iLt, ROUGH PLUMB. BONDING HEATING (ROUGH) STORAGE TANK SEWER OR SEPTIC TANK ROUGH WIRING DUCT WORK ROCK STORAGE LFORMS FOUND. REINF. 3 Qa 0 GAS (ROUGH) METER LOOP HEATING (FINAL) OTHER APPJEOUIP. REINF. STEEL 7 ' S (FINAL/G- C - TEMP. POLE GROUT WATER HEATER SERVICE FINAL INSP. BOND BEAM S �g WATER SYSTEMS GRADING cu. yd. $ plus x$ =$ LUMBER GR. FINAL INSP. FRAMING FINAL INSP. ROOFING/> „r (/ ` 0 ���C /(•`y� // ©`TQ 4/�i�lp OQ�//� / /�s� /1'j w�/G 771,A�AT REMARKS: VENTILATION FIRE ZONE ROOFING FIREPLACE SPARK ARRESTOR Si4H!FIREWALLC �� ' LATHING MESH INSULATION/SOUND FINISH GRADING FINAL INSPECTION CERT. OCC. FENCE FINAL Clil Vrl'J JIV 19A1 YfIC.7/11Y111AL.1, GARDEN WALL FINAL 4 Issued By Receipt No. District: Riverside El Indio El. Hemet F-1 Date DISTRIBUTION: WHITE - Office File YELLOW - Applicant PINK - Building Dept. GOLDENROD - Pending File DOH SAN 122 (Rev 10/84) • COUNTY OF RIVERSIDE, DEPARTMENT OF HEALTH PERMIT APPLICATION FOR A SUBSURFACE DISPOSAL SYSTEM .Applicant: Submit this form with three copies of a scaled plot plan drawn to county specifications required on the attached check list. A non refundable filing fee of $15 is required when the application is submitted. Check must be made payable to County of Riverside. Name Mailing Address City State,-' Zip Code Phone -P`ropezrt'y Add-reiss *City RrComhiunity *Legal Description of Property (Lot; Parcel Map, Tract) *Agsessors Parcel No. Water Serv- ing Property From, Lot size Signature of Applicant Date *The above information! must be verified from Building Application Staff Use — Do Not Write Below This Line Initial Date 'Yes WQCB Clearance required ❑ No Soils feasibility report required • Yes No Detailed.boring report required. Yes No t Detailed contour plot required Yes 0 No El--. Comments: . 12/201A, Soils or -boring report by ,Date Approved by /& 111K D at 6-Ai..49 A��- C Soils Map Page Soil Type Tract File No. Other ("A Numt:ierio.fTBedro,oll Afftmmgi�lcym ri Septic Tank,Size (gallons) -/A#�4 C7 Rate Required Type of Systern' New Addition Replacement – S r -, ,, y -,1 . a 11 El Leach linelsq!ft.'of bottom area trench Leach bed (sq'ft. of bottom area bed) Seepage Pit Diameter Number of Pits Seepage Pit Depth B.I. Total Depth of Pit .2 Location of System #4— Additional Requirements f"-v-a,,slrrtrY -�v.� e, IS A permit is�,approvedYdenied for the design OT a subsurface ; disposal -system as indicated onthe accomptnied plot plan using the requirements set forth in Section B above. A building permit is necessary for the installation of the above designed system. Signature of Health Official . 'Date 16-- 4 Issued By Receipt No. District: Riverside El Indio El. Hemet F-1 Date DISTRIBUTION: WHITE - Office File YELLOW - Applicant PINK - Building Dept. GOLDENROD - Pending File DOH SAN 122 (Rev 10/84) r' -_"W u" 1 I tjAY Aarni'aonicltuar }n CITY pf ..1IINTA encroachment g„mtlt APPLICATION FOR PERMIT PUBLIC WORKS CONSTRUCTION (ENCROACHMENT) For the construction of public or private curbs, driveways, pavements, sidewalks, parking lots, .sewers, water mains and other like public works improvements in connection with MINOR IMPROVEMENTS and APPROVED SUBDIVISIONS Subdivision Improvement Permit — Class I I I DATE: May 3 1963 — Minor Improvement Permit Class IV , FairLll 1 Y itAQca !"F ULGh of the Valley - LOCATION OF CONSTRUCTION �� 13 La ouinto CA 92253 (Street address or Description of Location) PURPOSE OF CONSTRUCTION PUbliC FiOrkS inIProviements ' Sketch (attach construction plans if appropriate) DESCRIPTION OF CONSTRUCTION � p �� plans � DIMENSION OF INSTALLATION OR REMOVAL SIZE OF EXCAVATION, IF NEEDED APPROXIMATE TIME WHEN WORK WILL BEGIN 5-6-85 APPROXIMATE TIME OF COMPLETION 1- ESTIMATED CONSTRUCTION COST $ 265, 10 3 35858..1() (Including removal of all obstruction, materials, and debris, backfilling, com- paction and placing permanent resurfacing and/or replacing improvements) In consideration of the granting of this permit, the applicant hereby agrees to: Indemnify, defend and save the City, its authorized agents, officers, representatives and employees, harmless from and against any and all penalties, liabilities or loss resulting from claims or. court action and arising out of any accident, loss or damage to persons or property happening or occurring as a proximate result of any work undertaken under the permit granted pursuant to this application. Notify the Administrative Authority at least twenty-four (24) hours in advance of the time when work will be started. Comply with all applicable City Ordinances, the terms and conditions of the pirmit and all applicable rules and regulations of the City of La Quinta and to pay for any additional replacement necessary as the result of this I�Wk Signature of Applicant or Agent Faiaily Eeritac-�_' Church P.O. Box 600 La Quintar BA 92253 347-3094 Name of Applicant (please print) Business Address Telephone No. Unkwwn at this tiiiie — To be provides-, prior to start of construction. Name of Contractor and Job Foreman Business Address Telephone No. Contractor's License No. City Business License No. Applicant's Insurance Company Policy Number FEES: Subdivision Improvement Permit — Class Public improvements: 3% of estimated construction costs --- Private"improvements:'3%of.estimated construction costs (o - Minor Improvement Permit — Class IV: See attached schedule Inspection Fee $ 7,037.88PERMIT VALIDATION Permit Fee INCL. PERMIT NO. 119 , Penalty Cash Deposit -Surety Bond if required TOTAL: Receipt No. $ 7,037.88 Received by Date — Recorded by DATE APPROVED . EXPIRATION DATE DATE ISSUED B, 5-3-85 - 12-36-85 / ;213- /Yi� 3-85/ • / TELEPHONE: (619) 564-2246 inistrative Authority UUMPlatuly LIM out bo mey may oe reaollyano correctly be replaced by a licensed civil engineer or, surveyor at the expense of the permittee. A complete set of notes showing the ties to these monuments shall be furnished to the City Engineer prior tothe removal of any monuments. This office shall be notified upon completion of replacement of all survey monuments for proper project clearance. 01 RD -31 SPECIAL INSPECTION REPORT�� ATT. Tom Hartuna, Buildina Official 4A March 31, 193"17 ` Inspector: Chris M. Nevins Reaistration: #705, Orange County,'CA. Address: PO Box 900 Palm-Desert,'CA. 92260 Phone: .(619) 345 8577 Protect: 78.998 Miles Ave.;La.Ouinta, CA.4,Famiiy Heritage Church On March'20, 1987, from 8:00am. to 9:45pm., I inspected the installation of the additional bolting of the perimeter main frame. The procedures used and.the"anchor bolt ionstal.lation was completed in conformance with the approved enaineeri'na _fr.om Lyons engineering. Chris M. Nevins �t�Fj,VF_® JUIN 27 1985 CITY OF LA QUINTA COMMUNITY DEVELOPMENT DEPT June 20, 1985 Family ily Herritage Church Of The Valley City of La Quinta 78-105 Calle Estrado ,_.. _ , _ __ _ `--`--�a-'Qunta; •GA�-9� 2-53 . �.._ _ �..e. �--.._ �,___ __; _ _ �_.r. :_ __ _� �.:_ _ � _ _ �_ _ __ ..� � _ _. __ To Whom it May Concern, We, Family Heritage Church, its Elders and Official Board, go on record, this the twentieth day of June, .1985, as relieving the City of La Quinta of any and/or all responsibility for structural matters pertaining to future problems of the final 50 feet of the retaining wall on the north- west side of the church property located at 78-998 Miles Ave., Indio. Sincerely submitted, Ronald C Finch. ''Administrative Pastor RF/bpp P.O. BOX 600 • LA QUI NTA, CA 92253 • (619) 347-3094 0 L-- -- -- - - --- --- -- --------- ----- --- - i Family Heritage Church Of The Valley AUG 2 5 198 August 24, 1988 CITY OF LA QUANTA PLANNING & DEVELOPMENT DENT. To: Mr. Murrel Crump Planning Director City of La Quinta 78-105 Calle Estrado La Quinta, CA 92253 Subject: Certificate of Occupancy Land Use Case # P.U. 84-001 Dear Murrel: On Sunday, September 18, 1988, ,Family Heritage Church is hoping to open its doors at our new facilities at 78 -998 -Miles Avenue in the City of La Quinta. By the above date, we intend to have all of the necessary building improvements completed. Offsite improvements are 99%. complete. The parking lot, Miles Avenue, Adams Street are. complete. Concerning. the landscape improvements, Hybrid bermudagrass stol6wwere hydrorhulched on August 17, 1988. .The major landscape elements -of turf and palm trees will be installed prior to our September 18th projection. Wrought iron fencing will also be. complete. The full landscape improvements; however, will not be complete. Trees and shrubs will still need to . be planted to obtain final approval of the site improvements from the planning department. Remaining tree and shrub material is scheduled in late September or early October. 'We are'. completing the facility with volunteer help from the congregation. l can safely assume that it will be far easier to finish the facility once -we have occupied. Furthermore, the money we save on the rent; will help us pay for these improvements. By this letter, we are requesting a Certificate of, Occupancy for the facilities. We intend to be 100% complete and approved on all landscape, onsite and offsite improvements by no later than November 30, 1988. • La Quinta, California 92253 • (61 r Family Heritage has worked long and hard . to complete this multiple use facility. The tolerance, patience and assistance of the City staff has been admirable. Some eight years ago when we were a small congregation, meeting in the, La Quinta Community Center and bussing our kids to neighborhood homes for Sunday School classes, we had a dream and we bought some'land. Now we are witnessing the dream becoming a reality by the grace of God. We would like to extend our invitation for you to please join us on our first Sunday morning in the facility. We, sincerely and prayerfully expect this church facility to be a major asset .to the community of La Quinta. The multi -use nature of the facility for athletic events, social events, theatrical events, speaking engagements, educational programs in addition to Sunday services should prove to be a welcome asset as the surrounding neighborhood develops. Please let us know if this request is granted., Thank you in advance for your kind consideration. Sincerely yours, • r Rich Sherman hris Nevins Paul Quill Pastor Building Superintendent Landscape Supervisor, bev cc: Tom Hartung, Chief Building Inspector Jerry Herman, Principal Planner N Vv 78-105 CALL.E ESTADO LA QUINTA, CALIFORNIA 92253 (619) 564-2246 August.15, 1984 KFamily Heritage Church of the Valley P. O. Box 600 La Quinta, CA 92253 j 3_ 5�p2— 607 A�_5 RE: Public Use Permit Case No. 84-001, A Request to Construct a Church with School and Related.Facilities. Dear Sir: This letter is to report that the La Quinta Planning Ccamdssion, at its meeting of August 14, 1984, approved your public use permit, subject to conditions as set forth in the Staff Report previously.sent to you, with the following revision: ° Change Condition No. 7 to read: "7. This approval -authorizes the construction of a sanctuary building and classroom buildings. 'Ile buildings's location, design, size and height shall be subject to the approval of the Planning Commission." The Notice of Decision has been forwarded to City Council for its current calendar on August 21, 1984. The Council's action will either be to set the matter for hearing or to accept the Planning Commission decision. If the latter occurs, this begins the seven (7) day appeal period for the. approval. If we can be of any further assistance, please do not hesitate to contact this office. Very. truly yours, . COMMUNITY DEVELOPNU]T DEPARTMM k4v" Lawrence L. Stevens, AICP Camunity Development Director LLS:dmv. Atch: Revised Set of Conditions cc: Wiendell -Veith Allan Levine MAILING ADDRESS - P.O., BOX 1504 = LA QUINTA, CALIFORNIA 92253 CONDITIONS General 1. The development of the site and buildings shall comply with approved Exhibits A, B. and Cy. as contained in the Comaunity DeveloFment Department's file for Public Use Case No. 84-001 and the following conditions, which conditions shall take precedence in the, event of any conflict with .the provisions of the public use case. 2. Public Use Case No. 847001 shall comply with the standards and requirements of the La Quinta land Use Ordinance unless otherwise modified by the following conditions. 3. This approval shall be used within two (2) years after final proceedings before the La Quinta City Council; otherwise, it shall became null and void and of no effect whatsoever. IIhe term "use" shall mean the beginning of substantial construction of permanent buildings (not including grading) authorized by this. permit, which construction shall thereafter be pursued diligently to completion. Prior to expiration of the permit, the Applicant may apply to the CcmT pity Development Department for an extension of time in which to use the permit, with - the total time not to exceed a period of three (3) years. 4. Construction of the future buildings and facilities authorized under this permit shall begin within five years after the final proceedings before the la Quinta City Council, which construction shall thereafter be pursued diligently to completion; otherwise, approval of those unconstructed or uncompleted portions of the development authorized under Public Use Case No. 84-001 shall became null and void and of no effect whatsoever. 5. Prior to the issuance of a building permit for construction of any use contem- plated by this approval, the Applicant first shall obtain. permits and/or clearancesfrom the following public agencies: ° City Engineer ° City Fire Marshal 0 City Camunity Development Department, Planning Division STAFF REPORT - PLANNING COMMISSION August 14, 1984 Page 7. - ° Riverside County Environmental. Health Department ° California Regional Water Quality Control Board (for septic tank) Evidence of said permit or clearance from the above agencies shall be presented to the Building Section at the time of application. for a building pert for the use contemplated herewith. Building Design. 6. The gym/assembly building shall be constructed in accordance with the approved Exhibits B and C contained within Om uinity Development Department's file for Public Use Permit Case.No. 841-001.: 7. This approval authorizes the construction of a sanctuary building and classroom buildings;. the buildings's location, design, size and height shall be subject to the approval of the Planning Commission.. 8. Prior to the.submittal of any application for building permits for.phase 2 construction (sanctuary. and/or classroom buildings), the Applicant shall submit to the Commainity Development Department, Planning Division, the following plans for review and approval: ° Floor and elevation plans of the structures ° Site plan delineating locations of the building(s), walkways, walls, etc. ° Landscaping and irrigation plan delineating plant type, size, spacing and location Exterior lighting, plan showing the type and location of all exterior lights Based upon this review, additional parking may be required as a condition for issuance of a building permit. 9. All.roof mounted mechanical equipment shall. be screened from view of adjacent Property and public streets. streets, Parking and Circulation 10. The Applicant shall comply with the following requirements of, the City Engineer: a. Miles Avenue and Adams Street along the entire parcel boundary shall be" constructed to City standards with a minimum grade of 0.02% and a m_inin un section of 2�" asphaltic concrete paving on 4" of Class 2 base. Street plans shall be submitted to the City Engineer for review and approval. b. All public street improvements shall be completed, or bonded to guarantee future completion, prior to the issuance of Certificates of Occupancy for phase one of project construction. c. The Applicant shall submit a traffic channelization (street striping) plan for Miles Avenue and Adams Street to the City Engineer for review and approval. STAFF REPORT PLANNING C vk-nSSION August 14, 1984 Page .8. d. A left,turn lane shall be provided on Miles Avenue at Adams Street. e. Acceleration -and deceleration lanes shall be provided at each project entrance. f. The parking lot shall be constructed to City standards with a minimum section of 2V asphaltic concrete paving on 4" of Class 2 base. g. The grading and drainage plan shall be submitted to the City Engineer for review and approval. 11. The project driveway on Miles Avenue shall be deleted. . 12. The Applicant shall contribute to .the cost of a traffic signal at the inter- section of Miles Avenue and Adams Street, with the contribution not to exceed one-quazter.of the total cost of the traffic signal installation. 13. Parking and landscaping of the parking lot shall be provided in accordance with'the requirements and standards of Section 18.12 of the La Quinta Land use ordinance. 14: The parking areas shall be screened from the view from adjoining properties and public rights -of -ray by walls or a combination of landscaped berm and wall. Public Services and Utilities 15. Fire protection'shall be provided in accordance with the City of La Quinta codes and ordinances in effect at the.time of issuance of the building permit as follows: a. Provide, or.show there. exists a water system capable of delivering' 3250 GPM fire flow for a 2 -hour. duration in addition to. domestic or other supply. The computation shall be based upon a minimum of 20 psi residual operating pressure in the supply main from which the flow is measured at the time of measurement. b. Provide Riverside County Super fire hydrants so that no point of any building is -more than -165 feet from'a fire hydrant measured along approved vehicular travel ways. (1) Hydrants shall not be located closer. than 25 feet to any e building. (2) Exterior surfaces of hydrant barrels and.heads shall be painted chrome yellow and the tops and nozzle caps shall be painted green. (3) Curbs (if installed) shall be painted red, 15 feet in either direction from each hydrant. c. Prior to issuance of a building permit, the developer shall furnish the original and four copies of the water system plan to the Riverside County Fire Department for review. Upon approval, two copies will be sent to the City of La Quinta, CmTmmity Development Department and the original will be returned to.the developer. STAFF REPORT - PLANNING COMMISSION August 14, 1984 Page 9.: d. The water system plan shall be signed by a registered civil engineer and approved by the water company, with the following certification: "I certify,that the design of the water system in Public Use Permit No. 84-001 is in accordance with the requirements prescribed by the Riverside County Fire Department." 16. Electric service shall be extended (bored) underneath Miles Avenue from existing Imperial Irrigation District facilities. 17. The Applicant shall comply with the requirements of Coachella Valley Water . District: a. Water and sanitary sewer service shall be provided in accordance with the -current regulations of the District. b. Zhe parcel shall be annexed to CVWD Improvement District No. 55 for sanitation service. 18. Sewage disposal shall be provided as follows:-.. a. Phase one construction (gym/assembly building only) shall be served. by a septic system installed in accordance with City and Riverside County Health Department standards. An on-site dry sewer line shall be installed to facilitate future connection to CVWD sanitary sewer lines. b. Dry sewer lines shall be installed along Miles .Avenue and/or Adams_ street in accordance with Coachella Valley Water District's area improvement plans prior to the improvement of these public streets during phase one construction. c. Phase two construction (sanctuary and/or classrooms) shall be connected to Coachella Valley Water District sanitary sewer service. d. Buildings within phase one shall be connected to CVWD sanitary sewer service at the time that phase two construction occurs or within two (2) years after operational sanitary sewer lines are installed within one-quarter mile of the parcel boundaries, whichever occurs first. 19. All on-site utilities shall be installed underground. Miscellaneous 20. Prior to the issuance of building permits, the Applicant shall submit to the Camunity Development Department, Planning Division, a plan (or plans) showing the following: a. Landscaping both on-site and with the public parkway areas, including plant types, sizes and spacing. b. Landscape irrigation system. c. Location and design detail of walls as required in condition No. 14. d. Location and design of sidewalks and walkways on-site and within public rights-of-way. STAFF REPORT - PLANNING CCMISSION August 14, 1984 Page 10. e. Exterior lighting plan. f. Location and design of walled enclosure for trash bin. The approved landscaping and impravements shall be installed prior to the issuance of a Certificate of Occupancy. The landscaping shall be maintained in a healthy and viable condition for the life of the project. 21. All perimeter walls shall be set back from public rights-of-way a mininnan average of twenty (20) feet along Miles Avenue and ten (10) feet along Adams Street. 22. The Applicant shall install an 8 -foot -wide concrete meandering pedestrian/ bicycle path along Miles Avenue and.'a 6 -foot -wide concrete pedestrian walkway along Adams Street. 23. Desert or native plant species and drought resistant planting materials shall be incorporated into the landscaping plans for the site and the public street parkways. . 24.. Those portions of the site designated for future buildings shall be planted with ground cover or grass which shall be maintained in a viable condition until such time that construction occurs. 25. The Applicant shall install street lighting as required at the intersection of Miles Avenue and Adams Street in accordance with a street lighting plan approved by the Cmnunity Development Department. Upon installation, ownership of the light shall be transferred to the City. 26. Prior to the issuance of a building permit, the Applicant shall submit a sign plan snowing the location, type, size, colors and type of illumination (if any) of all proposed identification and directional signs. All on-site traffic directional or informational signs shall be installed in accordance with the approved plan prior to the issuance of a Certificate.of Occupancy. 27. Prior to the issuance of grading or building permits, the Applicant shall provide.for mitigation of the impact on the fringe -toed lizard by complying with requirements of the mitigation agreement as approved by the City Council and in effect at the time of application for permits. 28. Applicant understands that the City was incorporated in 1982 and has not yet enacted a ooiplete policy on exactions on new development to provide municipal improvement and facilities needed as a result of the cumulative impact of such new development; and that City is in the process of preparing and enacting such a policy, which will include uniform fees to be imposed upon new construction to fund the following public improvements and facilities;. fire station, public safety facility, city hall, park and recreation facilities, schools, drainage facilities, major thoroughfares and bridges and traffic signalization; that STAFF REPORT - PLANNING CCKUSSION August 14, 1984. Page 11. City expects to enact said.fees policy on or before Decen ber 31, 1984; Applicant agrees to pay said fee or fees in the amount and at the time enacted and frcan time to time amended by the* City. PREPARED BY: APPROVED BY: Sandra L. Bonn Lawrence L. Stevens AICP Principal Planner Cmru ity Development Director SLB:dmv CITY OF LA QUINTA NOTICE OF PUBLIC HEARING FAMILY HERITAGE CHURCH OF THE VALLEY PUBLIC USE CASE NO. 84-001 PLANNING COMMISSION AUGUST 14, 1984 NOTICE IS -HEREBY GIVEN that the La Quinta Planning Commission will hold a public hearing to consider the request by Family Heritage Church of the Valley to construct a church facility consisting of a sanctuary, gym/assembly building and classrooms on a 5 acre portion of a total 9 acre site. The seating capacity of the church will be approximately 770 persons. The site is located at the northwest corner of Miles Avenue and Adams Street alignment, and described more specifically as follows: WAS. Assessor's Parcel No. 613-402-007 1141Legal Description: A portion of the -' East � of the Southeast 4 of the Northeast 4D of Section 19, Township 5 South, Range 7. East, SBB&M.-- oa Gs DUN[" JPA�NS' O „p The La Quinta Community Development -Department prepared an environmental assessment on this project and tentatively found that although the proposed project could have a significant effect on the environment, there will not be a significant effect in this case because appropriate mitigation measures will be required as a condition ofapproval for the project. Any person may submit written. comments, to the Department of Ccnrunity Development before the hearing or may appear at the hearing and be heard in support of or opposition to the adoption of the mitigated negative declaration and for the approval of this request. The project application and environmental•assessment may be viewed by the public Monday through Friday from 8:00 a.m. until 5:00 p.m. at the Department of Community Development, La Quinta City Hall,•78-105 Calle Estado, La Quinta, CA PLACE OF HEARING: .. La•Quinta City Hall, 78-105 Calle Estado, La Quinta, CA TIME OF HEARING: Tuesday, August 14, 1984, at 7:00 p.m. DUGGINS CONSTRUCTION, INC. 266 Cedar - EI Centro, California ,92243,1- (619)-352-5600 ECFIVED Nov - - CITY COMMUNITY 13e,& October 20, 1986 La Qunta,Building Department P.O. ,Box 1504 _- La Quinta, California -92253 - Re: Family Heritage'Church We are Re -Submitting for Permit Plans for Family Heritage Church. This project was approved for construction once before.- -The original plans were submitted by Wendell -W. Veith Architect. _- We have changed the main structure.to a Metallic -Braden Pre -Engineered Metal Structure with wood framing throughout. Stucco finish with.Spanish Tile. Everything .as per Uniform Building Code: Attached is a letter from my -Engineer stating that the.Foundation,_is.acceptable to the loads of the.Metal Building & Wood Structure. Pre -Engineered Metal Building Plans are..soo.n.:.to-follow. Being as the only change is to a Rre-Engineered Metal Structure I see no problem in the Permit staying as issued. Everything else is_approximately the same as the previous plans: Respectfully submitted DU INS`CONSTRUCTION, INC. Russell Roben' Sec:._/Treas. I Xpon (e i�eer0Incco g CIVIL AND GEOTECHNICAL ENGINEERING RECEIVED -October 14, 1986 NOV °. CITY OF LA n:, ITA COMMUNITY DEVELOPMENT Cr T Jim Duggins , Duggins Construction Company 26.6 Cedar Avenue ... El Centro, CA 92243 Re: Family Heritage Church, La. Quinta_California Dear Jim, I have reviewed the foundation plan prepared'•by.Wendell W: Veith; Architect. The foundations were designed for masonry and wood framed walls.' It is my understanding,you.intend to build the building using a Metallic -Braden' steel_ frame' and` ; wood framed walls. I understand you wilt be using a 60 foot clear span, 22 fcot eave. height, main frame with maximum bay 'width of 25 feet. Attached to each side of the wtin frame will be a 20 foot. wing frame. The main frame: will use the 5/2, 36 inch wide footings. The w1.ng frame w -k.11 use the 1/2 12 inch wide: footings. It is my opinion after reviewing the metal building loacs and the ' foundation. pans for this building that. is acceptable to use these footings for your proposed building. The only addition necessary will be the placerrent. of anchc-r bolts. The - anchor. bolts for' the main frame:, should be embedded in the existing footings by coring a -minimum of 12 inches deep and epoxy grouting the bolts in place. The anchor bolts for the wing frame should be.emiDedded=in the -existing footings.by coring a minimum -- of 10 inches deep and epoxy grouting tY.e bolts in place. Make sure to, use high strength epoxy designed to adhere. to bothR concrete and steel. Use threaded stock for total length of the anchor bolt. If. yon i nE:ed any additional, inforn',at.ion please contact me. Sincerely, LYON aGI / S, INC. Ted H. Lyon R.C.E. 27, 137- 1122 Stote Street 9 EI Centro, Colifornio 92243 • (619) 353-8110 SOIL and TESTING ENGINEERS INC. ; IJ ORANGE COUNTY. 165 W. ORANGETHORPE r PLACENTIA, CALIFORNIA 92670 r (714) 524-9130 • COACHELLA VALLEY 74-831 VELIE WAY • PALM DESERT, CALIFORNIA 92260 r [619) 346-5012 U SAN MRNAROINO 1894 COMMERCENTER WEST, SUITE 305 10 -SAN BERNAROINO, CALIFORNIA 9240B r [714).381-3528 a• 7"" {r JOU: S.I. 1 OATE i Family Hertiage Church 8732054 August 31, 1987 AOORESS 78-998 Miles Avenue BLDG. PERMIT NO. PLAN FILE NO. La Quinta, California ARCHITECT: • TYPE INSPECTION: StrLlctural Steel Assembly Chris McFadden ENGINEER: MATERIAL INSPECTED: Metallic - Braden 'High Strength Bolts: ASM A325, 3/4 inch CONTRACTOR: Duggins Construction r 8-26-87 Inspector arrived on the job and viewed torqued"3/4 inch A325 bolted David Salas connections. Inspector applied #460 r equired torque to ten percent of the bolts per connection. Connection located on lines B, B.5 and C between lines 1 thru 7., Bolted connections,appear to be satisfactory, . Permit number was not available to the inspector at this time. CE- 11 V SEP 17 1987 CITY OF LA QUINTA PLANNING & DEVELOPMENT DEFT. F OISTRIBUTION '- (3) Suhnitted SOIL and TESTING 'ENGINEERS INC. fiWyIEWE0 BY: e J. iel Brewer, ject Manager I C� • INCORPORATED P. O. Box 231 • 1355 E. Cooley Dr., Colton; Calif. .92324 • .Phone (714) 824.7210 DAILY -INSPECTOR'S REPORT 4 JOB:, a is Alp, JOB'.NO.: P"✓2�[ h` e-�s r DATE: TYPE OF INSPECTION:_ TIME OF ARRIVAL: TIME OF DEPARTURE: dC Ab S /'rl e- v 7/1-, GeJ � ✓ L '/o d YO tv� 0 d- re 101 A (4.77) WHITE — File Copy YELLOW — Client Copy PINK—' Field Copy GOLD — Office Copy DAILY `FIELD REPORT No: .Job Name: , e,.r,I Q Project No: 5%-4152`9-oa Date: 5-)3-85 Location. Ml'I�e)- b"k-• We other: �"`'��Y Day: /I Contractor; Foreman! .Field Technician: �k- Miles: 077Hours:3 S. ' Equipment Working inspection/Testing of Summary - of Operations : n c o f j( pp 9 ri t Kz, 4 PJ etaV,CXMV n. I. Ink- v�=Iz Zoo B�_ t A � .de... .n - —7;Supervisor:" Engineer: Geologist Todays Yardage: Yardage to Date: 0 O LEIGHTON and ASSOCIATES IRVINE- WESTLAKE/VENTURA-DIAMOND BAR/WALNUT- SAN BERNARDINO/RIVERSIDE • SAN DIEGO • PALM DESERT 101 A (4.77) WHITE — File Copy YELLOW — Client Copy PINK—' Field Copy GOLD — Office Copy 161 A (4.77) WHITE — File Copy YELLOW — Client Copy PINK — Field Copy GOLD — Office Copy C) DAILY .,FIELD REPORT-. No: Job Name: r.c.-.Project No: 5?>f/52 6-01 'Date; 5 -10-%S Location: Weather D a y Contractor .Foreman: Field Technician: _: Miles: Hours ak. C) Equipment W orking: Inspection/Testing of Summary of Operations A p Supervisor: Engineer: Geologist Todays Yardage: _X,arOge., to Date: o LEIGH/TON and ASSOCIATES IRVINE -YESTLAKE/VENTURA - DIAMOND BAR/WALNUT SAN BERNARDINO/RIVERSIDE - SAN DIEGO • PALM DESERT 161 A (4.77) WHITE — File Copy YELLOW — Client Copy PINK — Field Copy GOLD — Office Copy C) ,.^.^t t'S «rm..-rr..� n.a-..+*r^'.. _,--..z, �;,F :�s^skr�..• i+r,�rA+r�-*.tr' •�.-...... C. ..�►'�`�y!-�`W"pr.�u++-�.n��^tic:;.='^.�. •�.+nr+.9ib♦-�'"��„�„" _?��+^a 161 A (4.77) ;. WHITE — File Copy YELLOW — Client Copy PINK — Field Copy GOLD — Office Copy DAILY FIELD -REPORT No: Job Name: �„�,��� e r,�� c,�., �•G. Project No: 500116 2�S�a Date: S h I $S Location: Weather: Suvlw Day: Contractor: Foreman: . U Field Technician: fl o• '' Miles: 1$..o Hours: 3.5 Equipment Working: Inspection/ Testing of Summary.' of Operations : . �. a n 1 "N C!,w lb 1_ psz —A A ' -rd r t _01 V _ Supervisor: Engineer: Geologist Todoys Yardage: Yardage to Date: o LEIGHTON and ASSOCIATES w IRVINE • WESTLAKE/VENTURA- DIAMOND BAR/WALNUT• SAN BERNARDINO/RIVERSIDE .• SAN DIEGO • PALM DESERT 161 A (4.77) ;. WHITE — File Copy YELLOW — Client Copy PINK — Field Copy GOLD — Office Copy 101A (4.77) WHITE —File Copy YELLOW= Client Copy PINK — Field Copy GOLD —Office Copy DAILY FIELD REPORT No: Job Name: FceF"otii i �„� ��� �� �,w a ? - Project No:S Z1 1515 —v Date: Location: �(; u � 1"�e :.._ Weather: S -Y Day: T.�Q Contractor. Foreman: Field Technician: . Miles: It. o. Hours: P -U Equipment Working: Inspection/Testing of Summary of Operations eo !i �Tt .r'•!•i �w-- V / Supervisor: Engineer: Geologist Todays Yardage: Yardage to Date: o LEIGHTON and ASSOCIATES - IRVINE • WESTLAKE/VENTURA • DIAMOND BAR/WALNUT • SAN BERNARDINO/RIVERSIDE • SAN DIEGO • PALM DESERT 101A (4.77) WHITE —File Copy YELLOW= Client Copy PINK — Field Copy GOLD —Office Copy IOOA (4.77) WHITE — File Copy YELLOW — Client Copy PINK — Field Copy GOLD — Office Copy DAILY FIELD REPORT No: Job Name: c.,r.���Al ��. rr`c�c c1�,�Y� Project No.: 5SI \S 1-B- Date: 5--1- q S Location: Weather: Sun�"d��o� Day. Contractor: Foreman: Field Technician: Miles: Hours: 1.00 Equipment Working: Inspection / Testing of 7—rr Test No. Test Location Elevation or Depth SoiI Type Optimum Moisture Field Moisture Maximum Density Field Density Rel. Comp. 13 til 5 a\ I3.�, G S 1 11I.� S t o �l.l, �a _ al 13.6 cl s a t11 S 1oa•'t 3 �\� y 1v o� Ole S� _ �) � I3.Y, lo.y`'j 111.6 •5 li, 4- 13 33 +oma 1',I< it - �� ` I3 .rG 1V v1 1\I.S \o15ot rte c1 � � . � 4'� r<� < F (I � t <....I — 1 \ � 13 .� � . S � 111 ..S �•-�--1. �i S • 1 C gS Summary of Operations: e-1C7>N-,faC'A ,f�,,. A"Al 6-',1y Sr. AY .O C .r.• c Ic t -, I' t'i t U � c 4 J 1 C, r\ <-{ r. ,.�� S I t Supervisor : 'rte % Engineer: Geologist: Todays Yardage: Yardage to Date: LEIGHTON and ASSOCIATES 17975 Sky Park Circle, Suite E, Irvine, California 92714 Tel: (714) 556-1421 556-1422 IOOA (4.77) WHITE — File Copy YELLOW — Client Copy PINK — Field Copy GOLD — Office Copy W, q DEPARTMENT OF BUILDING & SAFETY COUNTY OF RIVERSIDE CONSTRUCTION ESTIMATE Nv. LLLU I HIL:AL rttb rcca S UNITS JOB ADDRESS IST FL. SO. FT. • COMMUNITY OWNER USE OF PERMIT YARD SPKLR SYSTEM 2ND FL. 60. FT. • GROUP TYPE FT MOBILEHOME SVC. = BAR SINK POR SO • PLAN CHECKER DATE SUPP. TO PERMIT FT POWER OUTLET = ROOF DRAINS GAR. 60 • DATE DATE NOTAPPROVED APPROVED. nn . CLEARANCE REO'D ❑ GRADING ❑ ROAD DEPT HEALTH DEPT ❑ ❑ PLANNING DEPT ❑ LAND USE �- PL CK. FEE 60 FT _ DRAINAGE PIPING CARP a S ELECTRICAL FEE WALL SO FT • S DRINKING FOUNTAIN SO FT • S URINAL ESTIMATED CONSTRUCTION VALUATION = S WATER PIPING NOTE: Not to be used as property tax valuatlon FLOOR DRAIN MECHANICAL FEES M.O. 0 N.C. CASH 0 CHECK 0 WATER SOFTENER VENT SYSTEM FAN EVAP.COOL HOOD SIGN WASHER(AUTOXDISH) APPLIANCE DRYER t GARBAGE DISPOSAL FURNACE L"T WALL FLOOR SUSPENDED LAUNDRYTRAY AIR HANOLMIG UNIT CFM SEN SINK ABSORPTION SYSTEM B.T.U. TEMP USE PERMIT SVC WATER CLOSET COMPRESSOR HP POLE,TEMIPERM I LAVATORY HEATING SYSTEM FORCED GRAVITY AMPERES SERV ENT SHOWER BOILER B.T.U. SO. FT ®e BATHTUB SO. FT. ® e WATER HEATER MAX HEATER OUTPUT, B.T.U. SO.FT.RESID ®1144 SEWAGE DISPOSAL SO.FT.GAR ® %* HOUSE SEWER GAS PIPING PERMIT FEE PERMIT FEE L C) COL I PERMIT FEE DBL TOTAL FEES MICRO FEE MECH. FEE PL CK. FEE CONST. FEE FEE SMI FEE PLUMB. FEE REELECT. JOB ADDRESS COMMUNITY OWNER USE OF PERMIT VALUATION F.C.C. GROUP TYPE MICRO FILM FEE cap = PLAN NO. PLAN CHECKER DATE SUPP. TO PERMIT MECH. FEE Dbl = PLAN CHECK PLUMBING ELECTRICAL STRUCTURAL FIRE MARSHAL AUDIT C.R.T. REMARKS DATE DATE NOTAPPROVED APPROVED. nn . CLEARANCE REO'D ❑ GRADING ❑ ROAD DEPT HEALTH DEPT ❑ ❑ PLANNING DEPT ❑ LAND USE �- PL CK. FEE _ CONSTRUCTION FEE ON S ELECTRICAL FEE Dbl S SMI FEE S PLUMBING FEE Dbl S TOTALFEES S M.O. 0 N.C. CASH 0 CHECK 0 RECEIVED BY TREES REQUIRED SEWAGE SYSTEM T LL P t SEWER DISTRICT FORM 284.58 (REV. WO) METALLIC-BRADEN BUILDING COMPANY ,January 6, 1987 Duggins Construction 266 Cedar Street E1 Centro, California 92243 MBBC Job Number: 71-4847 Customer:_ Family Heritage Church Location: La Quinta', Calif. Building Description: ,CS 60x140x22 EH WU 20xl4Oxl2 EH Gentlemen: This is to 'certify that the above referenced building, when erected 'in accordance with MBBC's erection drawings, is designedfor the following loads: DEAD LOADS: Actual weight of components furnished by MBBC LIVE LOAD: FRAMES: 12.0 p.s.f. PURLINS: 20.0 p.s.°f. WIND LOAD: 80.0 m.p.h. Exposure C Collateral Loads: 3.0 p.s.f. Seismic --Zone 4 These- loads. and load combinations meet the requirements of the 198.2 Uniform Building Code. MBBC's ICBG # for Frames is 3678 MBBC's ICBO # for Plant is FA -285 and since Carson City Plant is frequently inspected by ICBO, no outside.inspections-are required. All members are designed by M.B.B.C.'s interpretation of good-eng1neering.practice and in accordance with the latest edition of the AISC and AISI codes, as applicable. All indicated bracing is permanent- unless specifically noted. very truly yours, METALLIC-BRADEN BUILDING COMPANY Fred F. Radfar, E. P. O. BOX 14240, HOUSTON, TEXAS 77221-4240 TELEPHONE (713) 664=9492 OFFICES: -6300 WEST LOOP SOUTH, BELLAIRE, TEXAS 77401 DESIGN LOADS: (Component dead loads for materials ,4 furnished by Metallic are automatically included.) LIVE LOAD: Frames: 12.0 p.s.f. Purlins: 20.0 p.s.f. Wind Load: 80.0 m.p.h. _ Collateral Loads: 3.0 p.s.f. Seismic Zone 4; Exposure C tZ.-� Fred F. Radfar, P. E. This building is designed in accordance with A.I.S.C. and A. I . S . I . codes and The Recommended Design Practices Manual of the Metal Building Manufacturer's Association and by METALLIC'S interpretation of good engineering practices. All indicated bracing is permanent unless specifically noted. Anchor bolt design is for size and location of bolts. only with foundation design by others. JOB: 71-4847 BY: K. Wong DATE e 10-31-86 METALLIC-BRADEN BUILDING COMPANY BUILDING CALCULATIONS BUILDING END Family Heritage Church CUSTOMER: BUILDING 'La Quinta, California GEOGRAPHIC LOCATION:. DEALER: Duggins Construction Inc. BUILDING TYPE CS 60x140x22 EH DESIGNATION: WU 20xl40xl2 EH DESIGN LOADS: (Component dead loads for materials ,4 furnished by Metallic are automatically included.) LIVE LOAD: Frames: 12.0 p.s.f. Purlins: 20.0 p.s.f. Wind Load: 80.0 m.p.h. _ Collateral Loads: 3.0 p.s.f. Seismic Zone 4; Exposure C tZ.-� Fred F. Radfar, P. E. This building is designed in accordance with A.I.S.C. and A. I . S . I . codes and The Recommended Design Practices Manual of the Metal Building Manufacturer's Association and by METALLIC'S interpretation of good engineering practices. All indicated bracing is permanent unless specifically noted. Anchor bolt design is for size and location of bolts. only with foundation design by others. ... 'SFS.'. •. t, .. .., c - „ _ t _.sr CkrY � 1 •. F� hitt „r y� .. r �" .t' � Fr; i^ ' •j..r r ... • -7 r; { �r ,� ti�" r� �y:' i rt? ,... ..,ta �,e4 �{ �r i � 1 - ,.rt. * � t - {•.� � ra .�Y tF 1:r:j ,i7 F �v" rs.� �l. h.' r ' �, t• t *k r.r 9 �.� R t 7 J s ; sc'�f�y' tv�+ 'y �•f' S �,`4 0-{ r`t ^-+,. ��a, r�r rd., ,a,rr �"rr �c._tcJ',.�`-•��'' r.,S'+a 1, 1 � r t t7' + v vs. i a: � Y' c ir.� rA'� "ii` Y4E�'� ✓ ?.,,r`+�` .`�^''",�'�� s. $'"�� ' a . 7• t' ,.5. s 1i' � �. / ,`.r. � -its � � � �y. �� 4 ' .7a "t.,e` ♦-. 4 - i'r � 'Ze i - _ *�>4 yjr'vY -' - � �� �« .. ,. ,�.. '• _r�'¢' ? a�� ��" �{S 'r .f��'r�, ��'•.1 r-7 ta."f•�Y�' t�t=f 'S"7�"y r ✓ ' — ^.�`w.iha�r-'z�� `C•= -h h 3 f1 Yri .fit � -n. l h .t, � 1�; �. i �ti,�J� ,; •r Y •t 5 "r a^ '� 1 S "+f 4 � . i. ait.d r6 J,y �� { F INTRODUCTION The information contained within' this pamphlet . isy a� , technical description of a Metallic -Braden pre-engineered;w'., pre -fabricated. metal building.It represents the application of the most modern methods of mathematics and engineering to -the design of a building ,Its pto urpose is nd prov.ide interested reviewers with. the necessary design calculations, and other documentation required to readil verify structural integrity. y ., Figure 1 is a drawing of aVMetallic-Braden Building, illustratingthe t ' typical load carrying members; i.e., :.rigid::, frames, endwall purlins, girts, bracing andn elS._ span rigid frame building was selected for this purcoser'`s ''-' ' however, any of Metallic-Braden's other standard designs; 'as .` described in the Standard Specifications for Metallic -Braden Buildings Company Pre -Engineered Metal Buildings, .could also w'have been used to illustrate the basic building components s's: r: All designs' are I -n strict accordance with _thee -fa test!`�F editions of AISC 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. Metallic -Braden buildings, unless otherwise noted, are designed to withstand either of two loading conditions.: Vertical dead .load plus vertical live load z uniformly' distribute d .over the horizontal �Irg < K F, f Projection of the roof areas. if - '' 8 s'u-'d yet, A{.� --, i ••� ;Vertical dead load plus wind load 'applied as Kl 1 J2 hi .t.l 1 1 �K4Y r� = car' pressure and suction y� normal to the buildin r g x.. , SA sur.faces,° as described -i'L` a n the MBMA d ,{ ; 4 t w.i ecommended Design Practice' s s - f _' $ _' •`'t I'egg Manual � /. trh !t <, FLy�iTi7'' S...A�4u�J8.. ';,#Ty"_ye•'n i �� '4'r,� `4. ;; '� < 'r i v � �. �r.�x t?=. 6i to :��•i"yiY .tilr'r�r ; . '`'k%t vi4 i'IGa'<`.r-,_ t•.:.r.. ., `' .:. Other more specializetd `combi nations °and applications of a loads 'are {incorporated into the design of a buildin `required. ^,.--Occassionally these s ecial design conditions ;' ` �tx ;cannot be 'handled through one of our -standard design" ';cannot forma is . ;If this occurs F�: �, ,_ special hand •calculations' -W' F included k_ �ytl L }xt_ • ,.. '.ViS..,.*.a�r,•'� �1�.-_....d .^... ......... .....,.. .. �1_._...., �, ue. Subsequent sections of this ` .``•�`.t^ �r;'{ r,ztisYa a,�ya�4 i:. ° ��= wtt report, pr_esent thei3detail _n. -t.: .,,:.�a02y.,ra u;�F'�'t"- �,. '�s`,�r),,.�t'b�• M_ -.,':-a; n.f�.f:�,a�.;,.-F ... .-a,..:. :._ � :..?: -•.�..-' •. _ ..-_ � ed laes C .4 o,") s a rd a i r a r -3 Sac i - ess-rY eXplanat4 3r.s. 7,5: • on, R i 9 i d Trame; Section "3' Col' Endwall; Section 4, Purlins umn and Panels; and Miscellaneous girts; Sectlon Long So , and Special Conditions. K4 ly W le S i f G -r � t. } c dj 4• ta. _j}w. K TFl + Yi+" -^ISG{moi i�i� ..�-� ill.' .a1• •• � .`` t � s x, 't, .l t,- � +7 ,`9. .:..:. 1 { 13i_^'r �#+�'r�}y �.���h {`WSJ �'yys v '� {• ii rr' � 'XIL��• ?� 44 f{ % - r ..!! .•! - s, t r .;•.v:. . +r:_ ., a iA '� 17' {•• �,,. �: } _ ! i - +ysy„l•'k •,�. I� ::,,,.... .+. .. � 17i•, 7 c 4'S. 5 •+�, t �� r. ./} r�a' t�, .,,rr r �� � �.vi ( :� e .".° �' "r' :.ly .. �,.a a.;tT .,,t hlr4 �.fi � � 1.19��r l���` s•�Y�"'���r'•"'+. •y. •^ .k' . . . i'. rJ!('•.: :'. - - r• .; Z� .. '��.M,l.Is1 �{s';%'S'V. • b� �}. M�ltc �,7r�'1�� a:1 0 RIGID 'FRAME EXPLANATION AND METH ODS OF ANALYSIS t Ri' gid frame -analysis and design is a very exac Metallic -Braden Building ting task. that Company uses a computer a m - permits detailed analysis and -design to be progr gable' frames The f c)l 10' brief description. done on program. wing is a Ion of S thi Ess en t i a I J.v- k program combines the STIFFNESS METHOD structural design theor -; All Of this is _z C" MATRIX mathematics operations Possible by the utilization of digita .computer capabilities. -The inherent speed of computation permits. the. use Of elaborate mathematical techniques which would - be impossible - by hand. 'These techniques along with the completely rigorous structural theory approach give - technically Precise and accurate results . program consists of seven Portions which 'The 2. 3. 4. 5. 6. 7. re as ZOIJOWS. 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 configilratio that the program can analyze or design is depic n It consists of a gable ted below. roof frame with vertical side walls sloping downward and a on both sides 'of rafters may be s; the ridae. ,The upported at intermediate Points by I columns Each sidewall. column or rafter m interior number of may be compo K_ segments; sed of tapered, ed . with.njn these segments may be prismatic or shaped cross-sections. inter columns must be Drismatic, but may be "I,, interior -Eng ­The bases. of Sections or pip side wall and interior columns ma T be at different 'levels. be left and right hts and roof slopes may be unequal. t -side wall heig M 'Or -9 �­. 115UPPort­a n -d Loadings: ",TJ4 e b ses m Fpinned or -'f Ixe- of d ; :'the tops " a e Spec p e c 4 40 Of ;nterior AO y Lied I t i -ed -Pin.ned or fj-xced to Umns..mav .be the e r a f 't e r s ;distributedA dead Ansd live lo tniformly - !considered to be transmitted to ads and wind loads are the gable frame at and by the girts and purlins which are at specified spacings.'"!'In .addition, 'concentriated forces and moments may be specified .at any 'location on the frame. , thus 'permitting the :'-Inclusion of overhangs,'' ,cranes, and bracke a .,etc. t 10 ds,.1. 4:i 1. .� K-0 L \ TI J•S 1 ! S - > S+- .k � 7 Y' s- s5 by -Input: e nputY to the program consists of information 3r •building geometry., =deb depths at .critical locations, 'co.lumn :; s��•�^' locations , P gir'ts and pu_ lins loading `descriptions inateri'� , ro.Perties and` stress. criteria. Zf analysis only required; .the member cross-section details :are. input. If it r -is to be design ed,='invent.ories of, flange sizes and weD '` Sh4 thicknesses, and pipes ,six_ P P sizes are read in. 'ti�x �"`t . ._• .t 1 t n.A `• . Analysis: In the analysis�.option no decision making]is"done . C oncerning member selection. -From the information supplied, which includes all member sizes, the program .develops the precise center line. geometry of, thegable frame ,The analysis is, carried out on the line configuration, composed of straight. line segments (.'Members') defined by the joints and other junction .points called 'Nodes' :•:`All the loads are ` transformed into equivalent forces and moments and applied at Node points. ;::The :direct stiffness method of matrix structural elastic analysis is adopted. =The stiffnesses. oLr°' all the members are computed, and superposed to yield -the z a force -displacement relations. for the entire .-frame:`"=y v R p:Stiffness coefficients and equivalent actions for 'tapered members are obtained by Newmark's Method. :.;The Nodal displacements- for the specifiedsu ' pport and loading �,. �.•.�,••..,.. conditions are solved by a matrix block recursion routine. The support reac.tion.s, member end forces and moments are then calculated. --Finally, the most critical bending and • ''>`•�-: shear stresses along each member are computed, and checked ` • . ag a i n s t allowable criteria according to AISC specifications. The most critical stresses are those having the • g greatest ratio of actual to allowable stresses. The program will ar-r• l analyze the frame for each specified loading combination, dry. S one after another. -- > -L" ; x.,:5�. # Design : • In the design option, •' a safe frame is determined 1`r. fan iterative process of analysis and design. -.: Initiated by �'�'g. Analysis of. a frame consisting of the first section from each of the 'specified flange, web and pipe inventories, the v b = .1 �l;Y design proceeds in .cycles of analysis, "criteria checks ? selection of fresh .sections x" , '..-and reanalysis until a :,� satisfactory frame 'is obtained. first loadin combination is com4When the design for'the ` g plete, the -program will G ,x .analyze and check the m r`"�) combinations zr�.".a�k��f frame for specified loading � .__ . - JOB DESIGN MBM,Metallic-Braden ENGINEERING DEPT. /+ ,( JOB NO. -11- 4-6 4' DEALER�►-I(Icn1. 15 QUOTE NO. • DESCRIPTION Gc2 X 1 ¢(2X ZZ G1�DESIGNED BY CHK'O BY 14t? X lZ VIVA CALCS. 5G �� STATE LOADS: ROOF - DL LL WL COLL. T I 'PRELIMINARY ~ FRAME - 0;'69'1� LL 2 WL 0�►► COLL. FINAL OTHER - EST SHEET NO._j_OF_1_ LOAD COMBINATIONS — MEMBER SIZES REQUIRED COVER: ROOF FOR PERMIT RAWINGS WALLS — —�-%l V` v11Mq 4__ ,YESZNO 0 4'd I 11 •. �N II . _/• - .. , r �t = � PURLINS: O.C. LAP: STD. EK SPECIAL ( see below) O UL 90 - Y2T/ NO 'lA END BAY - S� I:rt ,4 Ci INT. BAY— 8�iliCj �' ' '` r -•` "� EAVE STRUT f s. GIRTS : GIVE GAGE, ELEVATIONS AND LAP ( IF REQID) ry ENDWALL �- SIDEWALL _ • � ate^------- • ENDWALLS END rrCrr END "D` RAFTER - CORNER COL.- ENDWALL (#I CLOSEST TO EAVE) #2 :: #q w.Lw VA. S;-f4v4. A-Wj BRACING NUMBER BRACED BAYS - ROOF �'��- WALLS yljf' DIA. ACTION WIND COLS.• , _ OTHER • /��iC0.id13 5'�Gl�� tag INTERMEDIATE FRAMES : STEEL YIELD - FLGS: �4 WEB: 5 SPECIAL - SEE PW. T ER CX AND DETAILS AND/OR FRAME SKET H aG` 'fir ^� � / °All BOLTS - SW. COL. INT. COL. EW. COL.'—rr s� ter 4 • COL. REACTIONS - I�_ .•.e ... r :fti. .J,r'• -• ::4a ax "u{"Yr d.. �i DESIGN NOTES REQ 0 ON DWGS.' a xt�'' - NON- STOCK ITEMSx�?,....���T.{�y��++t+ {• r fa - + t ws- - �fj� �,, Vit,- g w`'1 •�.w� 24�•Lf.�t�y: `ay _ .1 - '„i Y •/L�"1»` Y—� A ,r r x ;:.' .- id" !G r�'f *. ` yr`t � f `y�r i �.r µt '' tt sem... "•' r, • .+.5 p�. 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Z 18, 8 3.4 �3v AY, - PL4 f �2AGI1,1 rEI�tGTIads �.2 ¢•� '�fZ ' Sf 5..: i 4..Y+�� {s- .,{ t' r• }�f 4., 1 }�it�k.... �%+ - , t s•~ J •� '� t . .A � F; ,. }y� •1 a ,7„ _ 1 }y, * - x�'-"Yi f 6 � �4 �f ctr'i.�� �: '=,)� �7 F- r. � { 1 ��� fL. t'�i�-t�y„�'tr:Y�y�. .Y'�1y.. } e � tF C7 t .ter �' z 't..0•Y r • ,;,.s. ,f. _, -.. •tit. ,, t.''� +rt .1!- .. n, ht , �'f f_t�`f �) fi`L. i �, � .. �}'� -• I. .v, }�� k, ��•� (sa` k n 0 C7 ze_�AG 3.4 �3v AY, - PL4 �2AGI1,1 rEI�tGTIads C.�/I►�p p19LC--ro►l MAS( 6,16 offafaq"fE 5..: i 4..Y+�� {s- .,{ t' r• }�f 4., 1 }�it�k.... �%+ - , t s•~ J •� '� t . .A � F; ,. }y� •1 a ,7„ _ 1 }y, * - x�'-"Yi f 6 � �4 �f ctr'i.�� �: '=,)� �7 F- r. � { 1 ��� fL. t'�i�-t�y„�'tr:Y�y�. .Y'�1y.. } e � tF C7 t .ter �' z 't..0•Y r • ,;,.s. ,f. _, -.. •tit. ,, t.''� +rt .1!- .. n, ht , �'f f_t�`f �) fi`L. i �, � .. �}'� -• I. .v, }�� k, ��•� (sa` k n Metallic -Braden Building Company ENGINEERING DEPT. JOB TITLE • DESCRIPTION Q a 74 X� 41- v T r .� i+ r� _ , � • , i^ ti .:..r l/ � G - _ �7' K j i _ . x��t � i�= i.�"ita�j � •,� X. •7 g,'t 7 ti x i'§ `c .. X ��' rNi. J •, t't "! -,:�> ,• f ]y r;" c z }ry' J i Y,.p •..raw _ 4 - .,y 7j,.•' J t '� - R � -" 4 rcti�+t• r }l"�'i� n'Q k,t+ - E � ,o •�'t"!. +."'Se` n �„�t, Yq'' "si . ar; it t, ay f.` y� r fi�'7. }� 74n,?#irFF 't"YzJ t i • err.. c y" r .T.:. ... .• • -. is . , ., A.�.,�y �`l.-f ?f i�".` t - ... r. - + ^ lh,.'n. � �. 0 Lam[ � - O� Cj-, O, G�-.G✓ •. —o, .�,9 �Z.c� —2.2 o z.6 �p L? L, ••!L - I MAX. Noy c7O AL '••� P — F7— -,�:. �•� �� � 11'..`f LPAr�t�11. .. i 'k `" �..A. st �)Yr �- �.: �r �rX t���i�iaTM,.i _ �,`"r t' ° ... - ..� r � P�L't i�wi "'(A`( �i'� 0�,7��"(�.� �' r , � � –�f a'�.•. 5 -n ;' � � .�t.� �� i � �L�Y �`"��,�,?,��.' �.�,t aim' V � t : k `� t -,�s F.. ♦..,,� Lr`�T.«���� yt.d.I wi. {lY)S ,' .ry - y n �N r.A 3�� �33,�, i! �.Se�w}•.1 Y" L� •'L h'r�`,�`. 4 i ' 1•'; _ :.R^�l'Z��e'ri $��r.t4„ry�/. T Hr �tA �* w,."t b3 `�K')! ��(.'A'MYna�.. ':. ti t, '3'�'f� i>'1 fjs .� L K -.*-•W. ':n(Ypw7 � •Sb iw-'- .S?.; • ' k. - 't....sr :l- .- .. `�h `�L`� �r . Y ''- �"f _�gga' X l rA`., ,N,f/ F4-"�{'°4 -+cry fir i��fgr,�.5PP ?': } '1 • 'A.. "- x.1.'7 - .ib' ..- . .. ni:D't .l:.r. Metallic -Braden Building Company ENGINEERING DEPT. JOB NO. -1 I� L.-6!111 JOB TITLE QUOTE NO. DESCRIPTION DESIGNED BY -u CHK'D BY DATE SHEET NO.--!�- --! T I i tips ZZ, FT -17 _j fit if I I F I+ -i-- 11 4W 11.�'".-r� �/r1�12E•�1-O� Z�I.o1 ��I.Q ��_ Metallic -Braden Building Company ENGINEERING DEPT. JOB NO. JOB TITLE QUOTE NO. DESCRIPTION DESIGNED BY--�- CHK'D BY Al 44� Ft PS21 - �.Z�< <- �- �,T u, �' -:_ _tel- !_i_ ► { 4-V �711 0 r/7 L J C-�'- �Z �L -_(tet _ =mss � = _8.'l `_ _-� � � �S�- �G�-�,.u'-- L Ll t 1- t 17 M SHEET NO.� Al 44� Ft PS21 - �.Z�< <- �- �,T u, �' -:_ _tel- !_i_ ► { 4-V �711 0 r/7 L J C-�'- �Z �L -_(tet _ =mss � = _8.'l `_ _-� � � �S�- �G�-�,.u'-- L Ll t 1- t 17 M ''' ''''''-'^-''-''�'--------- ---�`' msmetalk BUILDING COMPANY v wmu DESIGN BY THE DIRECT STIFFNESS ME/nuo .� AV IN Accomo�wce wxYn uIsc xwo no�u �s xpp�xCxa�E -'_ _- _ -- _ � ^ ^` mmx�mum� oeacmxprxom - - ouGszms oomsT 7148*7uoz '=V ^ OT mr~ co�onmo �-rorx�-mswesm a60.00O um ' ��CwLI1= �I°veo�� ��-.;;--m�oo����p�� � -------------_-_ ' ~� , mAse BASE oAse mooe * suvs xwss xmsp moos . ELm-�wse oEprn�--_Sup --*­­HEIGHT­­wso ospr* cowwscrIom wo.---' ��� --' -'----------------------------`----- �. 0.000 pT.`8.000 IN. pzmmso '' x * 22.000 FT. ao.ouo IN. RIGID 2 �! ' oo»�2_._mo--Poac-oEprx =--o~000-zm�-'Tvp�- up ----------------- " � , LEFT smo Lspr emm Lspv ewo mons * nIs*r cwo xzanT swo RIGHT swo moue " osprn comneCrzow- wo ------' �. uo Iw° nIczo s '/ �--'-----------spL*TcE LncxrIom wen ospTw CowmscTzow mo° x " pT.--�*^000 rm.-�-nxsxo * 2x°*on FT. xo°oxo IN.—` _-_- i ^ � nnoF oLops NO. o aLops u.*omzo° - -x.uoo/uo°oo punc ospro - u°000 IN. rvp. puxL spxce - 4*.000 IN. .�_ - ---'- ~» EFT smm �spr END.,- LEFT ewm smu nxsnr smm mx�nr smo .mou� L�.wsa DEPTH CONNECT rso wsa ospTn Cowwscr� ocxvsm � " 17 "---yO._000' -5-*-60~o00rTz-'ou.000 zw�- xIszo ---�-'o ' ° * spLrcEs wome " '' � ao°n6a FT* Io l m ".� no.omz p� � ` * . x�~000 zm° nxsxm v ` . " ^� o " RIGHT WALL COLUMN `SOWw nen/ ' 'o 000xz� oo mxp� ospr* - m oon �w s ° ° - ° vvp° GIRT ° .. ~ ° ,°�� - �*� vvv ^w ^� �SE: 9XSE NODE--*- E: KNEE---'-- '—umEE---mOD � szevxrxom WEB osprw Sopponr NO. * xsIcxr weo ospTw ComwecT:ow NO. " ~Y " m°000 pT° o°uuo xm° pzwmsm 9 * 22.000 FT* �o.ouo xw° nIn�u m -__-_-_ v x' ,BUILDING -- OUGGINS CONST 714847KOI - �;L-.MEMBER' DI MENSIONSAND' PROPERTIES r' 4 t .w '"+ ':'Sf ni. r.{ i r¢"' ..: .. ... ea...... : , ,4s0UTER1fFLANGEa r aXINNER FLANGE w # .: WEB # ,, .. f # +MOMENT`;OF• .: .y, ., •'�..^L' c` L INERTIA ,# ,OUTER ''INNER <d:•'a� Y il.>, (y't , ,, ,g�, r .., . .... `c.n.a. # ', , 'r. r ,[, i„,-<. A, X E46fR-3EL-T-IflN-=='=MiDTF4-T+IIC.KNESS= , -0 THICKNESS # DEPTH THICKNESS AREA S_ Y-A:XI'SVc OutwS 111 # # a # All t -IN.-. -IN.- -IN.- -I N.- -SI- -IN4- -IN4- -I43- -IN3- '�:t�,�' {tit'.;., , �... .. _- -._/;.Y a:_, ♦ ; 8.000 0.3750;_.8.000 0.3750 7.992 t` 0.134525.35; 8.000 ,>0.3750.?8.000 i" 0.3750 `:22.213.:,'' 0.1345 8 988 a°'; 888.27 -` '*,32.00 :.77.36" x fr77.36' `�;M # ...Y ,.,.x: ?. 8.000 =-0.3750 ' , 8.000= 0.3750 -22.213=-= 0.1345 -- -' 8.988 888.27==32.00 -77.35 �77.36 - d �,' 1 ,• `` -3 8.000 0.3750 8.000 0.3750 27.972 0.1345 9.762 1450.6.8 32.01 101.02 101.02 '1 It , 2 2 ; 5.000 •---0.2500 --5.000---,.:0.2500 - 27.911- - 0.1644 _ - 7.089 -- :-793.58- _ 5.22 - ---55.86----55.86- --- 3' -y;?° 5.000- `0.2500 5.000 0.2500 s 24.891':„. 0.1644 6.592 ;f ' 606.33 ;1 .. 5.22 47.76 47.76 ' • • z 2 „ 6 3 �, �. . ,s 2� -3 ,� < is .5 000 <. ;. 0 2500 r ra 5.000 0.2500 c:; 24.891: 0. L644 6.59 06.3 5.22 j>. 47. 76 47.76'•; 2- 4 5.000- 0.2500 ' ` ,e 5.000-0 -.2500--15.769 0.1544---5.092 -214ill-qjPF 5:21 3 2., 4 5.0000.2500 '- 5.000 0.25G0 15.769 0.1644 5.092 214.11 5.21 26.32 26.32 „ 2 -5 5.000. _ 0.2500 5.000 0.2500 14.958 0.1644 4.959 190.41 5.21 24.64 24.64 u a ,;.''3'tx ; .' 1 h -` ,' 5.000 ':��' 0.2500 .,�: ��' = 5.000 <,.,�ntr .'.=x,�::_,c�• '��{i u_.�.,YY.. . , ',.<.sR tr�:.., .... �<&�r:r.,,';���.',":.,z'ri �: 't?.'0.2500 %­, 14.999 0.1345 '� z,•:;-. 7 .��.: 3.64 a':,r.•..23-64 2 0.2500 5 4.671 15.12 5.21 25.85 5. '. 52 8-5:83 'I, 2 5.00 0 000 0.25005143-0.1345A . a . . 4:671 215':12 I 1 3 -3 5.000 0.2500 5.000 0.2500 17.398 0.1345 4.840 253.70 5.21 28.35 28.35 3 ; 3 5.000 0.2500 5.000 0.2500 17.398 0.1345 4.840 253.70 5.21 28.35 28.35 u a 443 =-35.000000 �0.2500 7,7 7.t"�} 5'-' :000 ki '0.2500 18.009- 0.1345 922---273.86 5.21- --29:59-- 29:59 --29-.59 ; 25 0. 0.2500 w18.009' 4.922 273.86 29.59 9. 59.000 2 0.1345 0.2500;� 5:000 y0:2500 10.654-0.1345 5:009 296:10 .92 30•92 � x „t va, �v 4 - 2 5.000 0.2500 5.000' 0.2500 - 18.654 0.1345 5.009 296.10 5.21 30.92 - 30.92 sv >, 4` -3 5.000 0.2500 5.000 0.2500 19.658 0.1345 5.144 332.86 5.21 33.03 33.03. ry 4 -�. 3 5.000 r, 0:2500 5.000 0.2500 19:658 -0.1345'-;-5.144 �332:86t, 5:21 33.03 33:03- t >r 4. 4 'k.5.000 0.2500 5.000 g ,.0.2500 s 20.016 '3 { <t 0.1345 y.. 5.192 346.60 'z; x; 5.21 ' 33.79 33.79 tl 1 11 j ,. lY .,s ' 'h �:+ 'S)4f Y• kx^'.:? {. - ji1, - b,'.t h • 4 ....' MA.a.,` 4A . "- . .:» :000-0:2500--5-000-0:-2500 20:017-01345 5.192--34b:fi2 S:ZZ 3:79 33: `Is 5 -2 5.000 0.2500.. 5.000 0.2500 19.658 , 0.1.345 5.144 332.88 5.21 33.03 33.03 1 3 , 5 2 5.000 0.2500 5.000 , 0.2500 19.658 0.1345 5.144 332.88 5.21 33.03 33.03 2, v 5 3 5.000 _ 0.2500 5:000 0.2500 -18.654 - 0.1345 - 5.009 ,296.12 5:21 ,.: 30:92-30:9 5 A* .,,, ; 3 s - 5.000 0.2500 ys a : 5.000. 0.2500 18.654 • 0.1345 5.009 296.12 ;µ '- 5.21 :., 30.92 30.92' u ' w'�+' 4 a',� 5.000 0.2500 ` 5.000 �'F 0.2500 18.010 0.1345 4.922 ..4 >'' 273.88 -.L}>' n s 5 3 k;<. "� 5.21 4fit ..29.59 Is 6 1 5.000 0.2500 5.000 0.2500 18.010 0.1345 4.922 273.87 5.21 29.59 29.59 "1 u -6 -2 5.000 0.2500 5.000 0.2500 17.399 0.1345 4.840 253.71 5.21.• 28.35 24.35 n 436 ^� Z ps 5'.000 0:2500 "5.000-7-7-z0.2500 17.399 -1 --Do 1345 --- 4.840--"253.71 T '5:21 , ., "'28. 35 - -28:35- "- (, stn'*6; 1.<, 3 x9 5.000>•,=s 0.2500 t° wv5.000 ,Rt 0.2500 ,', 16.143 0.1345 ,y 4.671 215.13 '<:'5.21 �� °L 25.85 25.85 ,ssaC`b r�? 3 ` 5.000 x' .'0.2500 ;rte''?5.000 _«:'' 0.2500 i 16.143 ':`' 0.1345 ' 4.671 ri' "3.:215.13 • 5.21x25.85 t `''25'.45 r a�. t .. �r 46 ;•, 6"-=X5:000 0:2500 5.000 0.2500----14.999- -0.1345'-'. 4.517 183:18 p 5:21 23L64- 23:64 T {` 1 5.000 " 0.2500 °'. 5.000 0.2500 14.957 0.1644 4.959 190.40 5.21 24.64 24.64 n,= 2 w 5.000 0:2500 , 5:000 0.2500- 15.769 0.1644'---5.092 -214.10 5:21 26.32----26-:32 m 7 z 2 k f - 5.000 0.2500 5.000 '0.2500 15.769: .0o1644 5.092 �;, . ; 214.10 5.21 26.32 26.32 s `1 3 i-aµi ¢ •':5.000 0.2500 24.890 0.1644 6.592 606.30?5.22 47.76 47.76,;, t, 5:000 0.2500 5.000 0.2500--24.890 •+-0.1544 6.592 -606:30 5:22-4'7:7647.76 S7 PCS �: 4 ' +' 5.000 0.2500 _ - 5.000 0.2500 27.911 0.1644 7.089 793.53 5.22 55.86 55.86. Is s, ate t _ .'. . t.- ,t.H .1 ss t a, era r.> - 8000 0:3750 8:'00 0:�3T50 -27.-972 0 1345 9:762 14�'0.�8 �,;;- ;, 32:01 1-., 02 101 -ii x �� ^„a .x n,`, 5 345 _ ,'i;;., X, y;., a.i, j �.„.:: ;y' „ . 8 r 3 i v 8.000,E;. 0.3750 x ,"8.000 r ;,,.0.3750 xa 7.992;; 0 1 , T.075.,h�,,..110.81 32.00 , .C.,, 25.35 25.35 K ,filE, •t, +� /.. 1� s}t..,.srr - .z . s','r ,: .�` G ..c `."+Txr'i., .....: 's;: ..,-,?'. z,'`,�'d,.v 7 t.,"c.. sr !ti.*;`��^a.79.�, r.,t :t<.a., '...:•�.., - ^.;�,*>.,... -, Y.:..s,:.�:: +i�.�. r�.tr,.<. <,! rg��:Pi. �..•r .• .. , s. 3... >;,. xca :.:leets?.. _ ! .-..., T.'Yfi.c, ,..... <.s: �.�. , .,._...��`4'i,..i�;`. ;.€._ .1•.. . _.:,c�•:a'., .. is :.'tj`?,'�,;..,, n SI S 2.!' ] 'yd• \ i'F. .yf�: � .try. 3. {.• 11 F?-_II'6M. .7f.t "i>� R .+,� •�'1� ♦ •1,^ ..-.. ,.. . ... . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . ti iBUILDING OUGGINS CONST Nl DIMENSIONS -AND PROPERTIES CONTINUED 714847KOI S - `;s.SLENDERNESS -RADIUSI.'dF:� YRATION"." ",UNB E y ,STRESSE 17 ;a_ Jx. y RAC 6 LENGTHS;' EFF. LENGTH,','*." OUTERRATIO INNER FACTOR MBER SEP -110m FVANGt w A-AALb -A X IS-.-- Y-AXIS-*----- KX ---W-RX'--"-- RY- K -KSI- -KSI- -IN.- -IN.- -IN*- -IN.- -IN*- A.... ... "W -J4, 50"*' i. 230.61 230.61 230.61 80 3.96 2.13 ':':�,, !.;28 �,!4*.-'�� 7; 2 1.89 2 2.14 'r :122.21 14 50.00 50.00 .s, ;;:243 50 3 1 230.61 2:80 2 0.6 9.94 50.00 50.00 243'50* _230.6l__230.61-'"---_-2:80 94 -l­89-2­liV-2 'lit Lz2;-2F 2:- ' 1 -3 50.00 50.00 243:50 230.61 230.61 80 12.19 -1:31 2:10 2:10 127.36 u "n--=--5 0 .; 00 77-7-7 676.21 ­­­­ 19.98 80.32---' 1 -'1 4-__35.88 - 50i,00 Z_�_2 0:00 676.21 56' 9.59 0.89 .-?. 1 16'' 1:16� 39.58 3 50.00 2 5 19 98, 80.32 0 9.59 ',676 67.82 5 00 0:56 0-89 1: 16 1 16 OJ 3 5 0 . 0 0 0 2 1 6 0. 34 80.32 :P. 00 '676:21 60. 34 80.32----'0.56---- -6.48- L.UL 1.24--1.-2'4_ 59.63 2 4 50o00 50.00 676.21 60.22 120.43 0.56 6.48 1.01 1-24 1.24 59.52 2 -5 50.00 50.00 676.21 60.22 120.43 0.56 6.20 1.03 1.25 1.25 61.27 0 I 0 0 120.43 0 56 6.37..,,:.1.07 8 5 9. 62 50 3' 1 5:28 1 2 '50 00 �1427 :'57.01 "3 -2 M1 5 0 0 0 i,�f �"&' 77 2 120-43 0. 56":' 6.79 1.06.��Vl 27, 50.00-'50.'00 676".-Zr---60.'21'---120.43-------0.56'- -6.79--l".-O6-l­27­ 3 .-3 50.00 50.00 676*21 60.21 120.43 0.56 -7.24 1o04 1:26 1.26 59.02 3 3 50*00 50.00 676.21 60.21 - 108.38 lo26 24 0.56 7.24 1.04 1.26 58o02 ss 3-73! -7-4-,, .7 50.00 -­yz;'50.007-rfs. 676.21'7 -­':'60.2l_'_-'l08.38 7 ----- - 0.56 7.46 1.03 - '1. 26- 1.26' --58.5U -1 2- 5 .51 08.38 .0.5x'.1.26 -' o - 1� 7 50oO 60.2V- '18 6 46 .1 . 0 3 50''00 -50 OC _60.21__108.38___'0.56-_7:69'--1:02-1:25-1-25- . 4 2 50:00 50:00 676.21 43.17 108.38 0.56 7:69 102 1.25 1.25 49.37 4 -3 50.00 50.00 676.21 48.17 108.38 0.56 8.04 loOl *:' 1.24 1.24 47.85 70 50600-=.-50.o00676 21 34.38 ------"-"-0.56'--'-- -7- 34.38-8.04-l.Or'-1';24_-ls24_ 747.-19 7 �7 50.00'-;"R` 50. 00 h 676.2 34.38 34.38 0.56 8.17 L.00 lo24... 1.24 4 -4 46.46 ey g� 00 -50.-00 2 34*W38 4:38 -0W56 8: -1? -T:00 -Y:24-1:24 6:�i y, .Lf -r.-oo- 'is R,, 5 .-2 50.00 50.00 676.21 .34o38 34.38 0.56 8.04 1.01 1.24 1.24 47.19 az 50.00 50.00 676.21 48.17 108.38 0.56 8. Z 5 2 "T 04 1.01 1.24 1.24 47.85 .1� a 5 3-77-. 5Oo00­--.,50.O0-T-676-w2l ­-- -48.l7­l08.38--O.56-,-7:69--1.02-1:25 <1; 25- • 49W37 5000 ' 3 50 00 676 21 60.21 108.38 0.56 7.69 L.02 1% 1*25 1.25 59.03 ' 1. 61 60.2.1.' 108.38 7.46a. 58 5 50.00 •" 676 21 0.56 1.26 1 4 03 2 Iu n 1 .50.00 50.00 676*21 .60.21 108.38 0.56 T.46 1*03 1o26 1.26 58.51 6 676.21 60.21 108.38 ..-1 -2 50.00 50.00 0.56 7.24 1.04 1.26 1.26 53.02 -2-77 '50.00'-7,7f- -i2t­60.21-77-120-43 56 -----7:24-: 1:04--1.26'-1.26 5t3.;02 7 67 50i.0077T��676 0.56 6.79'----' 1.06 1927 1.27 57.00 6 -3 '50.00 50.00; 14 676.21,::, 60.'l 120.43 Is at h 50 57.02 00 676.21 6 0 2 2 12 0 . 4 3 6.79-�'-1.06 1.27, 6 3 .50.00 056 1.27 50000 50.00`,.:676:21 "}60.22'--"120.43'-----'-'0.56 *6o 37-l.OT---"-1. 28 1 ;.28 -59.62 4 50.00 50.00 676.21 60.22 - 120.43 0.56 6.20' 1.03 1.25 1*25 61*27 W00-50':00 7 � �77 675:21 77�-.p- 60i.22 77. 120.43­7--.-­0�566.48'-1.01-1:24- .t 59.63 2 50. 00 50.00,'A­-�`:' 676. 1*01 1.24 1:24 T 1 60.34��::i' 80.32' 0. 56 6 48' 50o 60.34 80.32 9.59 0.89 3 .50.00 0 56 1.16, 1 16 67.82 SIHNJ .7-- - 0 0 676.2 ..50.00 50i.00-676-,;2112�2�R19.;98- 80.32------ 0o56- 9:59-0*.89-1;1"51 o --1* 7E p1 -4 50.00 50.00676o2l 19o4e 80.32 0.56 10.58 0.86 1.14 1.14 35.88 O ­'o_ 2 4.3...1;.t25>'-i�rz?� 3 230:6-1 777-2:80 12:19 - lW817--2,i10 3tE`•1;'f �3x�`00 t „S/+���T;8 }moi'. 5.1:0.,:.i 5 0 0 0 - 2 4 3 �2 5 2 3 0 6 1'_(i 230o6t 'M 8 0 3 9 6 - 2- 4 -- 2.13Z�'f_ 2-24,' 2 172olO 'e#�s1�.,4 x-,.Y _x� a. �1 . S�a. ��,• {'�•,:ic,�`.1dk'. 1 BUILDING DUGGINS CONST 714847K01 '4.'•, LOAD • 1 -- LL+OL. ALLOWABLE STRESS FACTOR - 1.00 - :P,f UNIFORM. LOAOS # rr x t a z , :y•� r s �<:•: �" �s �- 'HIND -COEFFICIENTS 'r, ; ,,, �z ,� �' �€ � ,J' } i i�"s .s.a�.n +.i ?:s .q, ;•.; 'x'd. A - ._(_ S t i ..;.t 1; ,y,ni I s !�:#k:�i"k����>,',a" � t:��s��<'y` �� is « � � •�•. ��t:+�s ;s.;;.r, < a=;s=t�{;,• ^ `�`' .r �� �c`�A �= '' �, :�,�., � Y�r�� : �.; �� , �'''`. s ;�:, �` � _� t L. ii/E Yl1Nt1Df -PSF- -PSF- ' -PSF-'. # s� 12:00<---O:O�J--i•00 - --0o00- ' �.._£ { x�i -O OO a s` s .f`.i 's, "'i .Yi. •a �.S ,F .�� t _ ''-; v Y t- .3x. f 1: •�'.' ;:"!. j". � .s° r . s .d °sy` ' • x ,a. a f y.- ,„x x r n:,x v i a , f . ,i •x t , '. _ ON , y .. q > .CONCENTRATED LOADS # # LOAD COMPONENTS ' LOAD NO. LINE NO. # LOCATION # HORIZONTAL VERTICAL MOMENT 11 gSfMY�� Z u ty� F l; Pfd 3 wik �' f3s -FT.- -KIPS- -KIPS- -K-FT- A"; K FT ,f rL 1-367--, ----- -0.00- - ------_4:55-----4.86 OOR+JINATES# - --SUPPORT REACTIONS—— ---#'--'-- -NODAL D1SPl7tCEMEINTS-1 u� �1 ' ... a���x �i``���,€ •� f '"kv'IS. '1f.3 „,:: i•' Y z:. �• :tl � # � - .• .. C HORIZONTAL°:: -VERTICAL °, MOMENT: # r � r ,y , HORIZ. VERT.• ANGULAR I„ k-..I, -IN.- -IN.- -KIPS- -KIPS- -K-FT- • • -IN.- -IN.- -RAO.- 's1 s 1v, it+s.. '° 'Syt• "d ,.4 2 .., 4. n • R.-. 0-:000_.-0:"0-00-0-00550 =0.00 6:24: -18:84- --0:00 22.50 243.30 -0.008 -0.00 3 �n -0.153 -0.608 -0.009.- 3 �= 257.94Li 4`264.00-768:43 --- -- ---- =0:058---=2:002-=-0:007 5 360.00 ' 275.44 -0.038 -2.337 -0.000 so - ` . b 456.00 268.43 ?�� -0.019 -2.020 0.007 :e� R 1:- 7 - '600:00 2 57.94 s -x------'- -0:075-'-0:632-0:009 Ax 8 �a 697.50 243.30 }=`t t -.1°v� ' + 0.164 -0.008 0.004 "1 n 1 h'#;� o 9 «4t''u `. .0.00 az (a ,•A 6.24"s ,' _ n .707.50 s, is MEMBER END ACTIONS -j�IIOE- w � `»'` � tS ,•.gg''.�J; -' ' 7 ,_. .. x. Cra?,t •, .,, r ° i'; # w < :<_���."3� `y^. yf 3 N v ' s,'�.. �P 4 r t: _MEMBER" 4 N00E,.;I' : •NODE J 's # •AXIAL �z a; )SHEAR . MOMENTA-; . AXIAI SHEAR .. •r.. „-KIPS- -KIPS- -K-FT- -KIPS- -KIPS- -K-FT ''� ,s f�•k&ssrs:e.>:a;A� r ,YI'+0.,,.(cx;..$rn•s�sf ��. s£ . •.'t. :,, 5,�`1i.�<a.f •iI''3t.s. .r.:, 2 '.,k. "1y „.•`. Tasrr s '2.wM.,< .r�. .;.';,._.-7 ..x'#.k.'-:.., 2"m3.KjF. W,:x.....:.- , ,. •' -5.65?I_.698 • 2 7 77 Z,s =0.-- 45 7.59 31:11 i' a3 :8.12 12.01 117.10 -7. 8.14"5- }31•11 40. 43.0934- „ 4 -3.40 -"=43:09--=6:23 s ra9 '1 "0.41 56:10 - h,` k` 5 5 6 6.22 0.49 -56.10 -6.50 3.32 43.73 A 6 6 7 6.50 -3.32 -43.73 -6.85 8.06 -29.52 T 7 877:44- :. -7:51--- - 29.52 "-'-8. 11" 11.93 =114: 87 • _ -- -' } 3 9 ° 9�°" p' <?14.45� ,l,*< 5.65 114.74 -14.45 -5.65 r•.t -0 00 s :s, � � �u�a€ °i >•.. r a•yr..p. ,, i T.f �„Y,tk"s as ti t4T , '_ ,'j -.� .:i, ° 'a":,[•r; ' vp. a. ter; • :.P' F4'.. •. �cK�` r�C.,,,. 7t •.S �,I- '3:. *.`�« .::�', s�'F.. � ::�C. g•:: 9k�., C a. 'S- ,a•�„� y" -.s. 'i.'. ..:� ''-, uT;-£..,;;. w.....+•i x>' • y ``�� a "NN, �[ e ... ,•.x. .; 1,...., •. ,g ,. ... SZ ....� ,i."µ .- F Y ,... fir& %S. .;;s�:.y, �- ��5' :;?s:.s x•' -a3 .�s;;� � ;..t'. e'�} I F�. +F L �^_*�:� i... � . �. R. n < � ::t' 7 ^zds .•.y .? . 'T± ,+ .. a � + s _ .. ?x tis i., IL ;.(. 4.+..r..k. �... _<yy_.. S•'? ;ec .' -' '. �>• rt 'f ...:3?j .e.•..,gs,..r 6,• .✓,_ .w%`.;'4 xaY 'fl'. r'r y. :4 -$. v .Y%R •: 55[�� x t ,,.. zit ;#zs,s: Xt sxw.£;ti: :''' ..:M` ,s!C<., ,:.<._• en ?� :a,. f+„ s..,' .sem '•t•.•3d":- ,.x.�iC�.�r+.,`e�a,..;. ... .�„ 6_., .:� .. _ .? ,s.>t,,. ,. z.:'"�L.�; �;�-... �5, ., n.. i? e. �;•. �.. _ 1 : . ;= - :.: ivy: . ,....: x.:; �: =�;,f-.r rtf a BUILDING -- OUGGINS CONST 714947KOI A. a1S'tx�+ 3 LOAD ''. 1 -- LL�OL, .:'1." $;3. d.:r ""`� :. t3».>'.,� .. 3• z: �„ Fx _'..,. �a x •�:, 0, - TR *� 1,.::5„�v`L:�� „5� 4 ytkr:e�-=.:rt : �: * c,�� �otq"� • #" �^'�: �. # �::�• ) r # ,. COMBINED'$ ESS ^o .. 4.. - ,3_t>�,.< ACTUAL' STRESSES. a x "i' ALLOWABLE "STRESSES # OUTER. INNER EAR-AX2A � a - - --------_..._ . --------=-¢------ -- - -- •-----...___....__.- �,'-FLANGE"--FL"ANGE' , vs.MEM SECT FORCE .• FORCE MOMENT-: CB FV FA FBO FBI FV FA F80 FBI RATIO RATIO 1�9 s• s: a a KIPS= KIPS- -K' FT KSI- - -KSI- K SI- -- -KSI= =KSI -KSI- =KSI =KSI= r 1 1 K•. 5.46',t-19.08' 0.00 x1.75 ,:-4.65 2.70^•' -0.00 0.00'. .;:18.08 5.03,,,-,,r':30.00 30.00+ '0.536 0. 536 =2 5.46-=19'.08-= 14.747-1-.;75 1:77 =2 12 11:59-----11:59 -3:05-"-70.00-30 00 22W42 0:316 0-683 1 2 -5.65 -14.53 -79.60 1.75 -1.83 -1.62 12.35 -12.35 3.05 10.00 30.00 22.42 0.359 0.655 71 ;,'•.1"' -3 -5.65 -14.53 -110.91 1.75 -1.46 -1.49 13.17 -13.17 1.92 9.21 30.00 21.44 0.390 0.701 + 1+ ".2 x 2 ,jy 12.01 t>'`=8.12 104.18 `:`1.44.-1.15•' 22.38 -2238 2.88 26.40?tg ;.30.00 .ti:>; 26.38 0.708.. '{:0.887 ,C F=3 12.01 ..- ,�:,.- "' a,. 8.12 64.19" .1.44 ..: , 2.88 1.23 21.15 -21.15 3.63 c;='.25.89' 'r:-30.00 27.55 0.664 ", r' 0.809 iJ,o 2�3 9:94 =7:81 -84:36-1-44 2.38-_ -1.18 21.20-_ =21.20 3.63 21.34-30*00 27-.55 0:667-0:809 11 2 -4 9.94 -7.81 -34.38 1.44 3.72 -1.53 15.67 -15.67 9.04 22.78 30.00 28.59 0.471 0.599 °1 ,,. 2' 4 7.59 -7.45 -34.50 2.30 2.84 -1.46 15.73 -15.73 9.04 22.80 30.00 26.68 0.476 0.638. u u -5-7.59 7:45 =31:11.-2.30.,, : 2.99 1.50'- 15.15`--" 15.15'- "10.04 22.50 30.00 ,-26:77 r-0.45510:616 ,I :•"''3 ';'1 t 8.14.>-6.85': :-31.11':;x-2.30:.�390'�_ =1.52 115.79 15.79-�" :6.69. `;' 22.78�`�;x>-'.;30.00 s,«<�27.06 ;'0.476-< -0.634 u ,.. > .. is" -2 8:14-6:85 ---6":10---I:95--3.64 =1:47-"--2:83"----2:83-�--5.77----23:22 30003000 - 0:145 0:063 3 ;1 2 5.77 -6.68 5.97 1.58. 2.58 -1.0x3 -2.77 2.77 5.77 - 23.22 30.00 30.00 0.142 0.062 1^9 3 '� -3 5.77 -6.68 34.92 1.58 2.40 -1.38 -14.78 14.79 4.97 23.05 30.00 30.00. 0.539 - 0.447 = 3-3 3.40. ; =6.51!34.78 ,-'1.18 -1.41 -1.34 =14:72 -- 14.72-: 4.97 - 23.05--30.00 '30.00-7777-0.53,5- 0.446 1, 3'-4 3.40 c -6.51 43.09 ':1.18 t 3:1.37 ':'-1.32 -17.47 17.47 4.64 22.97 30.00 a; ,30.00 - 0.627 ': 0.538 3 + x 3:40-6:51 43:09-1:19-1 37--l-32-7-47 -47----'17-47-----4.64- -2297' 30..00 30:00-- 0:6.27-0.-53-8 �, 4. -2 3.40 -6.51 51.85 1.18 1.32 -1.30 -20.12 20.12 4.32 22.88 30.00 30.00 0.714 0.627 ,0 4 2 1.27 -6.35 51.71 1.04 '0.49 • -1.27 -20.07 20.07 4.32 24.45 - 30.00 30.00 0.711 0.627 13�+' 4 1.2T -6 35' 56.81-1:04 0:47 -1-23 -20.64--- 20.64 - 3.89---24.68 '29.77 30.00 0.735--0:647 --1 4 3 -0 41 -6.23 56.70 ?e 1.00,.:7 -0.15 r 1.21' r2C-60 20.60. 3.89 24.78 29.77 x 30.00 0.733..,"'; 0.646 71'9 -0.41 i`"%-6.23 Y'S6.11 `1.00` "=`-0.15 .-1 20 =19.93 19.93 :: ") ,.3.75 rTm24.89Q, i29.b7 =30.00 ;0.711 >; ;0.624 t 1; �,..,5 1 0.49 -6.22 56.10 1.00 0.18 -1.20. -19.92 19.92 3.75 24.89 29.67 30.00 0.711' 0.624 „-.• 5 -2' 0.49 -6.22 56.81 1.00% 0.18 -1.21 -20.64 + 20.64 3.89 24.78 29.77 30.00 0.734' 0.648 7+ 71 5-2 T ?L 19=--&i.35 56.92-1.04 =0.44 1.23---'=20.68'--- 20.68'---3.89 24'.68-29.77 -30:00 -"0.735---0.648 -� + 5 -3 -1.19 -6.35 52.14: 1.04 -0.46 `-1.27 -20.24 20.24 4.32 24.45 _ + 30.00 s" 30.00 0.717 0.632 „ 5r', 3 W'.,,-3.32 �.; -6.50 Y: 52.28 ';1.17 -1.29 1.30 - -20.29 20.29 a. 4.32 .r?� 22.88;'+ 30.00 30.00 ,:,• 0.720.-`::0.633 ,+ a -4 =3:32-6.50 -43.73-1-.17` -1-.33 -=1.32----17.73--17.73---4.64 22.97" 30.00-30.00 0.635-0:547 Sr b"';';1 -3.32 -6.50 43.73 1.17 -1.33 -1.32 -17.73 17.73 4.64 22.97 30.00 30.00 0.635 • 0.547 u - 2-3.32 -6.50' 35.61-1.17 . x 15.07..---4.97 - ---23.05 30.00 -30.00 --0.5470.458' -5.69 -6.67. 35.75 ;:1.55 =2.36 -1.30 -15.13 15.13 4.97 23.05. 30.00 ;"30.U0 O.S50 0.458 u -5.69 ='-6.67 ` 7.19° '1 55 Viz. -2.54 - -1.43 t -3.34 '` 3.34 5.77 23.22 ; " x 30.00 �' 30.00 �'', 0.159. 0.064 „ 6, 3 -8.06- 6.85 7.33-2.00--3.60 -1:47---3.40- - 3.40 5.77 23.22 -~� 30.00 30.00 0.163-'0.065= - N, 6':.:; -4 -8.06 -6.85 -29.52 2.30 -3.87 -1.52 14.99 -14.99• 6.69 22.78 ' 30.00 27.06 0.449. 0.604 1 -Tii-51 77-7 44-� - 29:52-2.30- 2.96 -1:-50... 14' 38,---14:38 ---10.04-22.50,,, .- 30.00. 26:77 _ 0.429 0.587 7 ; 2 -7.51 -7.44. -32.88 2.30 -2.81 -1.46 14.99 -14.99 9.04 22.80: K 30.00 26.68 +. 0.451 0.611 X31 f 7 2.r� ? �.-9.86 ;r'-7.80 �,;-32.75 ;:1.44 �fi -3.69 -1.53 " ;: 14.93 -14.93 9.04 22.78 - "'' 30.00 28.62 0.447 :0.573 :I -3-9.86-LLL -82.34-1.442.36`"' -1:18 20.69 ---20.69---3.63 21.34 '30.00 27.57 0.650-0:790 s, ,-'7:R0 7F<f3 w -11.93 -8.11 -62.17 1.44 -2.86, -•1.23 20.65 =20.65 3.63 25.89 30.00 27.57 0.647 0.790 11 u+ 7,Q�'-4 rt -11.93 -8.11 -102.03 1.44 -2.55 '. -1.14 21.92 -21.92 2.88 26.40 30.00 26.40 0.693 0.868 . 1.92 9.2 30.00 r 21.44 0.381 IISS8 0.689 1. �� x•5.65 i.� 08.67 ,5.65 14.45'30.00 d- .00 -0.00 1A.08 5.04 30._0.0001.75i 00, 0.405 0.4052 - .4 1 BUILDING -- OUGGINS CONST 714847K01 LOAD 2 -- MI+OI ALLOWABLE STRESS FACTOR - 1.33 -._. UNIFORM LOADS WIND COEFFICIENTS it iVEWIND-DEA C -.--r -. C 2-..--C...3-------C--4'- --C--4--PSF- -PSF- -PSF- -PSF- -0:00 23.00: , 00 ." -0 80 ,--.--0.70-- --0.70 --0.50 - - ' x DISTRIBUTED LOADS a START END * HORIZONTAL LOAD INTENSITY* VERTICAL LOAD INTENSITY 17 LOAD NO. LINE NO. * LOCATION LOCATION a AT START AT END * AT START AT END , -FT.-,, -PSF- -PSF- -PSF -PSF- , u .00- 20:00 '=1-:60- 2 4 0.00 20.00 1.00 1.00 0.00 0.00 * SUPPORT REACTIONS * 1' �o COORDINATES NODAL DISPLACEMENTS n -NODE` X Y�*-HORIZ-ONTAL`VERTICAL— MOMENT _g HOR'IZ: -VMr ANGULAR "" er g g 1 „ -IN.- ". -IN.- -KIPS- -KIPS- -K-FT- -IN.- -IN.- -RAD.- :b 1 1 .12.50-0.00 -7.22 -9.74 0.000.000 0.000 -0.020. " r, 2 22.50 243.30y, 3.626 -0.139 -0.010 „ 3 120.00--`-257:94 '------ -- --- - -- 3-.712=O 698--=0:000 5, 4 264.00 268.43 3.646 0.260 0.010 5 360.00 275.44 3.584 1.136 0.008 ,i . -6 456.00--268.43 --- --'---------- - 3.627_.1:695- 0:003-- 7 600.00 257.943.602 1.302 -0.009 ' „ S 8 ;r , _ " 697.50 243.30 " 3.429 0.145 -0.013 a „ 9- 707.50-'' 0:00 -i:-10 -3:91" -0:00 :000-0:000-=0.-0175 v , „ --MEMBER-END-ACTIONS- -MEMBER-END-ACTIONSNODE iN NODEI * NODE J „EMBER -NODE 1 -NODE J=a' AXIAL-SHEAR_=MOMENT*--AXIAL SHEAR MOMENT p• -KIPS- -KIPS- -K-FT- -KIPS- -KIPS- -K-FT- K-FT- 2 r _10.0 -10.03 6.82 0:00 10.03 -6.62 138.35 a 2" 2 = 3 ,, -3 82 -8.69 138.30 3.81 "" 6.53 72.83 ' w 3 4 =3.29' -6.e0 -----72.83 - Mt 4 4 5 -3.46 -4.51 -2.25 3.60 2.66 -27.22 -� u 5 5 6 -3.18 -3.15 27.22 3.04 1.31 -44.40 n 6-6 7 , ' 7 T 8 ` =3:04 =1.31---44:40 --2.87 -2.94 0.76 .; 43.78 2.94" -0.99 _ -2.93 =43:78! -25.68 u 8 8 ' 9 -3.86 1.26 ..25.64 3.86 -1.26 ." -0.00- 34 sr :i o i_. . - .--' BUILDING -- DUGGINS CONST 714847KOI 'LOAF " 2 a NL*DI` , ;� iY ° . �d>. i'. 7, .. `. s,.;�Z a � -mitis 3: € � :, .' •C r , 's x •. - .'_ ~ _--___.-._.. .-____. __ - - r„_.� 1 ,;Te _ iti '•.cr k sfNr%6ff: 'w :•n.. 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I0 :8-39:90:545O39:99'a -8:58�415--,y 1s 2 2 -8.69 3.82 128.95 .•1.05 -1.86 0.54 -27.70 27.70 3.85 39.99 37.71 39.99 0.734 0.706. i 2 z : -3- =8.69 +:,:; 3.82'--114.48�1.05�-2.08 0.58--- -28.76 -----' 28.76 --•- 4.84 39.99" 39.16-. -'-39.99 - 0.734 0.734 -.; •; 1, 2 r: 3 -T.68 ;.'.3.81" 114.42; 1.19;-1.84 0.58 -28.75 28.75 4.84 39.99 38.72 39.99 0.743 0.733 r kM< ,s 2 -4 r>. -7.68 3.Bl;f,.`, 75.80 :;1.19 .=2.87 0.75 '. -34.56 34.56 s 12.05 ` c`39.99:;x;:39.99 u;`';39.99 0.864 '.''0.883,a „• 2 , 4 6.53 -81 75.76''"-1.26- -2.44 0.75 - -34. 54 - - 34.54-12.05--`39:99-39;99-----39.'99-0 864--0- 882 �t 2�i"-5 -6.53 3.81 72.84. 1.2b -2.57 0.77 -35.48 35.48 13.39 39.99 39.99 39.99 0.887 0.906 u ft is 6'.80-3:-29 72'.83-1:26 =3:26 -0 W 73---'"=36:97'---"-36:97' - - 8.91 -39:99'; 39.99 -39.99- lc 3 " 3.29:, r ;. 41.74 i- 1.26 .:$ -3.04 0.70 -19.37 19.37 7.69 39.99 39.99 ' > `39.99 i,; 0 484 .`.' 0.502 s� F � 2`' -5 65;x '3.37; ' 41.693.1.45'` 2.53 ` :Y.".0.72.«,,-19.35 ' . 19.35.: T.69 r. 39.99a� '39.99 ,,}xx 39.99 0.484 0.502 u n -3 + -5.65 3.37 13.31-_ 1:45--2:35 5.63 "- 6.62-' -39.99 39:99 39:-99 O. 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IU9-0:0983:41--2:30 1".35 0.71- -3.65--. -3.65 -_.5.76-39.99 39.994 3.48 n s 7, 4 -3 -3.48 3.54 -23.36 2.30 -1.28 0.69 8.49 -8.49 5.19 39.99 39.99 37.12 0.229 0.229 ° so 4 "4 3 -2.66 3.60 -23.41 1.14 -0.98 0.70 8.50 -8.50 5.19 39.99 39.99 39.68 0.230 0.214 70�'' _.. „ Vi. .. ;- •� _ 2444- -4 ,'---2.66 -- _' ------ -_`'0.259- 3 - 3.15 27.22 5 7 c�.0.24zS 99 9 4 6 39_39.6. 0.25� ` is t - s,5 - =3.15 - 3:18 =31:74-1:14 L:16 0.62---11.53 -=-11:53---5:19 y� 39 '99-59--99 9:68 0:3040:291 ss 5,;_ 2 -2.34 3.12 -31.69 1.18 -0.86 0.61 11.52 -11.52 5.19 39.99 39.99 30.41 0.303 0.379 ss'� A 5 -3 -2.34 3.12 -41.08 1.18' -0.91 0.62 15.94 -15.94 5.76 39.99 39.99 30.59 0.414 0.521 s, v 5 - 3 ',7.-1:31-3:04 41:03--1.18 %-0 51 0:61 15:92 - 15:92 5:76 "39:99y K39:99 .';30:59 7_O'.'4 13 -0:521 5 1bf -4 = -1.31 ` 3.04 -44.40 1.10 t 3 ss >a s 'z . • • . . c 3 99 30 71' 0- s 0 53 0 62,18.00 -18 00 6 18 9 99'" 9. 466 0 586 1 n v'.(hf{G . 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M' ..,1 : ;,�"'d' i ��ffi�<���t.�.-,.,�. i°.Y...a'ry .�� ^ .fi"ht:.'>sy&` r,�rq`.;:s"r•.�z"�. »ft h'o.�z:.�. ,.,r.%' ..a..��$, '.z4��3i, �:l ':ce; '•�: !sY +,ari, '3%t -;', 1. - Y,!1 s •�»' rte0.& s' ;,.' . _ .� "t ni x :.�i BUILDING DUGGINS CONST 714847KOI 4� LOAD 3 OL*SEISMIC ALLOWABLE STRESS FACTOR 1.33 UNIFORM LOADS WIND COEFFICIENTS 4 . a IF x.r." -moi -PSF- -PSF- -PSF- 0.811 0.837 0.002 0.829 -0.561 0.004 T 7 -04-00 7 OWOO 7* 00 0-1--0.00- --0.00 0.0 .0.002 0.002 21 ts 7-697.50-243-. G_ -0869-0:030 =U-. -0-0 r- 9 707.50 0.00 -3o22 5o90 CONCENTRATED -0.00 LOADS * s LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION a HORIZONTAL VERTICAL MOMENT 24 -FT.- -KIPS- -KIPS- .-K-FT- 2 1 18o89 1.47 0.00 0.00 3 4 18.89 0.26 0.00 0.00 COORDINATES ' SUPPORT REACTIONS NODE X y HORIZONTAL VERTICAL MOMENT sz 14 -=IN.=: 12.50 '-O.00:< 1.22 4.60' 0.00 z _i2.50__2_43._3O_ 3 120.00 257.94 30 4 264.00 - 268.43 1[ 275;4 HORIZ. VERT. ANGULAR I N' -IN:; --_RAO' . 0.000 0.000 -0.002 9 * 0 728---0:035--=0:004 - 0:788 -0:445 -0.004 0.816 -0.881 -0.001 tc 6 456.00 :940.867 0.811 0.837 0.002 0.829 -0.561 0.004 T .268.43 600.00 :%* -�257 .0.002 0.002 21 ts 7-697.50-243-. G_ -0869-0:030 =U-. -0-0 r- 9 707.50 0.00 -3o22 5o90 -0.00 0:000 0.000 -0o036 23 24 MEMBER END ACTIONS is NODE ODE J MEMBER NODE I NODE J AXIAL SHEAR MOMENT* AXIAL SHEAR MOMENT 41 77777-- -7-7--KIPS=- =KIPS=--'- ----K" F T= "--"=KIPS=------ !-;KIPS='---K=FT_ is 2 -1o03 0.00 -4.72', 2.76 -23.39 --3-3.54--- 3o67' -'-23o44 Mt 3 3 4 3.13 2.29 -2o04 -3.00 0 94 -0.54 83 4 4 5 3o00 0.54 -20.83 -2.90 0.86 19.92 5-5-6 3:00--0.43- '-19o9?---3o 10---- 1i84---10.;42----'-'--- 6 6 7 3.10 -1.84 -10o42 -3o22 3.59 -23o97 13 7 7 8 :.:,.3o49 -3.33 23.97 -3.73 4.96 -60o02 8--9-6'.02-. '2o71 ------59.97----'-6oO3 097 owoo 0 714847KOL I ( is i s ': t <^ - 9}^ > •-. L t � � --- .- .__ --- --- - ---- - � . Y-. * M N O STRESS I 3 !�e 5. { ,.• va° ,.r�:• L�� <.r, y v COMB E x <ur,�'� > t� > t.': ` jai' M3v'•.. �` .. ' A `_> > . ,' ACTUAL. STRESSES o ALLONABLE. STRESSES *¢ ' OUTER INNER t F L. HEAR-XXTAL # -..FLANGE-FLANG y MEM SECT; FORCE °. FORCE MOMENT : CB o FV FA FBO FBI FV FA FBO FBI a RATIO RATIO '1 a , =KIPS -KSI----"' - =KSI $ ;--KSI -KSI -=KS1= - c. 1L+�f"'1 1-1.03 , :4.65;x xMt .=0.00e'.1:75T -0.88 -0.66 a 0.00 -0.00 24.10 0 6.71x, ;i:"39.99 x;,:_39.99 �'".0.098'.'v0.098 u- -T:03- =4.65 1955-T:TS`-0:27 0:48 -2:35 "`=2:35-- 2.62 1`2:33 39:99 2866--0:047- 0.109 11 1 2 -- -2.76 -4.72 -19.55 1.75 -0.72 -0.49 2.35' -2.35 7..62 12.33 39.99 26.66 0.047 0.110 1 %_'-3 -2.76 -4.72 -20.42 1.75 -0.72 -0.48 2.43 -2.43 2.56 12.27 39.99 28.58 0.049 0.112 i .. _ -. _....._. __. _ - _... ---------- 4. - -.- ...... 1, 2 2. » ; ' 3.67 3 L ..=3.54 ,E 19.49 `,•``.;1.81 �&A.79 0.50'.':'.;: • : 4.19 - -4.19 3.85 r;.35.19't 39.99 i'`36.45 .0.092;, . .0.127 3' 4 3.673.54 ? y` ,-13.38 X' 1.81 "`0.88 -0 54 3.36 ' -3.36 :• ; 4.84 x`:34.51 39.99' mss? 38.04 n ; .0 .071 ' r: 0. 102 0 „ 3 2.91-=3.43 =13.44-1':81 0:70 --0 52--3.3d ` 3:38 - 4.84--2d:44-19­9q-18 04*0:071 0:12 lr 2 -4 2.91 -3.43 1.16: 1.84 1.09 -0.67 -0.54 0.54 12.05 30.37 39.99 39.99 0.034 0.022 n� u 2 ' 4 - 2.04 -3.30 1.13 1.66 0.76: -0.65 -0.51 0.51 12.05 30.39 39.99 39.99 0.032 . 0.021 u „ 277-5 ---2-04-77"3:30. 2.04--1;66 0.80 -0.66- '=0.99 "-7 0.99-- 13 .3 9 '29.99 39.99 39.99' 0.044'-- 0.022 „ ,-3 ;; 1 .4 •,z 2.29 :_ -3.13 :? tsx 2.04 1.66 ; ;s ,1'.10 -0.69 R -1:04 1 04.:;;6 :. 8.91 a `, ;:30.37::; - x.39.99 F :39.99 �: 0.045 - 0.023 JII -2 2.29 -='3:13`Z2:50 -7:66'-Z':02 0:67---5:80 5.80'--7.69``30:95- N 39 99--39:99 0.162-0.128 R., 3 2 .'7 1.42 -3.07 12.45 1.20 0.63 -0.66 -5.78 5.78 7.69':. 30.96 39.99. 39.99.:. 0.161 0.128 3'•`-3 �• 1.42 -3.07 19.55 1.20 0.59 -0.63 -8.28 8.28 6.62 30.73 39.99 39.99 0.223 0.191 u !t,l ;':.'j 3..x.x-•.. -4 '.�b x;_.... 054: > . b.'•7•a*`3^ x�.. �r 8.25'---;-- 8.25'z r 6.62 7;30.73-.•c- 39'.74 39.99- nl .,.,0:23 0.223.00 2 9.70 9.99 3 00.119960:54 :x ifi1 g i sr „ 0".54 6:78- 3062-39:70-39:99G.-I9b 4 -2 0.54 -3.00 22.22 1:06 0.21 -0.60 -8.62 8.:62 5.76 30.50 39.66 39.99 0.232 0.201 n 4 2 -0.24 -2.95 22.17 '1.02 -0.09 -0.59 -8.60 8.60 5.76 32.59 39.99 39.99 0.230 0.200 .a}�.3 ,,r1''••S i ; , ac .,L•yw. 7.w mss5. 19 -0:24-=2:95 21 :19-1.02 =0':09 x -0.57 7.70--7.70-"-- . .-,33 9. 689:6 u` 39:99 $r•�s.-t;,.0:208 00..11778 4 zl-3...L,..',39.99- 0.208 4 --j%`§39.56-f- "39.569.0.193 ' 01683 1t; r4 0.86 -2.90.:p 19.92 1.04�0.31r? -0.56"r 7. 7.07 S- .:5.0007 33.18 99 H 5 11 -0.43 ' -3.00 19.92-` 1.04•. -0.16 , -0.58 -7.07 ' 7.07 5.00 ?: 33.18 39.56. 39.99 0.1931 :'0.162 5 2.;.> -0.43 -3.00 19.29 1.04`'.-0.16 -0.58 -7.01 7.01 5.19 33.C3 39.68 39.99 0.1'91', 0.161" „ . ;�; 2 - -1:05.. =3.04 : 19.34-.1.11 -,;.-0.391 ,:-0.59 =7.03----7.03- 5.19 �:._32:90'�,� 39.68-7=739.997, .192'. 0.161 rs „ r .5 *; 3 -1.05 -3.04 15.10 1.11 -0.41 -0.61 k -5.86 5.86 5.76 ,, , 32.59. ,,o 39.99 39.99: 0. 162'.:';:* 0. 131 1 % b: r 4=� 99 t -.39. i t 3 4p-1.84 3.10 15 16 -.1.39 ;-0.71 -0.62 `. -5.88 5.88 ='5.76 y:-30.50 39. irr 99''. 0.163 ":0.132 26 w =4 -7.84-=3:10 10-:42-1:39-=0:74 -0.63- =4.22 -4:23- 6.18 30.62, `39.99 39:99 0:121-0:090 t, 6. ''1. -1.84 -3.10 10.42 1.39 -0.74 ' -0.63 -4.23 4.23 6.18 `30.62- 39.99' 39.99 0.121 C-090 u� 1:84-=3:10 -5.93-1.39 ----;-0':7b =0.64--`=2.51'-``2.51 ---6:62 30:73.:. -, 39:99--39:99 0:079-0:0.47 71 -2.71 3.16'- 5.98 >2.30 u ;-1.13 0.65 .'-2.53 2.53 6.62 30.73'1; :; 39.99 wr• 39.99. *, -0.060 '` 0.047 1 -2.71 -3.16 ` =7.63 Via, 2.01 44,-1.21 -0.68 3.54 -- -3.54 7.69 30.96 a+" ' 39. 72 99 „;: 34. 0.072. -,-0 119 • 6-3 -3.59-=3.22 =7.58-2'.01 . =1.60 ~ = f ~ BUILDING -- OUGGINS CONST 714847KOI LOAO 3 CONTINUED �-OL+►SEISMIC --- BOMB INFO -S TitESi STRESSES. , a ". ALLOWABLE STRESSES r-. OUTER IN^!CR ' y ACTUAL `SHEARt, `AXIAL' (+MOMENTS--FV'r' a .,. s` a :FLANGE ? 310 FLANGE' ; w� /. Elf —''SECT—" FORCE FORCE y F'A FBO ='FBI --=-FV FA' - FBO==f8'I- ---RA'TIO'—R'A'T"I yS ... a a a ',1 /• -KIPS-: -KIPS- -K-FT- -KSI- -KSI- -KSI- -KSI- -KSI- -KSI- -KSI- -KSI- , ./ 8� 4ti �i}z; 2.97'' 6.03, (N 0.004 1.75 2.53 O.NS t, . ^-.1= 0.00 0.00 24.10, 6.72. 39.99 39.99 0.127 .. 1 0.127 Yf.i ,•F~. ^,. 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'r_} �;r i a f, E �. .. rY'.�= .faf- 3) iii, . J � .,. ,fin? , w .� 'ril. .,,,�... ,ua'. , J,Y' k.s :.: ••>..„„.��..n: - 4,- a. ':i, n.: , a')ia ?>!'., �I .A' F wy.. n'!.. t�S � .h J 'Crp ;Y .�, s,. :«:13, J. 3 x ,!y >.i >.I � t k i �+�-,, 'i .3 X}�� "b :,f ". R j� y!j � ��. �1;V.Iv •yj.fl R.. :2�.... . (, �. 4 ��' '+�I t.. '•F rN:• n .f.{-P.rr.'.R.... Y, 711,� .: i,:.Nr. F+. iK 3',:" ,5.f3. %.�. .. f.. ;3 _ x.j . 9 '1 tt;•.. ] i• S i 4 7°r d BUILDING -- DUGGINS CONST Ic a ,r - a,•, 4 714847KOI LOAD 4 -- OL*1/2LL*WL ALLOWABLE STRESS FACTOR - 1.33 * AT START AT END UNIFORM LOADS r �,s2 a g �zca ;r. WIND COEFFICIENTS �" J 1 R .5 .tI..+J i.: <'S � k. r..a :..� �, - x; % o i >� i... ss•.&u - S:i 7 1.... � i.'.y ti- ..�y.� i:t Rv � �5'r�' <;'-'`) h•. 'S I{ L L 0-00 20:00-` -1.60 --------- _..1:60 -----0:00 .«w IVE-- WIND` QEA C1 ---C 2 -- C-3 ---C -4 b 2 4 .0.00 20.00 1.00 1.00 Is .. 0.00 0.00 it ss -PSF- -PSF- -PSF- * n REACTIONS **Z §) `,` x...y' ..Zpi ti•. S,i,b':r:;?` (-.>..t,.. s,, N, DISTRIBUTED LOADS * START ENO * HORIZONTAL LOAD INTENSITY* VERTICAL LOAD INTENSITY 7 ON LOAD u - LOAD NO. LINE NO. * LOCATION LOCATION * AT START AT EVD * AT START AT END J Jx -PSF -PSF- 1 -PSF -PSF 1 .. I{ L L 0-00 20:00-` -1.60 --------- _..1:60 -----0:00 0:00 b 2 4 .0.00 20.00 1.00 1.00 Is .. 0.00 0.00 it n REACTIONS **Z §) `,` x...y' ..Zpi ti•. S,i,b':r:;?` (-.>..t,.. 7UPPORT NDAL NTS '1 DISPLACEMECOORDINATES<.` �4. dC '. a. N.y2;3',7<pF .. . •. ;: ».#t' }I !}a` r yyaW' '+.�,.5.'.4?. F iz`t ....•':o`.' {�,,�. . ..�d.zt` 4S ,, :- _". .. .. * s .YsS vd z b,G'oA:. itS i ,('ef X�•. �f. `,x.. . -HORIZONTAL-VEP.TICAC- -MOMENT-- * -- - - HORIZ. VERT:--ANGTJLAR ON , -KIPS- -KIPS- -K-FT- " -IN.--IN.- -RAO.-it is_. -5 0.00.24' .. {5.24 t 00 -0.018012.50 )r4! � 2 22.0s- z z e;:243.30» y 3.562 -0.141 -0.011 11 n 3-120:00-257.94 - -- 3:676 =0.394 =0.003 ' 11 4 264.00 268.43 3.640 -0.377 0.008 ]Vol � >0 5 360.00 275.44 3.584 0.397 0.008 a 6 -3.633--1:Ob0- -0:005 SII 7 600.00 .'' 257.94 F_ a ` 697.50 243.30.. 3.638 1.106 -0.006 s' ":,.0.143 �,7 n ,x: :` t-+�, .,r�. s* ... r ..: ; . �.:.E . 3 :.�: *,<] , 3.493 -O.OI i, 9 707.50- 0.00 -3:09- 0.000-0:-000 =0:017 77, t , MEMBER --END"ACT IONS' 38 NODE I , 4 � - NODE J s'. a 7s 7/ X �T.;3 "SF•! t � :.:_� : � � . Y, ../... k :Y; :, * '.."t 'Y !` .: - ^• - T w;n S` f :. 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' 7' , ' • 714847KOI • .04 a e COMBINED STRESS ' ALLOWABLE.STRESSES OUTER INNER,�� ---g " ._.---' --- FLANGE-- FBI FBI 4 FV FA FBO FBI a RATIO RATIO a s , -KSI -KSI -0.00 24.10 39.99 39.99 s 39.99 0.019. 0.019, 11:45 -- 2:56-----,3 9199--2 8.58 39.99 `--_0':401: --0.300 "-- ,r 2 2 -4.91 .' 1.24 96.44 1.04 -1.05 0.17 -20.72 20.72 BUILDING -- DUGGINS CONST 37.71 39.99 0.549 0.522. , F2-�3-'---4.91 2 �'.' 3 -4.55 LOAD `4 --' DL*1/2LL'*NL ---0.19-- . -1.09 0.20. -22.18. -22.15 _.. 22.18 ...._...._--4.84...:.,---39.99-.._....39.16-.-_._-'39.99._.._._....0.566-.__..0.559_ 22.15 4.84 39.99 38.53 39.99 0.575 0.5592 -4 s� z } �+ •.. %' _ ' ' s� ACTUAL STRESSES. 12.05 -SHEAR=AX"I-A " 39.93 39.99 0.745 0.750 -- sy MEM SECT FORCE FORCE MOMENT CB FV FA FBO 29.70--12.05--39.99 39:99 39.99--0:743-0:750 --,:--K I P SKIPS- K -FT 1, 2 -5 -4.15 63.30 1.18 -1.63 0.29 -30.83 30.83 13.39 39.99 39.99 . 1 1' T.x:' 5.02 x'`:.5.45: r. .-0.00 1.75. 4.27 0.77 0.00 1-:11--6329--1.-1'8-^=2:04 '1- -2 5.02 5:45- '96.42--1:75--_ 1.30- - - 0.56 _ .=11.45 ....... L ' 39..99".139.99,--,-'-39.99 0.803 --0:8-10-- -0-.803-0:8-10- u 1 ei • 714847KOI • .04 a e COMBINED STRESS ' ALLOWABLE.STRESSES OUTER INNER,�� ---g " ._.---' --- FLANGE-- FBI FBI 4 FV FA FBO FBI a RATIO RATIO a s , -KSI -KSI -0.00 24.10 39.99 39.99 s 39.99 0.019. 0.019, 11:45 -- 2:56-----,3 9199--2 8.58 39.99 `--_0':401: --0.300 "-- ,r 2 2 -4.91 .' 1.24 96.44 1.04 -1.05 0.17 -20.72 20.72 3.85 39.99 37.71 39.99 0.549 0.522. , F2-�3-'---4.91 2 �'.' 3 -4.55 1.•24' 1.33, .88.26-1.04--1.18 88.14 1.14 ---0.19-- . -1.09 0.20. -22.18. -22.15 _.. 22.18 ...._...._--4.84...:.,---39.99-.._....39.16-.-_._-'39.99._.._._....0.566-.__..0.559_ 22.15 4.84 39.99 38.53 39.99 0.575 0.5592 -4 -455 1.33 65.24 `• 1.14 ' r.` -1.70 0.26 -29.74. 29.74 12.05 = 39.99 " 39.93 39.99 0.745 0.750 2T-4 -4:15--l.44` -65.15-1.18=-1.55-�0.28�-29.70--- 29.70--12.05--39.99 39:99 39.99--0:743-0:750 1, 2 -5 -4.15 1.44 63.30 1.18 -1.63 0.29 -30.83 30.83 13.39 39.99 39.99 39.99 0.771 0.778 „ ,, ... 1---4:24 1-:11--6329--1.-1'8-^=2:04 -"0:25 --_--32.13*--,32.L3 --- 8.91 ' 39..99".139.99,--,-'-39.99 0.803 --0:8-10-- -0-.803-0:8-10- u 1 ei 3 v -2 :... 3 2. a`-4.24 -3.85 ? 1.11 1.25 43.88 ,.1.18 43 : j ;' 43.79 4; 1.26_ -1.90 1.72 0.24 - 0.27_ -20.37 -20.33 20.37 20 33 7.69 7.69 .39.99 39.99 39.99 39.99 39.99 39..99 0.509 0.508 0.515 °1 0.515 „ „ s '; 3 -3 `: -3.85 1.25 -24.49-1:26 =1.60 0.26-' -10.37 - 10.37 6.62 • 39.99 - 39.99-39.99 0.259-0.266 3 3 -3.45 1.39 24.40 1.47 -1.43 0.29 -10.33 10.33 6.62 39.99 39.99 39.99 0.258 0.265 's1 „ 3 -4 u -3.45 -3.45 1.39 1.39 15.97 1.47 15.97 1.47 -1.38 -1.38 0.28 0.28 ;.. -6.48 -6.49 6.48 6.48 6.18 6.18 39.99 39.99 39.99: 39.99 39.99 X9.99 0.162 0.162 0.169 0.169 " ,1 4 -2 -3.45 1.39. 7.10 -1.47 -1.34 0.28 -2.75 2. T5 5.76 39.99 :39.99 39.99 , D.069 ''. 0.076,E :, 4 2 -3.09 1:52 7:00-2:30-=1:20 �-"0.30- =2.72- --- 2.72 5.76--39:99-39-.99-39.99 0.068--0:076- n n 4 -3 -3.09• 1.52 -5.40 2.00 -1.14 0.30 1.96 -1.96 5.19 39.99 39.99 36.11 0.056 0.054 " ]o 4 3 -2.81 1.62 -5.47 1.38 -1.03 0.31 1.99 -1.99 5.19 39.99 39.99 39.68 0.058 0.050 :e~E' AV -=-4 -2.81 1.62. , • -9.49-71-.38- -1:02 0.31---3.37---3.37- 5:00 39:99-39. 99 -39:56 '0':092--0.085- „ } 5 1 °. -3.01 'f 1.19' e a..-9.49 <1.38 ' 1.09 ` 0.23 ' 3.37 -3.37 5.00 39.99 " 39.99 39.56 0.090 r. O.OdS n _. 34 -Z---3-:01-1oL9------I3-.8O-"38 1-.-11 0:235:01 -5:01 ,,F 5:19-39.-99-39.-99-39:68-0:737-0:72 5 2 -2.73 1.09 -13.72 1.40 -1.01 0.21 4.99 -4.99 5.19 39.99 39.99 32.55 0.130 0.153 5 -3 -2.73 1.09 -24.67 1.40 -1.06 0.22 9.57 -9.57 5.76 39.99 39.99 32.71 0.245 0.293 u „ 5-3 y,� 5 4 -2.37-.. -2.37 ' 0.9T =24.57-1X40-=0.92 -30.67 1.40 • -0.95 '0.19 0.20 9.54 12.44 -9.54 -12.44 5.76 6.18 39.99 .:.' 39.99 39.99 39.99 '32.7L--77T :32.81 O 243-0:292 0.316 0.379 �s1 1 .0.97 t O • a -4.51 -07W97 -30.67-r.-40 -0:95 0:20- 12.44 -12:44 641'839:9939:99-32:-8 0:-379 6 -2 -2.37 0.97 -36.45 1.40 -0.98 0.20 15'43 -15.43 6.62 39.99 39.99 32.90 0.391 0.469 a 6 2 -1.97 0.83 -36.35 1.18 -0.82 0.17 15.39 -15.39 6.62 39.99 39.99 27.57 0.389 0.553 n .-l'.97 6 3 '+t - -1.57 0:83 =46:23-1.18--0.88 = 0.69 • ` -46.14 + 1.18 -0.70 0.18 --"'-21.46'- 0.15 21.42 -21.46 ----7.69 -21.42 - 39.99---7=39099-27.-86-0:541- 7.69 39.99 39.99 27.86 0.539 0.770 0.769 rs.,: 6 s 4 �-1.57 0.69 r-53.32 ::'1.18 -0.75 .;," 0.15 27.07 -27.07 ". '..8.91 39.99 .• .39.99 s 2].12 0.681. '"=0.9S�a w, T 1 -1.62 0.57 -53.32 1.18 -0.64 0.12 25.97 -25.97 13.39 39.99 39.99 27.37 0.652 0.949 ' u T -2 -1.62 0.57 -54.05 1.18 -0.61 0.11 24.64 -24.64 12.05 39.99 39.99 27.14 0.619 0.908 12 n •, 7--2-=1:21 se7.•-3 -1.21 .0.467. f 0.46"• . =53.96-1.06 -60.04'1.06 7=0.45 '-0.29 Di09--"-24.60-=24.60--12.05"39:99-'39:99"'--35.96""' 0.07 15.09 -15.09' 4.84 39.99-,-.39.99 '-0:617'�O:686"' 34.47 0.379 -�" ' '0.438 u� 3 ,•:-0.85 ; 0.37 -59.93 ' 1.06 -0.20 0.06 15.06 -15.06 4.84 39.99 • ' 39.99 34.47 :. < 0.378 0.437x, s, -4 =0.85 0.37 -61.34-'1:Ob -0:16--0:05 13.18-=13.18`-3.85-39:99-X9:99-32.94-0:331-0'':400 �s 8a:' 2',,'3'3.06 -0.72 -58.88" 1.75 0.79 -0.07 6.99 -6.99 2.56 12.27 39.99 28.58 0.173 0.247 '3:06--0.72 '. -0.00-1.75 2.61 -0:10 0.00- -0.00 -24:10 -6.72-39.99 k. 39:99'0.015-'0.015 „ ��`s� ' ' y n,`,f ,'•� i�.. .. e yid : � � �`. Jr• � �' Y A � r.! i'�'�w. .,"cam ��s. S �....� T '�' � - �;•.� , *iy a � l.• SI ''iF', )"114,. .::R b .M ,rT. •%li L �t:f "�s"n:i`-£ F is .%/•1 � .l'4.' 31 .`c,:.��' �".,f:bi rE'.,' zrZ _ I11 t. �r.' C ,B ............................ _ ... ... C� • a• BUILDING -- DUGGINS CONST 714847K01 LOAD 5 -- DL+1/2WL+LL ALLOWABLE STRESS FACTOR - 1.33 :, s tx ai; { K . WIND COEFFICIENTS UNIFORM LOADS �a�.a�w'"t^5's" ¢ # w .� � F ` r �, s. ' . ; tf ^z �' s �' • 1 ,2 ._,: �. . ¢ -Y: � s,�� ,�".� . tIVEWIND-DEAD C-1 -C- 2--- -- C 3 -------- C-4-- . -PSF- -PSF- -PSF-. # l� / t r:s 72:00 11.50 7.00 -: 0:80 _0.70- -0.70 =0.50 J! F wf -.'. :. fit: _y. .•2• d. h t'x f _ . t J �F .:'" ... t ..t A 7. `L� ti•i j %� 11 DISTRIBUTED LOADS START END * HORIZONTAL LOAD INTENSITY# VERTICAL LOAD INTENSITY ' ,t LOAD NO. LINE NO. # LOCATION .. LOCATION # AT START AT END # AT START AT ENO -PSF- - - FT. -FT. =PSF- PSF PSF ' .. .':_ Rk ., F... IS ` i•♦♦;.c�+$1 " {„ r` U `:.. X.' -s 3:'€. "�tt• s� „ --1 0:00 20:00 - -oma 90-- - =o.ao .yy. o: o0 0-00 b` 2 4 0.00 20.00 0.50 0.50 0.00 0.00 u� u u SUPPORT REACTIONS J.1 cr x .x +.s', - li.rs,�.,y: uCOORDINATES NOOAL DISPLACEMENTS 1 ' LA' tal s{a. �} At '�.°a`:w _ sr:"'. . F. r i�•.Y.Y. .�,,a , , :. ..;.., _�,>r.�ar` w 9. { I/ ODNTAL-VERTICAL _."-MOMENT-**'- HUKIZ. VERT: -ANGULAR �_, . (• -;' -IN.- - :-I N.- - -KIPS- -KIPS- -K-FT- 11 -IN.- -IN.- -RAO.- RAO.-12.50 1tt/l1 , 12. 5000 ' ` 1.52 6.75' 0.00 �;• 2 �'. 1 r<;y�w 0.000 0.000'-0.006 i� >.€;a`i.,..f k, =`.;.. 22.50 243.30 ,r>,;... '' k �'3s,r. :.-> �_ .. ,_F 1.648:-0.075 -0.008[te - -3 120.00-257:947 1.763 -0..856 =0.008 �- 11 4 264.00 268.43 1.807 -1.514 -0.001 ' m 5 360.00 275.44 1.792 =1.342 0.004 l+ 31 6 -456.00 268.43. 7 t 600.00 257.94 -a pyx.. _. - 697.50 x:.243.30 .� i.. :. 1.894 0.144 0.003 -- ? 4.. z; . , sA >rx ? 4 f.,-:, f"' R <:". L.BbO. 0.067 -0.004 n a, •`. 907:50---000:68 9":67--=0:00--. 0:000-0:00'0 =0:011 13 v --------MEMBER-END- ACTIONS- - u NODE I # 3 �Y �ti�.• �.Y� .e' �R�S''2; NODE J; t y Y' 7 aA� .�t i> � !`:Y� f x.' y # Z.Ch,�ef. ��3`.A ,. `5, J a E?tBER-NODE-2-NQDE�-AXIAL-. xr -SHEAR"-"-MOMENT#- `AXIAL 'SHEAR -MOM i/ q z" -KIPS- -KIPS- -K-FT- -KIPS- -KIPS-. -K-FT- ll, ' 2 3_ish €rf:: 6.81'' -1.24 0.00 '---'6.81 p1Y1� °re rE r y,: ::`1.24 2t4 3 2 4.75 - 5.41 25.33 4.22 '. -2.89 1'1.77:- �. •:: 3 3_- 4. 3.98 3.20 -_..__11.77 ---_3.62..-0.49 36:59- ----- - --- 4 4 5 3.62 0.49 -36.59 -3.32 1.70 32.19 l' 1 5 61. 3.53 -1.20 -32.19 -3.83 3.39 13.27 « ,s 6-' 6" T _ •3.83 k �3.39�-._...-13.27...---=4.19- 6.11 --} _ _.... _.^,._.._._ -5.1T 4.657 -5.77 9 -46.54 107.3346.54 8.29 1 !:"I !j{.5': r 98 107.20 -9.90990 8 � 5.28 28 -0.00 sul,. <�'• t' >: 5 1 , .:;; ; l £ {3 .: St 1 S.: ���.-s t r .. : .. ---_ ...... _...-._.-. .---'--'-.'-. 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"?=' a r.ra ti}#kY.'tr;pCTUAI STRESSES a AILOWABLE`STRESSES�Sm OUTER.':"''INNER f 7 SHEAR=AX IAt . -- '--' --'--- W fLANGE FtANG �s MEM SECT FORCE,: FORCE MOMENT CB FV FA FBO' FBI o FV FA FBO FBI RATIO RATIO KIPS -=KIPS- =K FT s ,-- -=KSi -=KSI- -"-KSI- -KSI KSI-';,�--KSI- -KSI=-.. KSI= 1-1.24_;x6.81 0.00 ; 1:75 « . --1'.06 4 -0.96 0.00 0.00 -24. 10 6.71 39.99 ;;A y 39.99 £0.144'x- ' 0.144 m. ,: -1:24 -6.81 j23.87-'7:75=0:32_ 0.70.--__'2.84 2.04`----2.56""-12:27=-39:99 28.58- O:OS7 0:1"42 2 , 2•?;:. 5.41 -4.75 -19.51 2.30 1.16 -0.67 4.19 -4.19 3.85 35.19 39.99 .37.48 0.088 0.129 , 2 -3 5.41 =4:75 =10.50-2:30-- 1.30 0.72'- 2.64" -2.64 4.84 1. X34.5 `-'39 99 - 39.09 _._0.048-_.._'0:086 - 2 4.23 -4.50 s-10.67;,'2.30 ; 1.01 -0.68 2.68 -2.68 4.84 28.44 39.99 ``. 39.09 0.050 .r; 0.086 uC2 -4 4.23 :-4.50 10.61: 2.30 -"'I.58 ' -0.88 -4.84: 4.84 ; 12.05 30.37 x..39 99 :F� ,.39.99 0.143 `" 0.099 ;.;. 2 -, 4 2.89 .- =4:22 10.48-1:38 1:08 -0.83"'"---4.78 " -'" 4.78 "- ""12.05 30:39" ;-'39.99 `'39.99 -" "0.140`-D:099 2 F -5 2.89 -4.22 11.77 1.38 1.14 -0.85 -5.73 5.73 13.39 29.99 39699 39.99 0.165 0.122 0.88-7---5.98 5.98 8.91.-730.37777=:39:9939.99 "'0':171'-0:1"27' -1. 3 -2 ¢ 3.20 -3.98 q 26.42 'r, 1.38 '' :x:1.43 -0.85 ,-12.26 12.26 7.69 30.95 39.99 t` 39.99 0.328 „`.0.285 7.1 c y. r z, a.: i 0.325 `,:0.285 t '" u 3: €, »:2' .. 1 85 ;--3.80 sS 26.29 1.14 „ 0.82 j '-0.el '`; -12.20-':�. 12.20::a -:7.69 Win` 30.96-.$ 339.99 ; 39.99 ,',:. _. P iJ f '3 1.85 -3:80 35:54-1":14 0:77 0'.79 15.05 15.05 �'-6.62'- 3073'-39:99 . 39:99 0.396-0.-357 Q, 3 3 0.49. -3.62 35.40 1.03 .0.20 -0.75 -14.98 14.98 6.62 30.73 39.61 39.99 0.397 0.356, „ 3.-4 - 0.49 -3.62 36.59 •1.03 0.20 -0.73 -14.84 14.84 6.18 30.62 39.57 39.99 0.393 0.353 1, 4 .'1'1.03''; ::0:20 *. `x0.73 14.84 `' 14.84: '}„ 6.18.,:''30.62£ ;.:39.57 ' 39.99 ;0.393' =':0.353 �:•: n =.'4 -2'y 0.49 -3.62 1,:'37.84 ;; 1.03 N .0.19 ',max -0. a '; 72:x`` -14.69 -' 14.69 5. T6 x;30.50s ;39.52 39.99 s;=0.390: ' 0.349u -0.74- 3.45 � .. 37.70-1-:04 -0.29' -0.69- =14:63--14:63 - 5.76-J32:59--39:99 39:99--0.383 0.349 y, 4 -3 -0.74 -3.45 34.74:•'1.04 -0.27 -0.67 -12.62 12.62 5.19 32.90 39.68 39.99 0.335 0.299 70 4 3 -1.70 -3.32 34.63 1.06 -0.63 -0.65 -12.58 12.58 5.19 33.03 39.68 39.99 0.333 0.298 7,4 =4 =1.70 =3:32, 32.19-l-.067;77 Oi;62-0.64,:- 11.43--'1L.4.3-- -5.00 33:'18: 9.i567,,,..,..-39-;.99 0:305 0:270 7,-1.20 ,`-3.53`. 32.19x1.06: 0.44 `-0.68.".'=11.43 11.43 „~5.00 x'33.18?; ;.39.56 ��':.39r99 ;,.0.305:''.0.269 - r.,,._ i. 3W53 30:46-2:06 -0:44 =0.69 _11:07---11:07" -5.19J'-33i 03-3968 39W99-0.-29' 0-.2-6 ys . 5 2 -2.17 -3.66 30.58 1.15 -0.80 -0.71 -11.11 11.11 5.19 32.90 39.68 39.99 0.298 0.260 77� 5,f'-3 -2.17 -3.66 21.86 1.15 -0.84 -0.73 -8.49 8.49 5.76 32.59 39.99 '39.99 0.230 0.194" r, =3.83 22 00 £.1.53 .. =1:32 :i -0:76- 8.54- 8.54 --5.76 30.50.. 39.99 -3999--0233"-0:194 a. _. 5 4 ` -3.39 3.83 i 13.27 x.1.53''g 1.36 q.-0.78 -5.38 5.38 ' 6.18 ,t" 30.62. s F 39.99.,f,-.':,; 39.99, ;;.0.154 `;" 0.115 �. r}'; :: ;z.<y 't,x r.�': ``. •_;:. -:.a �_ +, A -:a.-� m :39-3:8313:2T�1":53-2:36 0:78'--"5:38 5: .................. ....... ­ . . . . . . . . . . . . . . . . . DUGGINS CONST BUILDING 714847K01 MEMBER -SIZES AND MAXIMUM STRESS RATIOS —'-------- --7:di---MAXIMUM—STRE'SS7KATI"0'5 V; 0 U T ER' F L A N GE t s # tCk­�:`,•'I N N E R F C A N G E WEB # WEB --st �'OUTER iINNER'.�-l:',-::' WEB e:,;,, FLANSE:l _ME`MBt K WIDTH ----WTDTW TCKNESS WELD 9- FLANGE —FLANGE___SHEAR`_" —IN.— # —IN.— —IN.— # —IN.— _,77 -7 7- 8.000 0. 37 50 8.000 0 37500.1345 0o1875 0.545, 0.701 .0.�761 V" ;BOLTED SPLICE - z Uuu 3 y 5.000 0.2500 t5.000 0.2500 0:1345 0:1250 0:925 0.943 0.630 4 5.000 0.2500 5.000 0.2500 0.1345 0.1250 0.735 0.647 0.306 .... ........ .. OoI345 0.1250 0.736. c. 0.648 0 BOLTED7 0 5.000 0.2500 5.000'i,��;0.2500. 298 -,P IC T- 0.624 0.2500 ',i­:��- 0.1345 0.1250 0.661 6 .5.0c. 00 0.963 r ).Uuu 0.2500 D.Uuu 0-2500 0.1644— 0.1250--'0.693-0.949'—. 0.885 11 . BOLTED" SPLICE 8.000 0.3750 8.000 0*3750 0.1345 0.1875 0.405 0.689 0.761 v vr "iv* a 15 114 1, V` 1, .19 is xLi .5 a 11 %I 31 8UIl0ING UGGINS CONST 714847K01 BOLTED SPLICE SUMMARY #WORKING PtIC-E-PLATE-*NO.— OF-BOL-T-ROWS*BOL-T-*sGAGE—*ULTIMATE- RESISTING FORCES #'-'MOMENT------ - *RESIST �7 .NOOEJWIDTH THICK'*TOTAL .;TOP BOT.#DIA..#LINES#TENSILE •COMPRES. MOMENT # ARM YBART'.YBARC #I NG MOM. T 1� / INS--=------KIPS-=-KIPS--.--K-FT--'--IN.--==IN.-'--=3N.-K-FT,r-- 2---8.0 0:750-4 w - - - - --' -- - - . — :..0.750 2 .• x .90.8 . '85. 32.61>.5.07 `:.01'..2051 . .114300 .0863 33.830.750 2 4.95 n.. 11 5 5.0 0.750 4 )� „+ 2 0.750 2 82.7 78.3 133.6 19.93 0.25 0.39 78.6 , 0.750 2'- -"82.7 62.8. ...... ..136.4...._ ..19.78 0.25 0.54 80.3- - -- -- S ) 1 -- nY,10 OI -1-40. lr 2. 0.750 2 86.3. 70.6 221.1 33.83 4.95 0.25 130.0 u �/ Nt.x �j^Y ;a�,"�: a•.x /f 3%:k Al^i,x°q t 1.Y'�.. ,r �, t�rx ,�y p.::,: r:}�.. '�%'`e, 5:, E � ;. M- -.a I] ;.,:� J,,.t, a.d .� �., nk 1F..t�2.;s �. �.e•• Fes.. � o. :y 1 �q t .. i. .: .5.. .,a z: i„4 .t2`, x'a^a .yi... x 4 ...:F.. }•- 3.:»` ;.'k of: .k.. S 1" 5.k 11 I/ 1 n r .( •.:r3 3k .' .>5 1 �4 . - , Y K ;S7 ., `R 17� - 1J i11 , 71 { o - n r. . . ts 4 ' Y l h r�. • a+," sift 32• � -r* ' sl A�,)t7.b) Flmr. 'fz Ft,tti �, Ni f •; `4?_ .•�"J !�'<, T�k ! } [ 3.k4' r r a,;} —T.T. ♦ - .: f r y?Fd S -r STP +.7�- !.a ♦ k r-� p. g tf ' ,.� �. €t"r.^' ]I i �s y t F � ) y 'F,�' � r } �ia9•�-�x� �� "�1 �` " '�;::, "` y't'� 1� � ^' -. K�, 'ir t :.� r % 'fin (�_,,, ..f. s. a i,.-: ,.4 .r .::t•.",.. �' ::1 .£::: r r ,Et.,S .A'.t yl .,;1 Y">3''�',__.. ^ Vii. .: 31• , 4 i ------------- ------------ ----------- F! 'BUILOING DUGGINS CONST 714847KOI its r� ANCHOR BOLT ANALYSIS #7777 IONS TOTAL -BOLT AREA ACTUAL STRESSES 'ALLOWABLE, STRESSES 4"" N 01 bAlD *.'HORIZo VERTICAL'*. SHEAR TENSILE #'SHEAR TENSILE SHEAR TENSILE -KIPS--. -KIPS- _SI_ _SI_ -KSI- -KSI- -KSI- -KSI- s, 084 0 :�.*� 8 8 4� 0 884 7-07 0-0 0 13 2 8 .3., t" 9.74 - 0.884--0.884-"`: "8 W 1 8-'---1 I- - 0 2 13:33 11 3 1.22 4.60. 0.884 0.884 1.39 0:00 13.33 2.6.66 4 -5.24 .-5.24 0.884 0.384 5.93 5.93 13.33 23.99- 5 1.52-7 6.75 0.884"""- 0.834 1.72 0.00- "'13.33 . . ... .. .... . .... it 17 9 1 -6.24 14.21 0.884 0.884 7.07 0.00 10.00 13.28 2 -- �V.10=3.91 -:--'0.8847-0.884 �; 1.25 ­ 4.42'-- 7.1 3.33777, -"26.66 '­ 5.90 3 0.884 0.884 3.54 0.00 13.33:�,�,"�:t,-Z6 66 7 6"1 J: 4 -3.09-3.22 0.59%" -A' 0-884.. 0.884 �,t. % 3.50 :-'�O.00 1 - , 13 * 3 3 2 6 . 6 6 5=5.68 `9.67 - 0.884 0. 884' ----6.43-----0.00" 13.33--3.'08- 30 ............ 23 4 i 54 F! x H •!y*� -Ii ES=p srFs ar t 5 �` s i = n �i+l z' j!` t i 7 _ !�{.. ...�.� ,s .: f. ".a: Y .. 4 i; � _ba.. � ; .. w•sS i N S': (�.} .:: Y?f, �.• Y q +. xll `l n; ur / I:.C+a: ....f"�s- .xY'.}-s �'tK- I i•� 4: 11 ''k+•'BUILDING -- DUGGINS CONST 714847K01' ' n ANCHOR BOLT SUMMARY ON ' S1 NODE ANCHOR BOLTS: t ' # '.BASE PLATE' # • :SASE PLATE *NUMBER*, DIAMETER BASE PLATE #' £ I # ;THICKNESS O WIDTH 0 LENGTH cz t •? ° 1 2 0.750 0.500 8.000 8.992 ! t 9 2 0.750 — 0.500 — -"' a I (;� d y%°d°•,,.3,z ! y'vs lr.A "�. �" �5'�ys� �. S' 7 C 8.000 8 9v2 .', — 5 - .! .�' �' a S 1 31 ';S+••<}' 3 `° 7 I K •� S� s zc 7 r" a S Fib a S s S,.l !Z✓_�F :; �k �e� . �y Si3 f ,�i: a p Y IS :1+�1:..y.}�.#�,'y�•9•��5 �BCY �' �. F £ ���y S N ,� I r..i.: ` n 1 .f. A S F.� �� ll� ' I .. 31 u 7 5 i ._ 5i Vvg :3• t F s< ,,L '�# !' S> ��.. A i4 Z S<< t •'t'. ..:fk. .#sx a,S.• 9x.: ,•K; ,*Yi =z .3.7gu^<�3 w. fts.. :�:f�' •:r :K: 'k1 z:= fo }e.+n :a�.�,' §��". {F �-.I � pr.fi, f ,} A 8- f } S•i:. .S� I11 s. ., a.ri i.., t..•.:Q 71 a•:'n•}x .� ... �...F ,. :: )'. .'.:�, v9y,.�,ia F i+`., 21 :• E .t ;.ri { .S�• !1 t� 7L 71 x H •!y*� -Ii ES=p srFs ar t 5 �` s i = n �i+l z' j!` t i 7 _ !�{.. ...�.� ,s .: f. ".a: Y .. 4 i; � _ba.. � ; .. w•sS i N S': (�.} .:: Y?f, �.• Y q +. xll `l n; ur / I:.C+a: ....f"�s- .xY'.}-s �'tK- I i•� 4: 11 ' n ' S1 ° ';S+••<}' 3 `° 7 I K •� S� s zc 7 r" a S Fib a S s S,.l !Z✓_�F :; �k �e� . �y Si3 f ,�i: a p Y IS :1+�1:..y.}�.#�,'y�•9•��5 �BCY �' �. F £ ���y S N ,� I r..i.: ` n 1 .f. A S F.� �� ll� ' I .. 31 ............ . ............. BUILDING OUbGINS CONST 714847KUI :.WEIGHT`OF­BU -U P' M E S ILt 7 a WEIGHT OF W SHAPE MEMBERS 0.0 LBS WEIGHT -OF -PIPE MEMBERS-— --- O.O'LfkS— WEIGHT OF SPLICES 317.5 LBS WEIGHT OF BASE PLATES 20.4 LBS EIGHT -OF -ST X, WEIGHT -OF -STIFFENERS' 27.5' LBS ----- -- TOTAL WEIGHT 2644.6 LBS, 7 . .... ... .. ...... ... ....... _. . . .. . . ......... IS :: 3'.. v x� ;�. -. t$ { n k„< rllo >x a �a ! �}' �' ,: ,'' r -.'_d do+,-'.' ? :•:Fi? n It 3.i it RJ it I1� 77'7-77-77777 Is T4 't 4, 'T 46 6.w so , " - if - 11 . A., ..". llq am I Z IZFB 1 2 2 2 3 2 0 a 8 9 0 10-3 3 12 0 13 14 0 15 16-- 17 2 .......... .......... ........... .... . ......... . . .. .... . .............. ...... 8 19 .5 20 2 2 2 -0 750--0w750---�-,, 1 256.179 2 0.000 3 45.542 4 105.542 5 165*542 6 225.542 7 285.542. 8 333.542 9 17.960 10 65.960 125.960 1-2�. -185 .960-777.-.13- 256.17 9 -245.960 :-:-,14 305.960 --15 351.502-- *0 8000,60'... 5.0000 5.0000."t-�.5.0000'-,.,�','.�-�-5.0000'---. 5.0000 5.0000 3.00 Do " "�k 0' DOD :0000�.O.00OOD-.�0000-:- 0.00x0 0.0000 0.0000-0.0000 0.0000 :0000 __O 0000�0. 0000- - 0.0000 .: 0.0000 0.0000 0.0000 0.000o 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 000000 0.0000-0.0000-0.0000-7--o.0000 0.0000.:.,..... 0.0000 0.0000 0.6000 0. 0000 0.0000 0.0000. 0.0000 ---oli0000 _O.;Ooo 0.00000.00100 0.0000 0.0000 0 0000 0 00 .0000., 0.2500 0.2500.'-,,. 0.2500.,-'L�',0.2 500. ."0.0000 0.2500-0.2500 0:3750 000000 0.0000--"-0.0000-"--O.0000---0.0000 0:0000'WOOOO 0.0000, 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 ,j 0.0000 = 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000, 0.0000 0.0000 0.0000 O;OOOO_r 0.0000* 0:0000 0-1i 0 0 0 0 0:0000 O.0000__'_l 0.0000 i 0.0000 ,~i 0.0000 0.0000 0. 0000 0.0000 O.0000____0.0000_ -0.0000 0.0000 0':00007 �",�'J,.,O.O000 0.0000 4.: 0. 0000 0. 0000 00000'-.*vne, 0 DODO 0 . 0 0 0 o 0.0000 0.0000 0 a 0 0 0 0. 0000 0.00 Do 40 '0:1345_---=0*1644 0.1345' 0.1345-0�1345 0.1345- 1644-0.1345--0.0000 - 7-0�,OOOO 00000 0.0000 0.0000 0.0000 O -000O 0.0000 0.0000 0.0000 0.0000 -,.0.0000 -DOIDO 0-0000 O,;DOO 71.:00000--0.,0000' �O*. 0000 - - ------ 0."00,00-71-77 *O-.;'OOOO,_7_;'l?T'O;_OOOD fie MI t 10 0 0 0.0000" V0.0000�, 0.0000., 0.0000.,-.".--�.� 0.0000 0.0000 "o 0.0000 0.0000 ."�,io.0000-?._... 'O.0000� 0.0000, .0000 .7 "g, 0 0.0000 0.0000.�:.-...-O.0000. ".0.0000 0 oOcO... Z .0.0000 0.0000 0.0000 0 0000 0.0000 0.0000 0.0000''-'0.0000 ---0.0000'-0.0000 ---70:0000 '--00000.0000 p, 0.00000.0000 0.0000 0.0000 0.0000.. 8.0000 5.0000. 5.0000 5*0000 '5.0000 5.0000 5.0000 8.0000 0.0000 000000 0.0000, 000000 0.0000 0.0000 0.0000 0:0000_. 0.0000 _O._*OOOO _,O;,OOOO 0.0000 0.0000 000000 0:0000 -0.0000 0.0000 0.0000--0.0000-'•0.0000-"'0.0000 0.0000 0.0000 0.0000 0:0000.r 0 0000 0 .0000.�; 4 Jsr NiT, )00 0.0000..", -0.0000 0. DODO 0 0000 0. OC 0.0000 0.0000 0.00,00 0.0000 0. 0000 x _s: s :, ' V.OoOO-O.00OO­O.00OO 0.0000 0.0000 0. 0000 -0. 0000 __0.0000 -0. 0000-0. 0000 0.0000 0.0000 0.0000 O00000 O0000000000d 0.0000 O00000 0.0000. O00000 is o IAW'­'0.3750 .0.2500 0o2500 0.2500 0.2500 0.2500 0-2500 0o3750 0.0000 0.0000 �0000-77770.00007,,77;-O:00007--,,f-4-,T�,O�'0000-7,r--Oi00007'., j._o.0000__O.=OO 0.0000 sa 0 DOO, 0.0000 0. 0 0 0 0 �io.00001'�,:��h'O.0000*�.,;�'- -0 0000 �v 0:0000 -7;770;0000 -.�'-,.!."04,0000,:;,tpi"o.0000 r. 0.0000 000000,�,� "Mmol 6:00001'7f'- 0 0. 0000 0 ;O.oOO 0 0 0000 0. 000 0 N 0.0000:1, _00`oo*0000'-'-'7�-0:0000* 00 vr 0 0 0.0000 0.000'0`` 0.0000 0.0000 t,v%".:A0000 .0 ­. 000000 0.0000 0.0000 000000 000000 r. ,`si #£ , '.i:':•' x?�� �. T� ,.f S.. L,_ Z,f �' k:a 1y7s. r - I.r r•a'; .3. t':�� ;a�,•...t �''•:. a .� •,,; �.:.`.;','•. dc. a afa'�:.r r„�.-3 t..., "'i, •~^�. '..i ,•< )f {t , s 11 xa•�;•r ...'.r ..' ,�. ,�>. �...y _. ,� < f ^�:;n ..."'.:. �.t ;.'�+. •'.. .- .r".• °�. �::'.^ .n�'",... "'�.. !'. :7 t �. .1 k; �.£y,5vd.L .. 4....y�3- L ar. ,f f 4 M •s .r s .t• ,.f i{ ]I 1 :1 ;Lr :7 it r 7 AMERICAN BUILDINGS CO. • f Y yy J' �" P.O. BOX 600 s . ,• EUFAULAq ALABAMA 36027 v 10/30/86 ......... z` 77 :.STEEL-. FRAME ANALYSIS AND DESIGN BY +THE DIRECT STIFFNESS METHOD `?y' ALL DESIGN IN ACCORDANCE WITH AISC AND MBMA AS APPLICABLE .. e.. ; _. ., . s„ BUILDING DESCRIPTION -.- DUGGINS CONST --M.U.-- 714847WO1 1.1� .1 FRAME -WIDTH — BAY -SPACING - TOTAI-SLOPES -TOTAL INT. COLUMNS TOTAL MEMBERS- TOTAL- :­NODES7_11 n 20.000 FT*': 25.000 FT.3; 1 s 0 3 k 4x' lo' tEFT-'-WAIL-COLUMN=-SLOPE-W.=-VERT-.- 0':000%12:00 GIRT --DEPTH -= 1.500"''IN.---TYP -GIRT SPACE ----144.-000 ---------------- / BASE BASE BASE NODE EAVE KNEE KNEE NODE -ELEVATION-----WEB DEPTH ----SUPPORT ..:: NO:--* - HEIGHT----- WEB DEPTH CONNECTION NO. --: -- ......... "--- �, 0.000 FT. .° 7.375 IN..;:'. PINNED ' 1 12.000 FT..; 7.375 IN. PINNED 2 ' 1 -ROOF -SLOPE N0: -1—SLOPE-W.NORI . a=-1.000/12:00 -PURL QEPTH =- 9.000--IN.----TYP: PURL-SPACE-� .. r f } BUILDING -- DUGGINS CONST --W.U.-- T14947N.01 �.k MEMBER DIMENSIONS AND PROPERTIES I . p,c,.•s t Y,},p t�, _-. `4 � ,'+3p d _ 11I x t s;4Ss,<�Iv;.yx r, a :.OUTER,FLANGE,a:# uf.:INNE R'FLANGE, :, #.. WEB # * "."# MOMENT:' OF INERTIA :#:,.OUTER';-,, INNER;. �+ .,t ,. ryS 3..3„x`�>• :.,,, -', / `'3aw� � a �„ MEMBER-SECTIODTH-THICKNESS-#-WIDTH *'-DEPTH* -THICKNESS-'* --AREA"-' #`X=AXI"S--Y-AXT'S-"#--MODULUS-MODUCU - -IN.- -IN.- -IN.- -IN.- -IN.- -IN.- -SI- -IN4- -IN4- -IN3- -IN3- ; �,; } 5.0000.2187 ?::a'�`5.000 0.2187 7.375 0.1345 3.179 ,•.36.03 " 4.56 9.22 ) %.9.22 s 2:3aK5 000 0.21875 �r.. 03::4 56 r 9.22 9'22.';. e, 5.000x i 0.2187 7.375 „ 0.1345 3.179 36. ; u) , 11 2 2 5.000 0.2187 5.000 0.2187 8.000 0.1345 3.263 42.68 4.56 •10.12 10.12 I} 2 -3 5.000 0.2187 5.000 0.2187 8.000 0.1345 3.263 42.68 "4.56 10.12 10.12 '3' ', 5.000'-_-'0.2187mi-,n�75.000'--'0.2187.5.000 'x;; 0.2187:5.000" , :0.2187 8.000. 0.1345 3.263 42.6E 4.56 10.12 10.12 I� u 1 `5-000 0-2187 5:000 0:2187. 8000 0.1345- 3:263 42-68-4-.-5-6-f_0-. 1-2TO- \/ 3 -25.000 0.2187- 5.000 0.2187 8.000 0.1345 3.263 42.68 4.56 10.12 10.12 IIS u 3 2 •• 5.000 0.2187 5.000' - 0.2187 - 8.000 0.1345 3.263 - 42.68 4.56 10.12 10.12u u 3 -3 5.000 0.2187 i 5:000 0.2187 80000"'-'---0.1345 -'-3.263 .- ; 42.68 4.56 -10.12 -10:12^ 3 g! 3 *.5.000 x'.•'$::0.2187{ 5.000 F; 0.2187 1 8.000 0.1345 .` 3.263E x`.:,42.68'`4.56 10.12 10 12 n {�? 3 fir?': 4 ,;;r 5.000 0.2187fRx"5.0001 ''0.2187 s�.:8.000 0.1345, 3.263 z?<'42.68 + ,=.4.56 n 10.12 r_:r 10.12 e, 3 _1 4-5- - .000 0.2187 - - 5:000 0-.2187 -6.000 0.1345 3.263_-__-42.68 4.56 10.12 10.12 RI 3 -5 5.000 0.2187- 5.000 0.2187 8.000 0.1345 3.263 42.68 4.56 10.12 10.12 ' - • 1t 1 � �. S • 2 � ( �• Y d.4:e- Yrd. �y:"'ktf' -`u.,^ y _.- ___. _ .. - � F � - ._. .- --�11 7/ ', .,3?4 a. .�s•?,: !�..:.;.� .} i'S'..:F .;, �,,•� "" �- ;,�.�kA ,�1 :e) :d. ,t'' < > x r,3 �` .aF'' � „�.- 4-, < �' .e .s, 'A`§:n°f �' .•,:. 6A n, ?a;x," s. f.. s: },Y •r..F'. 71 �. g ae'.. .i&. .s.•A f.. ,y'. Ix. '7•) "� ",: .,'T' '}' .h 2. :s. ?•r n .R �. f....s. x, �: a� � ,z. a.-c��"•a.: :�iz, .H.k�' F:` '•. ,. s.t:�+�£"S. �''-�+'`�'�:>� .ti��% a.n .�.-41 sFx. :-- 7, •i-....F*4 k'._u:- . 9. ":c « ..,.. sn�h .:.". ,..@ � .;t. t....0 _i F, .._� , y. � �tt 3� AP M y I . �:: els F°, r' : ��;_ S�'.,°,. •:,"'. ,_ . z is !6 ' 71 41, � S T' U Ws 41 , y �'� yt� � 11 ��°��� y n .F't .^ s.,,s L .t.s i i �y., ,;:•. 11 J t M y I . �:: els F°, r' : ��;_ S�'.,°,. •:,"'. ,_ . z is !6 ' 71 S T' Ws M y I . �:: els F°, r' : ��;_ S�'.,°,. •:,"'. ,_ . z is !6 ' 71 II . Iti BUILDING OUGGINS CONST --W.U.-- 714847W01 MEMBER DIMENSIONS ANO-OtROPERTIES CONTINUED ., '4 ELD - STRESSES''4,a,UNBRACED LENGTHS # EFF. LENGTHGYRATION` .** RADIUS GY A N SLENDERNESS ,`Q AUOUTER INNER. FACTOR , RATIO RT FLANGE W Y- AX I S- ----' Y -AX I S*- K X R X ... *--,RY'- -RTE-" -' KL MEMBER -SECTION EB-414�4 X A' X' "I S . * -KSI--KSI -', -IN.- -IN.- -IN*- 50.00 $ 50.00 .131.93 U8.22 12 0 98 3. 37 1.35 107.09 5 0 8.22 1. 2 0 0 50.00 `� 1 1.93,.:7� 12B*22 128.22 .3.37 1.20 1. 35 1 . "107*09 0 33 0:985: 2 2 50*00 50.00 234*69 51.51 111.72 0.98 3.62 1.18 1.34 1*34 63.59 2 -3 50.00 50.00 234.69 51.51 111.72 0.98 3.62 1.1,8 1.34 1.34 63.59 3 -50.00'--.--,-50.00 60.21 111.72- 0.98 3.62 ---- 7_'1.16.._.--...1.34--77 1.34 63.59 50.00 234.69 60.21 111.72 0.98 3.62 1.18 1*34. :.1.34 4 50.00 63.59 60. _11 I .. 34 50iiOO 50-iM, 234.69 21�­ 34 63. -SI' til -2 50.00 50.00 234.69 60.21 111.72 0.98 3.62 .1.18 1.34' 1.34 63.59 3� ' . ' I 1 11 3 2 50.00 50.00 234-69 60. 21! 109.37 0.98 3.62 1.18 1.34 '1.34 63.59 it _3 _-.3 50.00--50 00 234.69 -60.21-108.37 0-98 3.62 --1.18 50.00 50 63.59 234.69 48 17*.',-_ 108.37 0.98 3 62 1.18 -234. 69 tls' 50 50:00 4 3 3 3 .00 1 34 0.98.1.34'::;;;. 1. 3 :1.1859 0 o 8 17 108.37 "' 3*6263. 14 5. 3 :-4 234w69- 50 00 50.iOO 11:67 -11 67 0.98 :'3:62--1'-:'18'-1:34 1-.-34 �� 63 -w5 9 3 -5 50.00 50.00 234*69 11*67 11.67 0.98 .3.62 1o18 1.34 1.34 63.59 14 7 7,7 -�7 -:�.7 f j, f 4'< v 4 "r, ]it ID 31 a. is 7 �t T', Av 11 'S\t• BUILDING DUGGINS CONST --w.u.-- 714847401 LOAD' I LL4OL' ALLOWABLE STRESS FACTOR 1.00 N! M -LOAD COEFFICIENTS Al, C-2 ...... . -PSF- -PSF- -PSF- 00-7-7 oil Do-,*- 12 0 7 4 A� to n 5 UP PO RT ­R E'AC'TI DNS'-'-- rJuuAL—DTS-PLACtMtNlS :'NODE X y # HORIZONTAL VERTICAL MOMENT # HORIZ. VERT. ANGULAR - IN Y.-KIPS•y -KIPS ., N.�-RAD. -00 Do —Uuu L OWOO- 0:000 —0:000 07.-0 u 1, 1 2 5.69 131.93 0.001 -0.007 0.000 I@ 3 108.00 140.46 0o097 -1.165 -0.003 4---240.00-151.467" . .00 -0.000-- 0.*000 0:016-'. ., 016-4w ''7 '�,.. fl u..,�..'iy ..t.Yd,`i. Ll ?- <�+.aF`;..: C ,f! E'« Yi+'!3.°E.,.ySi 4"" -kT4BER--ENO'-ACTIO?NS 0 # NODE I # NODE J 14EMBER-=, --.NOD".-NODE-J-#-,-,,'_AXIAL —*_ _SHEAR - '--MOMENT -"-"'-AXIAL -•-T_' SHEAR­ 7777 -'MOMENT, 'Si KI . PS N,".;-. '-K-F -K T -KIPS-- IV -K- T-J�­, -KIPS- F 2 4.70 0.00 0.00 -4.70 -0.00 0.03 19', 70 2 2 3 0.29 3.52 0.00 -0.10 -1.26 21.05 --34-----21.05 .26-4.53-0:00 73 '41' �4 41 41 4% 7; . , (7, 30 22 77 75 0 ''carM6 • BUILDING -- OUGGINS CONST --N.U.-- •714847W01 r LOAD " •1 :' LL•Dl� ^ .. . 11 j.•. s :`u ix x�-;�L}_: �i�:s >0 v zO r COMBINED STRESS 1 y'�.`•,'3' x t ,' yi ; r:4''�a _ y ''r yz..._,:3 h -7•h. ,- �.� S �z <`ii ...>£ .l' . Irk-, ,z,.. >_ •; e za'# s f ACTUAL STRESSES ALLOWABLE:'STRESSES a' OUTER INNER / HEAR AXIAL ----- -...- --- --- tr - ----..__.. -- FLANGE=.FLANG fs MEM SECT FORCE. FORCE MOMENT.-.• CB # FV FA FBO FBI FV FA FBO FBI a RATIO RATIO 19 ;Y rhe -KIPS KIPS- K FT .:,� KSI- -KSI -KS I -_.-,---KSI -KSI= -KSI =KS"!= ;.1 h'Fy. 0.00 =4.70 0.00 ; 1.75 x0.00 -1.48 0.00 -0.00.. r` 19.59 13.02 30.00y 24.85 Ex 0.11 0.1?1 :i 4 4 n . 1-�-2 0100-7-4` ' .70=7- 0:03 :75-=0.00 1.48 - 0.04 "- - 0.04 -----19.59 • --13:02 ` 24.85 -30.00 0. 115---0:114--_ t 2 3.52 -0.29 0.99 1.69 3.10 -0.09 -1.17 1.17 18.06 22.09 31.42 30.00 0.040 0.036. lEtr.2, 33:52 -0.29 -16.11-"1:69- ;:;3:10 - 0.09 - =19:11 "" 19.11".._:.....18.06....__-"22.09" "31:42'-- 30.00"- ""0.617"r- 0:634 S 3 ' .1.26 ' -0.10 r�y' 1b.05 _ 1.15 ; >`-1.11 -0.03 -19.04 19.04 18.05 F 22.09: 30.00 30.00 k 0.636. 0.634. � �.-4 ts;:1.26 <'-0.10 21.05 1.15 loll,x:-0.03_ _-24.97_-24.97.. 18.06 22.09- x`'30.00 x-30.00 F�� ;0.83110 :. -- - �, 3 1• 1.26 -0.10 21.05, 1.15 1.11 -0.03 -24.97 24.97 18.06 22.09 30.00 30.00 0.833 0.831 19 „• 3 '' -2 1.26' -0.10 22.35 1.15 1.11 -0.03 -26.52 26.52 18.06 22.09 30.00 30.00 0.885 0.883'. u =1:05-"-0:09 22:29 1 1.12- =0:92 0.03'- 26.44 ' " 26.44 "18.06-'-'-'--30.00-'--30'.00----'--30:00 -0 88Y=, -0.882------! 3 (( -3 -1.05 K ;,p 0.09 . 17.03 1.12 -0.92 4 0.03 ..: -20.20 20.20. 18.06 - 30.00. ,.30.00 ° .30.00 '!', .0.673 0.674 u ' SK �t t2 yd j .. l4l• <. .^ytg . _ _1'-.0.641,!,t* .,]•. 1,..;3 r..' 3 :z-3.12 r<;.10.26+�t ',16.97 1.50 -.2.75 zi „0.08 ,-20.13 20.13 ` ;::18.06 ; 30.00' 31.42 1'30.00 a - 0.641 , ;. 0.674 1 _, „ =3.12 0_.26 4:44`1:50-=2:75 0:08 __5.27" 5.27--18:06-X30.00-31:42 30.00 0:168 0:178 �1 3 4 -4.53 0.39 4.40 1.75 -3.99 0.12 -5.22 5.22 18.06 30.00 31.42 31.42' 0.166 0.170 f� 1, 3 -5�. -4.53 0.38 -0.00 1.75 -3.99 0.12 0.00 -0.0'0 18.06 30.00 31.42 31.42' 0.004 0.004 n p,.; m )c "r a i7 �. 4 :�. � ,:• �''�s, r , Z fx�s; "� %� 't �'� ; £ y .. � i G`' !: AY r. 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't•, 59 t 1 4 S :Yr't� ;Y'Ky ... c:`t' `�� .. ,...,. ! %'.: t -. ^3 ,..'. ^T" �4.. ,:.e.2 s ss}. x. t",': :<,. -. 3;• � :,4 c" s - -a..S _ 1 LOORDTNATET. # -SUPPORT REACTIONS ------A I�ODAC-DiSP�ACIt: NENJT ' # # I� NODE X Y # HORIZONTAL VERTICAL MOMENT # HORIZ. VERT. ANGULAR- 1 'rr ' r+T BUILDING -- DUGGINS CONST --N.U.-- 714847W01 ` ivt �•.,;.t., -IN. -IN..-. RAD.- 1 ,.s,..:'. atm:., .. ti..`�-•.%'.`>:;:�. .... .. t e 3s.. :'✓';..; :>:.'-x..,..-<..,..I/ 2 5-69 0-00 -0 00- =1 88 -0:00 21-t 0:0�� 0-00� =O0u 2 5.69 .131.93 n 0.006 0.003 -0.000 3 108.00 140.46 - .. 4 -2.40 -0.55'- -0.040 0.522 0.001 17 -- - 0.00-.. -R 240.0O'__7,_-_151'.46_7_7 - f -f OS",.:.": ^' 2: -". -•3yg _- 2.^ :22�-+s: 0000 0:% ; y,"� " :i dAk < 'fi4. n as1 izaAfF`. R . C `.ire 2 a c "iF 'i:, it <}✓i , �s2' �� 4 a '. LOAD 2 - WL+DL -L-R- ALLOWABLE STRESS FACTOR - 1.33 � 49 �1atr s tW t UNIFORM'LOAD .w>t # 4fIN0 COEFFICIENTS- ti�� '.'r 3... �_` -'.x, j` �,x. , � br :�'r `�r •�' '�, .... y..• - 11 <•iL\f,, tfr'. •. s ! w`'kf1S fir'. < fir. ;S: L�.�., y..' � :... •i ., `-, r: ,�'.; .. k � .. •- �' �'_.:.:: ..t..., FF r n5.^.'.1 Ji-xi"'�,k'. Si E <i 's � -+iY �:: - , _ 13 /rLIVE--tifIND`DFA C-1 C-- 2 -- - - - ---' 2, �3 - • - f' .r - -PSF-' -PSF- - -PSF- 73 00!2-1:00'; -x6:50:..,. .-_.__..----',----- - - -- 1 S :Yr't� ;Y'Ky ... c:`t' `�� .. ,...,. ! %'.: t -. ^3 ,..'. ^T" �4.. ,:.e.2 s ss}. x. t",': :<,. -. 3;• � :,4 c" s - -a..S _ 1 LOORDTNATET. # -SUPPORT REACTIONS ------A I�ODAC-DiSP�ACIt: NENJT ' # # I� NODE X Y # HORIZONTAL VERTICAL MOMENT # HORIZ. VERT. ANGULAR- 1 'rr ' 1 y -KIPS -KIPS -K-FT- ` ivt �•.,;.t., -IN. -IN..-. RAD.- 1 ,.s,..:'. atm:., .. ti..`�-•.%'.`>:;:�. .... .. t ^u,`',.' i�5 3s.. :'✓';..; :>:.'-x..,..-<..,..I/ 2 5-69 0-00 -0 00- =1 88 -0:00 -0.00 0:0�� 0-00� =O0u 2 5.69 .131.93 n 0.006 0.003 -0.000 3 108.00 140.46 - .. 4 -2.40 -0.55'- -0.040 0.522 0.001 17 -- - 0.00-.. -R 240.0O'__7,_-_151'.46_7_7 - f -f OS",.:.": ^' 2: -". -•3yg _- 2.^ :22�-+s: 0000 0:% ; y,"� " :i dAk < 'fi4. n as1 izaAfF`. R . C `.ire 2 a c "iF 'i:, it <}✓i , �s2' �� 4 a '. sr f'u} '?.:?a.Y+T .»R ' xo-b' .3. .} 0.�3 x.3i.:. .k:..{a...,.�.s."t:F,.. 'r'A4{iA`' Yt . ::: '�,Ck ,; S , ' D--A-CTIO C2 3Y. , x x, l�,�. - - i';.,k'4 IuI49$. MBER EN N # NODE I a -NODE J 1� y,t MEMBER -NODE-I i -NODES _# a AXIAL `SHEAR' - MOMENT*' --AXIAL -- SHEAR 71 I! 8 iM a t s '.� d - �. �� `r� F i ; '•yf��d t kf .. a fes\s4 -KIPS- -KIPS- -K-FT- S -KI PS--.' -KIP$ ' y^. -K 'rr ' 1 1 2 -1.88 0.00 0.00 1.88 ' -0.00 0.01 t ^C r�''hx1.,�.. ~� ,:4:. 1f w ---3--3- 2 2 3 2.47 -1.57 -0.00 -2.40 0.55 '-9.42 n - .. 4 -2.40 -0.55'- -- 9.42 .__._. _. -2.23 .7-__2.04-' 0.00 -- - ----� it 3 y > • ri �� � 49 ti�� '.'r 3... �_` -'.x, j` �,x. , � br :�'r `�r •�' '�, .... y..• 'L 'f:� � ns• ..+ x<«.. .., a. M 'xd h'.,` y.1w 11 1] ;S: L�.�., y..' � :... •i ., `-, r: ,�'.; .. k � .. •- �' �'_.:.:: ..t..., FF r n5.^.'.1 Ji-xi"'�,k'. Si E <i 's � -+iY �:: y tt ::; ., ^_:.' `.'.?.y �'h 1, .. A�: ? - 3' Si:'. 3 13 2, 73 s. L j�3 +tL 4� X t . 71 I! 8 iM a t s '.� d - �. �� `r� F i ; '•yf��d t kf .. a �A"x.� � ae Sr d�. qq IS 5 3•y.. %.' 7 � � :�.. r' ^+ 3r�'x„'.S`: � Y�\..,fig, ': ak ,. �:{>• C. � t ^C r�''hx1.,�.. ~� ,:4:. ��� SV, ���': M1 :C..4.I`- i _ o- .�: ��+#.. l' _ __-_ ?�:� F; •^^jii Y -?. . 49 31 .'est 31 1 �} n. 13 2, 73 s. L j�3 +tL 4� X t . 13 �<.yr� t` h`.�7', �1 �y<: R 7 r i:." ^y s� '.r . { 1w Y Ct .F�'?,I"lafi •afi M 'y 1!luv-y.. Y:" y.r _r ;. T.A :alt o'4,,. w'3'\.. z..3 tom. .� t.4,' y :, �ry Y i. <„Y;21.'s< s .&'.R' #::.>{ t`�r ::t" - •�':. _ t1( t _ s,�i Y�.' 'tet.='+•'Yt.,x ^.-i,'Al�..f i'{,• a . : •ir "r 1,,.:• .� ,. .�, r }:•t., '�.•t :, /•'ri+ }, ., � r � :! `., a�S.�1� r. ,�.1-5- .n4 Vii:. .w, in. :...✓.� 4...r •;?iy...y {,r... ,...'c: � �k ;.. f!-,p'xS' .0 •K ?•. -`".k1.. ^fib .Y ,f... r„.r.z.f. ,,-.�x; 9!• ..:Y f'.:� :m 1 �2', ' tis, ti. k "i'V Ffia• �zY..'�•I x... ii 4, °�4�. I�::i:% -r" :i S �NvF i ✓i ,y.. 1,.: _.x..R.l -3t.,,_. _� a`+ 7 �.{,- { +R >��`��y,,yzy "'� f. °7 "�:n t :r .r: � � ..�.� .< Y"X,;: t°� • 's i':': $. m ,�b" t 11 A 731 BUILDING -- DUGGINS CONST --N.U.-- 714847WO1 M L 4 _ :1 LOAD -2 -- WL*DL' -L-R- 1' - a ACTUAL STRESSES a a " ALLOWABLE STRESSES *.COMBINED STRESS a OUTER INNER 11 HEA `R="AXIAL ' # _.__ ___ .__ . .. a _..._.-- -- - FL -ANG -E -FL -ANG .1 MEM SECT FORCE FORCE MOMENT CB a FV FA FOO FBI a FV FA FBO FBI a RATIO RATIO KIPS KIPS-=-K-FT 11 rk - -KSI- --KSI-- ------KSI-- - -KSI- -KSI "---KSI- ---KSI --KSI- ----'--- 1 '1 1 0.00 1.88 -0.00 `1.75,_..' 0.00 0.59 0.00 -0.00 26.12 39.99 39.99 33.13 0.015 0.015 ' , 1 2 0.00--1.88- 0.01'='1.75=0.00-----"0.59'-----0.01' '" 0.01'=-''26.12"---39.99 33.13--39.99' "0.014=-0.015 2 2 -1.57 -2.47 -0.44 1.70 -1.39 -0.76 0.52 -0.52 24.08 29.45 41.88 35.52 0.026 0.038. , u 2 v . 3 • -1.57---2.47 1, 2 ":. 3 -0.55.-2.40 --7.19'-1.70 -7.21. 1.70' - -1.39 -0.49 -0.76'-- -0.74 8.53 ' 8.55 " -8.53 '_..._--24.08 -9.55 24.08 ' '-' 29.45-'-'---'41. .29.45' 88 39.99 - --35.52 .35.52 -0. 1'86' -' 0.196 C.25 0.259 1 n 2 -4 -0.55 -2.40 -9.42 ::1.70 -0.49 -0.74 11.17 -11.17 24.08 29.45:.'_' 39.99 -- .... ..... 35.52 - -- 0.261 --- -- 0.333 --- 3� il 3 1 -0.55 -2.40 -9.42 1.70 -0.49 -0.74 11.17 -11.17 24.08 29.45 39.99 35.52 0.261 0.333 3 -2 -0.55 -2.40 -9.99 1.70 -0.49 -0.74 11.86 -11.36 24.08 29.45 39.99 35.52 0.278 0.352 „r-3 2---- 0.48--2.33--"-10*02--1*55-'0.42 -'-0.71'_---11.88 -11.88 -"-'24.08 -"--29.45-39.99-- 35.24 ----0.279--'0:355-'_-----) 103 `,-3 0.48 -2.33 -7.61 1.55 0.42 -0.71 9.03 -9.03 24.08 29.45 39.99 35.24 0.200.274 3 3 1.41 ,' -2.27_1 -7.63:" 1.55 : 1.24 -0.70'' 9.05 -9.05 24.08 29.45. .: 41.88 35.24 0.200 0.274 11 3-4" 1.41--2.27 . -1.97-1-.55 1.24--'-0.70-' -,, - 2.34'" - -2.34"--24.08- _ .. - 29.45-41488 35.24-0'039-0"084' n E7 3 4 2.04 -2.23 -1.99 1.75 1.80 -0.68 2.35 -2.35 24.08 29.45 41.88 41.88 0.040 0.073 13� 11 3 -5 2.04 -2.23 0.00 1.75 1.80 -0.68 -0.00 0.00 24.08 29.45 41.88 41.38 0.023 0.023 is _ -.. . _ .. __._ .. _ !i!�•- � t , 11 11 ASF. \ L,±; �+k {, � � .j.+ • .} f � �z;i j y � .. x ,. r e:• .. .. 11 1 A 731 M L 4 _ :1 14 11 ASF. \ L,±; �+k {, � � .j.+ • .} f � �z;i j y � .. x ,. r e:• .. .. 11 1 31 40 41 41 I Y., ---------- ............. 21 BUILDING OUGGINS CONST --W.U.-- 714847W01 % 1p -LOAD 3 WC*DL -R—L— ALLOWABLE STRESS FACTOR 1.33 7 LOADS WIND COEFFICIENTS 5 �" Ll C, 2 ? —PSF—• —PSF—. —PSF— OWOO`2I_-�00 0.70 ON LUUKULNA I t­S'__*__`SUPPORT - REACTIONS'- NIJUAL UlSVLALtMtNIS NODEHORIZ. x y HORIZONTAL VERTICAL MOMENT VERT. ANGULA.R JNi,'-�­:` —KIPS— —K—FT—IN,— —RAD.—',. 0.000 2 5:69 131.93 0.005 0.003 0.000 3 108.00 140.46 —0.046 0.522 0.031 —,7-240.00-151.46 f. '--0.00 ------ 0.000_0.000__--;0.007 EV m EM B ER -'END'- ACT IONS -------- ........ NODE I # NODE J Is MEMBER 777NODE7-1777NODE —J-��—*------,�,AXIAL—.,—W----- SHEAR 77 MOMENT* AL- ­77 7SHEAR '—KIP Jle pr -K KIPS —KIPS—FT— K S -KIPS_ —K—FT x, is 1 2 - —2.24 0.00 —0.00 2.24 —0.00 0.01 2 2 3 —1088 —1o57 —0.00 1.95 0o55 —9o42 3 4: =1:95 =0.55—._9.42-------2.12- —=2.04... ,00­ Vll;Y z"s 4,v V -427 31 40 41 41 I Y., 21 1p BUILDING DUGGINS CONST --W.U.-- 714847WO1 LOAD 3 WL+DL'-R-L- COMB I NED'S TRES 01110 x "CALLOWABLE-1- STRESSES'. OUTER - INNER ACTUAL STRESSES,.�:. A t.nr-mr% ^A IA t - MEM! SECT FORCE FORCE MOMENT' CEI FV FA FOO FBI # FV FA FbO FBI # RATIO RATIO 4 IPS -7--KIPS---,.-K-FT-., -KSI--"- .---KSI�-. -KSI------,-KS-1-: -KSI- 33.13 39.99 0.018 0 00 V� 0. -0. 00 26.12.:. 0.00 9 0 00 ;�.39.9 2.24 0.OV--V;;75- -0.0 �-39.99- 33.13--39.99 --0.01'7 to 0:00 0 2 2 -1.57 1.88 -0.44 1*70 -1o39 0*58 0.52 -0.52 24.08 39.99 41.88 35.52 0.027 0.015 2 3 0.58------,,, S. 53 -8.53. ----------24.08 3 9. 99 4 1 w 8 8 35.52'-:-----0.-21s--O. 240---------j 2 3'�,��-0.55 -7.21.4` 1.70-0.49 v.." 0.60 8.55 -8.55 --, 24.08 39.99 39.99 35.52 0.229 0.241 1.95 -9.42� -0.49 0.60 -11.17 24.08. 'i 39.99 0.294 0.31 2 4 z -0.55 1.70 11.17 39.99 5 3 1 -0.55 1.95 -9*42 1.70 -0.49 0*60 11.17 -11.17 24.08 39.99 39.99 35.52 0.294 0.315 3 -2 -0.55 1.95 -9.99 1.70 -0.49 0.60 11.86 -11.86 24.08 39.99 39.99 35.52 0.311 0.334 -2 0.48 2.02-.-10.02-771 �;55--.-,,-.---O.42 0.62--'.-.-* 11.88 �11.88 24.08-'39.99- -,;,-39.99 =�--35.24 -=--0.'313_-.--0.337- 2.02 -7.61 1.55 0.42 0 62 9.03 -9.03 24-0s.:.,f, --'39.99 K, 0.241 .-0.2! 3-, 3. 0.48 �39 99 35.24 i 6 2 4 0 8 3'-,- 1.41 2.08 jil -7.63 1.55,; 0:64"-- 9.05 -9.0! 439.99r-�i'41.88 24""'0.232 37 - -�-'24.06 9,�99'41.es`�5*2 21 ::3 1.41 2.08 1 i.97-1;65 1.24 0 647 2.34' -2.34`-X24.08'- ' 3 i; V-0--072 0066 0, 3 4 2.04 2.12 -1.99 1.75 1.80 0.65 2.35 -2.35 24.03 39.99 41.88 41.88 0.072 0.056 14 3 -5 .2.04 2.12 0.00. 1.75 1.80 0.65 -0.00 0.00 24.08 39.99 41.88 41.88 0.016 0.016 z r N 11 0 A. 2 iA N., ss - JJ -77 j�x W• • - - - - -- --.._.__.._...._ w BUILDING -- DUGGINS CONST --N.U.-- 714847N01 _{7LOA0 4 - DL+SEISMIC ALLOWABLE STRESS FACTOR - 1.33 UNIFORM LOADS x'.a- a�.' +f ;. >x.w WIND COEFFICIENTS -�S 4^�'rt ,( �.. �.� �.� .� 'F � � � 1,: ♦�f`L'T"\ t .7"� G�{ .��" Wi<.: Erk '� .l" T a.. t /IL L v E--WIND--DEAD *_ C_1.--C 2 \s -PSF- -PSF- -PSF- . t 7r4� 0:00 -0.00- 6.50 0: ---Do*-" y 00 0 ` •Aj1' } i #R' yl'v t�S° :y. xs0 s„ '� ', 4 Y'., S'^5' a a 7 .,i j x.#:m'1 T � ,SY, .i •t"'v iv %.•' 1 'S ii 3 _- 'i i..#,. a', .tsax ..s. a F+ ,.l u, :r f.',etr ..: as<f. �' 1 11 CONCENTRATED LOADS c LOAD COMPONENTS u LOAD NO. LINE NO. #'' LOCATION HORIZONTAL VERTICAL MOMENT t ` 1, '.. J R • , rz srp -FT.- -KIPS- -KIPS- -K-FT- K FT If ,.ai A%'P:. t S # •r L �q^- , .' F 6uP� o''✓<` 5 ?„aT t r <� '•yL .tFX Fa y., y3 .?.;.ik3,a .;G u ^• � 8.-84 �0-:14-----0:00 ,,�-1 f , 0.%. iaP ...O:Oa b o. 2 1 8.84 0.45 0.00 0.00 11� it 3 3 8.84 0.14 0.00 0.00 u :4.r;r c...;a^,h c'Y- --' --.-. _ a -'$ _._ _. ... - - ..__ II _rF fi:i - ...- y � a ----- _ I7.+ � ;: •�... <.ut4 �, ,0.c 17 4r-�;:�Y �L a� .:b \ f>'. { `i . ,.i.. i.. ,t` ,Mq: � S , "Fa b'?l•. i i � R 1 F "' �"< 5 ri c�..-t d x'.' •+„ / 1 .a ,.re.�: a -4�wM„,at ...,;:r.r- e;•. x.4-_ :p t I _-....`:. . . TESRTREACTIONS. 7."XC00RDINA,x..,..', AL _DISPLACEMENTS u.1,".SUPPO NODE X Y a HORIZONTAL VERTICAL MOMENT tt HORIZ. VERT. ANGULAR sf� 2/ -IN:- 4 IN. .T -`-KIPS -KIPS -K-FT= w - _ . ----INS- =RAD: ls^: 1 5 6912 ?q 1.32 0.00' :.0.000.-000=0 ° u 9T- --- - -- -- 56931:3 21 2 � 0.001 -002- 0:000 >r 3 108..00 140.46 0.036 -0.420 -0.002 11 70 4 240.00 151.46 -0.48 1.44 0.00 0.000 0.000 0.006 ir(a e. � h t MEMBER:ENO ACTION %' a: 3 1 -•+� . .S. .. >. NODE-I------- -#-- -' I J.'x:r.€'� �e a.,. { NDDEJ s. •y:a; MEMBER NODE I NODE J AXIAL ' SHEAR MOMENT* AXIAL SHEAR MOMENT 71� 0';--KIPS ` r „ -KIPS- -K-FT- -KIPS- -KIPS -K-FT 7S� 1 a I 1:32 0;12:--- 0.00- --1.32 0--48--0.0 2 2 3 0.55 0.86 0.00 -0.55 -0.86 7.40 77 a 1c f' 3 3 4 0.55 0.86 -7.40 -0.36 1.47 0.00 n 7C� 4 • 71 4 • s 1 -p4r .>arSS " t 7 ax _c ; E . ;F x 'T F �' S .. �i„ T: t f'<Y S.�Y f.v � - ai ♦ S : x' I 1 Y J f i.a^ ,, :t . .. ,� bat ? #- � wTyri %;. ,� 1 31 ' i�;;�� fi', Ne , � fi.v,..< ii;.k.: Y, b "l.. +. `,"vT • >E• }.i:.> .@r_ --___�_-.-._ { "> t �z .: xr' V i.. 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S s ..t w:. >t' r•y �;t`t �`:�=- '�.�: ;. �. •a7.Yi;x 'ri'".�'3"." .,h i '"aS. ..- b� .. wgY{.. yii'' � ro.�,n, a - i 'J.,S r,r • s.3�i'. f,::p.,s.L"x:. .a..�.'t' t •i �,,,r ah-��a., Yc ..a-;:,. {., .'•!s ... z k r •,� � . •t: X L�'� <,"^^' 'L� fir' :.�+�.. ..;:.'t.'? �.. : ,'3. i f '. fr ' >. s� '?. ��.:T� •,J _ r. u . ... . ,� 4'. .1•S' r,.sk� .� I ��!��d J�3 ::jf-, Y.. i"` `her'. ,,'4a, `i;`YE�rK :r�':.A _\'.'e.1 �. y,�,,.t.4s�tf �...•.:f sv,>.,:}?,,... ��1i... `a..A% K4a�•�.£�. k /:E t.4. t %"!A'}E,�• AM.!• _ih.x M.� ����rY. �'t�•% dye. 4. .:Y:'' ��' •:0 � tit ms's,�`''F l.L `+d s,.,' �Mr ,•� -:r �v� :. - - - . • )r 11,;3:; t�r>n. - ..,-,.x:;.I� . r... }. - ..si7. .t . .. . .. 1 •` u �.R,,; BUILDING -- OUGGINS CONST --M.U.-- 714847M01 #, Y 3. ;,: LOAO" 4OL+SEISMIC STRESSES, '_ # F'ALLOWABLE STRESSES: *' COMBINED' STRESS 1� # OUTER INNER. SHEAR=AX IAL4r.ti.. ._.. i,_' „ a,,.s.,.,,, .ACTUAL --- .._._�..._.. -'--- --#_ -..---...._ ._ -._.------=#-FLANGE-FLANGE , - MEM SECT FORCE FORCE MOMENT CB # FV FA FBO FBI # FV FA FBO FBI # RATIO RATIO J"1 -KIPS -KIPS- '-K FT -KSI- Al -KSI=....•:.._.-KSI-- ---.-KSI- ON -0.00 1.00 " 0.11 -0.41'` 0.00 -0.00 26.12 :17. 36' 39.99 :' 24.65 0.024:'~, 0.024 , 1.32--`' 1.04"'-'1'.00"--'- 0.11-"''---0.41 '_..._._._ 1.35 "" "" 1.35 -----26.12--1 7:36---24'. 65-39.99----0-0 71 - 0:024 2 -0.48 -1.32 1.04 1.00 -0.45 -0.41 -1.35' 1.35 26.12 17.36 24.65 39.99 0.071 0.024 J� -3 .'- -0.48 -1.32 0.16 1.00 -0.45 -0.41 -0.21 0.21 26.12 17.36 24.65 39.99 0.031 0.024. t 1, 2 2v 0.86 -0.55 -__ '0.24 1.00 0.76 -0.17 -0.29 0.29' 24.08 29.45- 41.88 39.99 0.012 0.006 2 -3 0.86 -0.55 <'T 40 .1.00 :0.76 -0.1T -8.78 8.78 24.08 29.45 s_ 39.99 39.99 0.224 0.215 t u 1 3 1. 0.86 -0.55 , 7.40 1.00 0.76 -0.17 -8.78 8.78 24.08 29.45 39.99 39.99 0.224 0.215 „ 3 -2'': 0.86 -0.55. 11.36 1.00 0.76 -0.17 -13.47 13.47 24.08 29.45 39.99 39.99 G.341 0.333 „ 2. ' 0.07 -=0:48---'-11.33--1.00'-' 3 R -3 ,' 0.07 *:-0.48 ', 11.09 - 1.00 0.06 ".; --0.15" ,° 0.06 , , •-0.15 ., '--13.44 "'"-"' -13.16 13.44' 13.16 ,' 24.08 24.08. "'-�' 29.45 -';- 39.99 -'°-'-:'39.99 29.45 39.99 -39.99 ��j . ..0.340._:..0.332 0.333 ---j 0.325 J1 ;'.3 3 *''-0 T4 �' 0.42= k: K;- `T 11.07 :x`1.19 - 0.65 5' -0.13 ',,'=13.13 13.13; :.24.Od n� y`29.45dxw,,.39.99 . .39.99,,. 0.332 .* 0.325„ „ 3 =4 -0.74--0.42 T.35-1.19-''-0.65 _0:13-'=8.72 -- 8:72 --24:08'--`'29:4539.99-39:99 C:22'10:'215 b 3 4 -1.47 -0.36 7.33 1.75 -1.30 -0.11 -8.69 8.69 24.08 29.45 41.88 39.99 0.210 0.215 s� „ 3 'a -5 ° -1.47 -0.36 -0.00' 1.75 -1.30 -0.11 0.00 -0.00 24.08 29.45 41.88 41.88 0.004 0.004 „ -N , '." tS ..,t.: '<.. ,., .., �•'... (, <a :.'+.... ,".F s'i ... ..,.tet. ,. ....Re,.c. _.,. ,.-� . ,. .. z �?� „ ., b r. ..h Y.. n:. z. ¢� n _. .r, <. w. _.- � ! .. .. F- . t x I7J n u n 7^., Y 3. w u.r'a'• 41 1J lu 1/ 2`i r L t y.1• Z. a 7] )1 )S 1 r , f SD♦gS y G +}.�•? 3 1 S �..4 3 i XY 't BUILDING -- DUGGINS CONST N.U.-- 714847W01 }i �...Y. SI 9J '•:`Y.:1 '}1'S•Sif%;.1•ie� i �'k . •%'.�. eas 1,w L•M $�' .(;.;,.'^y `' 17 '"? :• LOAD -5 "--' OL+1/2LL+WL-L-R- ALLOWABLE STRESS FACTOR - 1.33 Y 17 , si ksy:s }. LOADSt .WINO COEFFICIENTS ks x,qH+;UNIFORM y Y'a.r.,e. ji . ��.. F I •y t 31 :+• .. y.C''t. ,.�i: :�4t.� Y Y'L B� iL�t4 � #T! t� t'� .. aX . n°`�<n iFL R4 M'...• 5 •i C }�z � f t1°:}.C,I �i9'.c, 1, nom• .''t,*.y�' ., ..'}..... r �s -PSF- -PSF- -PSF- }• r r 600-2T:00" c 6 50 -..0:80 -0.70- 4 y r ' >.: i $a q - "kt,,;- > i f i +' •i + y.^`i, - t'.4 ?7rkk' )t t v. 't"`,' � ��'��t:� F, J p.' •Y"`. .. J� l ,', % 4 x `x'• %a -Y j•:.. to COOR'QIN7I'TES--o SUPPORT --REACTIONS---- #— -NODALDISFrA'CE-MENT ,C i'. NODE X Y # HORIZONTAL VERTICAL MOMENT # HORIZ. VERT. ANGULAR I� --- - -- =IN. Y -KIPS -KIPS- -K-FT- IN.- -RAO. so .p `•+ L 3...',t F y _ ,�' IQ I5-69-000 =0:00- =0:35 —0:00'` O�OD—O:-OUD =0:0 \1 2 5.69 `131.93 0.006 0.001 -0.000 ' 3 108.00 140.46 -0.009 0.144 0.000 u n 4 .240. 00 151.46 7.05— =0:75- _-"-0:00- - - -"0.000—a7.000"=0.002' h I 'hf" .� f S'�: vy �S��K`•� �I+ u 71 :xj�S f . .g;, .:�i a ✓• '•'t .C': �> Y f`x:� i �`< f '.y �. ,,� ..'� t. .f 3 ,. .*>... :.� ...t Yi i,,.......;A K'x `:!,.f <•y'�k t.. . '� ! si. y, i^"3' K. E. � n '. j -'ME •iBER---END-ACTIONS" -`--- �, # NODE I # NODE J 14 16 —MEMBER .- NODEI—NODE-Js-o . �. AXIAL --'-_-----"SHEAR'--- -MOMENT* ----AXIAL-­-­­­`SHE AR ----MOMENT-- --- ------ -- ri�le 71 -K-FT- .- KIPS - '".^" ,;".— — KIPS K FT n 2 —0.35 0.00 0.00 0.35 —0.00 0.02 , I? ,. 2 7 'i 2-c;A _n_ ILA _n nn _1_1.i n ,c -0:15 -- 2.59 _'___2_ 11 =0 5T =0:00- - - -- S ,Z a � ✓.- — V:�� '''-'`Js3..�'� x' iti�3` k<,� � >a3. a^. x 2 �+ ' t#.' ;s. :.:} ? c . �.., _ 7? j s:*� a.:t .',,•. 17 t , 43 x s? v.F J iy +Ctu ,�y }' 4 x a `r S,'x i.l,. '•.t r } If � � a ice+ . :•• s _. Y, ` •' " . J. ^f .+. t +��" i. a � } 'rt t... +,} .. ,•„ �° 'r.;k 9'f e -' to a SD♦gS y G +}.�•? 3 1 S �..4 3 i XY 't ~ ( ; }i �...Y. SI 9J '•:`Y.:1 '}1'S•Sif%;.1•ie� i �'k . •%'.�. eas 1,w L•M $�' .(;.;,.'^y 17 w• __.._—_—.—__ Sf i Gt•��'4;Y ;tt i'^�K�,'C.S � }; ( 4.: �'� s t- w.Y if+ !'i. :J•'i; '4 4 4�:. x i i 4 }`=li2:�4 .�.J:x '(. F�...a�i'�.. ✓i J•YT• T. y>,y'F � C if te .:r ;.r �'I,a t �3�. 4.4 + _ .Y• ?:i 5f t' f �. Y. �s;-.,." .y. 'i:./. _— <. :C.. •'}, x,. ;,rr .}3 s� ksi. ;.r�i'r:,, 4 •zg 1 N. 'Y:e. sl f.=: io'�`^3 i�'7.4y�#;tx int e�• � L. t1°:}.C,I �i9'.c, 1, nom• .''t,*.y�' ., ..'}..... r ]1 17 � i 171 - ,C t • BUILDING -- DUGGINS CONST --N.U.-- 714847W01 1 ^LOAD i . 5 - OL+1/2LL*WL-L-R- 0>' COMBINED STRESS ,� rate+ .":f� ru •:� a? ax y'#� ACTUAL t. ` •: STRESSESSSES # ALLOWABLE. STRE OUTER :INNER x _ ... , ._ . # :r. ----- ---- / NEAR-.-AXIAL . .. ._..-----#---__. ...------ __. -FLANGE-;.FLANGE �y MEM SECT FORCE FORCE MOMENT CB' # FV FA FBO FBI # FV FA FBO ,FBI # RATIO -RATIO lr1 --KIPS .=KIPS- =K-FT =KSI- --KSI=-.--'--KSI- - -KSI- --KSI-­­­­KSI--KSI -KS1=­-7­- -- 1 1 0.00 r' ;0.35 -0.00 .~1.75 0.00 0.11' 0.00.. -0.00 26.12 39.99 39.99 `33.13 - 0.003 ' 0.003 1 0.00 '-.-0.35"i-_"'0.02 `-1.75-'--`0.00---'-' 0.11--_ _ -0.03 '-"-_.. O.U3`--"26.12 "-"39'.99'-33'.'13-'39:99 0.002-0003 - 2 2 -0.43 -2.56 -0.12 1.70 -0.38 -0.78 0.14 -0.14 24.08 29.45 41.88 35.52 0.027 0.030. , "---1.96-1'.70=0.38 -0.78 u- �,�.. 2 *. 3 -0.15 -2.43 -2.01..1.70: -0.13 -0.75. - 2.33 -2.33 2.3d -2.38 24.08 - 29.45 41:86 35.52­ 24.08 29.45 39.99 35.52 � 0.037---"'-0.085 - -- O.C41 0.086 1 -0.15 -2.43 -2.59 '1.70. 0.13 -0.75 3.07 -3.07 24.08 _29.45 39.99 35.52 0.058 :0.10! 3-0.15 -2.43 -2.59' 1.70 -0.13 -0.75 3.07 -3.07 24.08 29.45 39.99 35.52 0.059 0.105' 11� 3 -2 -0.15 -2.43 -2.74 1.70 -0.13 -0.75 3.26 -3.26 24.08 29.45: 39.99 35.52 0.063 0.110 v --0.14" ' =2.30" "=2.79--1-.56"-" 0.12"-_---'-0:71 -"-`--' 3.31 " -'-3.31 ------24.08 �0 3 -3 } :0.14 -2.30 ; -2.09 1.56 °" ' 0.12 -0.71' :, 2.48 -2.48. -" 29.45_739.99 ,'35.28 24.08 29.45 :, 39.99_• 35.28 0:065'- 0:111 -j 0..044. 0.088 u� 3 ;t 0 40 -2.19 5% -2.13: 1.56 0.35 x -0.67 _ ` 2.52 -2.52 24.08 '.29.45: 41.88. . :":35.28 �A' :. 0.044 :': 0.088 l% „ �'-4- 0.40--=2.19' _0.53-1:560:35------0.67 „41 -0.63'_---�-0.63'----`24.08-�"29:45--4 T: 88_35W28---0'.'0Z3-0:033 3 ?; 4.';`,.0.57 -2.11 -0.56 '1.75 0.50 -0.65 0.66 -0.66 24.08 29.45 41.88 41.88 0.022 0.036 1 „ 3 -5 0.57 -2.11 0.00' 1.75 0.50 -0.65 -0.00 0.00 24.08 29.45 41.88 41.88 0.022 0.022 u ` Y - toiY �': �71 `:^i � -5 . 3 s ✓ a S i ci��..r. 3 .r :.a 11 '1:... tet. ,( i 1= f gx. ,.M� .9.., 'J.S..s,l a Li,t. � keR :�c.`K °fr � a Y " 4 f•f:� Y 4?.�. ?, w 24 n 4 ' tl f k, O l 30 Y ]f t LL!rc SI - t >;q, -4 T:u 'd',.:' > .� '�`.'.- y iY % '^ 'gyp �,,.•. .� .. 4 c.e ''4 �pefiVi J-ti �"SRI fi. T�,� -u.'F� ft, 1. .c ' J ^ct -sR,�� `i� F4a j ,st^• �"'{ 4�`iC >�'S 'r ' v `i'aSY, '1S '$ . ' I s r.-t S� ( 'r '� �5�, `!q _ tl ` ts��,;f..�t.�.�<4-�'� •J`,,a,,2'� f ,,,:; * .xy.,�jv ,z.w :$?.>bi a'„«. �',§,;.. - f ..+ :L' .6 r:. .i' 5 � t a — :Y` �;,;•; BUILDING -- DUGGINS CONST --N.U.-- 714847WO1 f flxY � _- 't4 'f '-- LOAD 6 OLl:1/2LL+WL-R-L- ''`' - All01JABLE STRESS FACTOR 1.33 UNIFORM LOADS WIND COEFFICIENTS t �, '-IVE--NINO 6EA0 - `f -PSF- • • -PSF- -PSF- ¢ ?� 70.____.____ z R 5:00 — X1.00 sa 6.50 .5077—O'. _. i1 i 'SY"" 1 �R• y{'X, 1 :t ° 7 ♦ .'>� 1`v ... .� ..:•... :: 4: >9 ... ;... ..r..... _. F,.�'. io ORDINATES" SUP'PORT­­REACTIONS­—­ NUILIAL—DI'$PL-AGEMENT u NODE X Y ¢ HORIZONTAL VERTICAL MOMENT HORIZ. VERT. ANGULAR 1 If IN.- IN. -KIPS -KIPS- -K-FT- .t ,t �.I t -.,' � �. "�, -.'.. : s. ,.�. �. :. : -RAO. '1 e. �-, •. ..:,:.; ; :`�. 10 �<'€ -';.a S i.:. f...., - ;�- - .,, x .; Is0:00 =0:00" =-0:72- " -'-0':00---- .,. � - .... ....... --0:0-00-0.-600-0-0 ....ro . L 2 " 5.69• 131.93 ' -0.005 0.001 0.000 ' u - 3 -108.00 140.46 -0.015 0.144 0.000 u -4---77777-Z-240.00'—,,151.46",- " - 11 _.7-0.00,0.R' t.:t.Y e r.f�t 3sy�< 'e�• i:10r1 1.;. �.... 0.000-;;.0.,002 - ,�WX$ �?' .. - 'e .�fs.:�i�.�tY �.'>.2. t:s .s, i''f;.,..:X. -S N. :�" �6 fr Sr L�.'9 �. •�� � Aa- . � �x.�'�!<,;.> �—� :' �. i -:Sx:l<i i�. ,i ,'� bLfv'.'-'. ...tRr,.X ;' ;z xur',�•t,i5. r�.�: � ,�txs` ,- cJ;�,S. ,„�.c.' . 5i -.Y . . +ar,�.':.. '€r. 7�� 3. .i �` .;�:' '_� ,.. a' l.'. :3.. c.r :... l 11 __� � MEMBER`END-ACTIONS ��..c. 11 ¢ NODE I NODE J 'f1 n EMBER—NODE-I 'NODE`.)-, ¢ f AXIAL SHEAR' ""NOMENTs AXI'Al- "'- `SHEAR p MOMEN — -- --� KIPS S` -KIPS- -K-FT- -KIPS-:=.r -KIPS , K-FTh cr£.y ` u 41 1 1 2 -0.72 0.00 -0.00 0.72 -0.00 0.02 " 2 2 3 -1.79 -0.43 -0.00 1.92 0.15 -2.59 —.3_ 3 —4 -1.92 0.1 — - ?".59 —..-_2.2 5' 4-- = - . — 0 57 ' 0 00 f,gT F Z`xa'`sq ii`,^°', g$ �,. �i� h-�: 'F n� �. z... .� -Y S i. -..s; .� �. •'� :.,�... .F. :, _,. ..: .3 ,i-•�;,�.,., <. .., .�� go. ...4, « .3 1] _.,r: .',,.f �..l., ;'�, '.i. k.: +s � •a'f.-�. r ,.. :k; �.. ,., ,#.>,: �. y r,��.-..o- ax r-.: ,. i#, �z,k a:' y y JY < '�?j y�P .�>Y.x. �`�kT. ' tt 5 � t a — :Y` i7 .z;• ZfiK .'✓ � >7 t �� t3� �S ` 1 ....•S"£" 4�,> `rx' 1 ^aY7 .>. K k �. °Yftj 1 ..� "&t9 .h•'SN < u '339y�"}, is �` .$ s,x.v4.�i ., 9 •^' '� �.» }g ..,s� ,� ^�h= v'i`-x s a 3.�s+" f .:.. ... ..... .... .. :.x .'Y -4'. ...,s>•ss>.z: ..rte.. ..- .`I" •¢::• 1. 'std .�. � .. "k: S:. RYf: i< �{. i ^t! ` >4' '§' # }'•,i 'b d t ✓;; q Y t 1: L"! �. _ `. t 72.- .n.i, l.Y M,r ?'K. ... �, k. h. f `v`br '.2 .(? x.� X,,. 3. .: ,a+ ,.' y.' •:.�'* t..f.: Y N Y'"a•.,.• 4, Y �: :er F �, s .;.d, ro. ., .,1«, „,�n"+� a �;�.: �. ,, }.. �. Yx.< � i,,y.,,, '� r' {'� . v.:,; x ,•oF..r.a t>?F..i. t 1£ `Y,,> .>.:-..s>, :..,. ..�-. .�s..... .:>�k;; ...c:Y r�>'sh � :F;.rM ;�oa.>„y.� .X ) y,:'2 •fl;�'>i(+ ; N � ! { `S 4 t M+ � •� u 3 BUILDING -- DUGGINS CONST --W.U.-- 714847WO1 w 36 .6 'js. ! � LOAD ' 6 • - OL*1/2LL+NL-R-L- g , ¢... . 1,1 _.. � kC .:'C •j+. J S rY '«EA '' i t 'i d J S,tS Y'Y 1 �'l: sa+:% M ��.1; , i".'.1^ +..','H'. 1}/r�:' fir•% �" S '9 � 71 �'''.X' :r3ix E. +7:'s �;k• t" ��' 2 < :o .. ACTUAL ....-� STRESSES ;:� < <; �a.. COMBINED- STRESS- IO r ... >.�,.�1- 4 ALWABLE'STRESSES r OUTER 110 INNER / NEAR' AXIAL _ __._....- _------..__>k---=----,._..-------•-•--'---'•--'-- 'FLANGE-fLANGE y MEM SECT FORCE;; FORCE MOMENT CB o FV FA FBO FBI a FV FA F80 FBI RATIO RATIO ?,9 -KIPS b"---KIPS-----K-FT---KSI- -KSI - -KSI- -- -KSI---- 0 .00 0.72 0.00 .; 1.75 :0.00 0.22 -0.00 0.00 25.12 39.99' 33 13 5 39.99 0.006:.. 0.006 1 1=-2' --0.00-0.72 s r. 0.02`1'•.75-='0.00 "---0.22- ""-0.03 "'--" 0.03'- -'26.12 -•-' 39.99=-33.13 39.99=- 0.005-0.006 11 n 2'' 2- -0.43 1.79 -0.12 1.70 -0.38 0.55 0.14 -0.14 24.08 39.99. 41.88 35.52 -- 0.017 0.010. , -7-0.43 - -1.79 -1.96-1.70-:: -0.3 8 u 2 1, 2 �' 3 ki :.-0.15 1.92 -2.01 <_ 1.70 `Z';-0.13 - 0.55 - 0.59 2.33 ' 2.38 -2.33 ...... -2.38 ` 24.08': -•- 39.99 ;-- 41. 88' "-- ::-35.52 __.0.069 24.08...39.99 4.: 'c 39.99 35.52 "0.074 - 0.066 _--�- !- .:: 0.067 ,tC2 ',-4:'-0.15 z' 1.92 -2.59,' ; 1.70 z -0.13 0.59 3.07 -3.07 24.08 39.99 F 39 99 35.52 0.092 '. ; 0.087 .. .. ..'!gi. :. .. i . . :B 3 1' -0.15 `. 1.92 -2.59. 1.70 -0.13 0.59 3.07 -3.07 24.08 .39.99 39.99 35.52 0.092 0.087 3 -2 -0.15 1.92 -2.74 -1.70 -0.13 0.59 3.26 -3.26 24.08 39.99 39.99 35.52 0.096 0.092 2 n 3 2 -0.14 -2.05' =2.79-'1:56-.--0.12-" 3 3 r -2.09 ,. 1.56 .-' :'` 0.12 - �1 - v. t 0.14 2.05 x, �-"- 0:63 --�_ 0.63 .: 3.31 --__._._-3.31" 2.48 -2.48 '-24.08 ' 39.99�� 39.99-'---35.28 24.08 ;39.99 39.99 35.28 `:0.078 --- .: 0.070 17 3�-3 z. a a=" # tx 0 40 ta,,5;2 16 -2.13:1.56 O.b6 ;x.;:2.52 -2.52', ,`"'24.08 41.88 35.28 x,39.99;,'' 0.077«?' 0.072 l� 3 11 4-� • 0.40 2.16' y"0.35 s_ =0.53-1.56 �� � 0:35-� � "-0:66----0.63 ���'--��-0.63"�"--`'-24.08-"---39:99-'41".88 3528, "0:032-0:018 e 3 4 0.57 2.24 -0.56 1.75 0.50 0.69 0.66 -0.66 24.08 39.99 41.88 41.88 0.033 0.016 1, 3 (-5 0.57 2.24 0.00` 1.75 0.50 0.69 -0.00 0.00 24.08 39.99 41.88 41.88 0.017' 0.017 K .. y _ T t ----- ----- I/ 1 i7 .z;• ZfiK .'✓ � >7 t �� t3� �S ` 1 ....•S"£" 4�,> `rx' 1 ^aY7 .>. K k �. °Yftj 1 ..� "&t9 .h•'SN < u '339y�"}, is �` .$ s,x.v4.�i ., 9 •^' '� �.» }g ..,s� ,� ^�h= v'i`-x s a 3.�s+" f .:.. ... ..... .... .. :.x .'Y -4'. ...,s>•ss>.z: ..rte.. ..- .`I" •¢::• 1. 'std .�. � .. "k: S:. RYf: i< �{. i ^t! ` >4' '§' # }'•,i 'b d t ✓;; q Y t 1: L"! �. _ `. t 72.- .n.i, l.Y M,r ?'K. ... �, k. h. f `v`br '.2 .(? x.� X,,. 3. .: ,a+ ,.' y.' •:.�'* t..f.: Y N Y'"a•.,.• 4, Y �: :er F �, s .;.d, ro. ., .,1«, „,�n"+� a �;�.: �. ,, }.. �. Yx.< � i,,y.,,, '� r' {'� . v.:,; x ,•oF..r.a t>?F..i. t 1£ `Y,,> .>.:-..s>, :..,. ..�-. .�s..... .:>�k;; ...c:Y r�>'sh � :F;.rM ;�oa.>„y.� .X ) y,:'2 •fl;�'>i(+ ; N � ! { `S 4 t M+ � •� u 3 36 .6 'js. ! � 1 x .± � t Lt.. � ,4. �•-.A189 �"e � f,•. 1= - , y 'f ¢''j`r r..�„p+ � g , ¢... . 1,1 _.. � kC .:'C •j+. J S rY '«EA '' i t 'i d J S,tS Y'Y 1 �'l: sa+:% M ��.1; , i".'.1^ +..','H'. 1}/r�:' fir•% �" S '9 � 71 �'''.X' :r3ix E. � -; LirY y T"C'.'J�:4 SFv ..>T i a Kiit <? , v( t >t i i"' r + c . a.: 4 a, n •t,. x'"5T a Y r �'C a vet a at�SJ " � °�' vm..- � .1` ��: Y x f; z '^• •' 11 " 47 `h._.bvR sr 4.1 Y BUILDING -- DUGGINS CONST --W.U.-- 714847W01 1 N7 q' �C ) ! a '• lOAD 7-' Dl-1/2WULl-I-R- ALLOWABLE STRESS FACTOR - 1.33 F -LOADS tk UNIFORM r q �a a «� WIND COEFFICIENTS `• ,u, - �r�` s.� �;��, z'•z i, ;. r,s ,; ..'� ..;,y ^i 'VZ'f` >: n . "' - .. - + T. >- 3 � ��xx � .:'•j"'.1 �.�' +Sd E. - { ,.,,. IVE-WIND `s -PSF- -PSF- -PSF- # 1� + x._12:00-10.50 6.50 :: - 0 O__ - Oi;TO-- -- ' - - - - -- --- - --- -- - - -- - -- - --. - - `l"k`.z, S •C� b 1.711, S 1 z Y t t i :. W:t-. a j 1 > jL '1"1.:. }y '�Y na �tFSy it ;. a { u OORDTNATES -SUPP-ORT_-REACTIONS--__ 00L 7CDIS-M. CEHEFT 11 ;, ., .. # a 7 u NODE X Y a HORIZONTAL VERTICAL MOMENT a HORIZ. VERT. ANGULAR 1� -KIPS -KIPS- -K-FT- ':y -IN. -IN.- -RAD. 9,. f i,.I`i''�• i, x t.,T'� � ;ra � s n::�... �a�s,.-.'. � p i ;.�- � a ti .t < � ,« s•G � 10 w , { 1 5..69 0000 =0.00 2.94 0.00 Ci�'"` t.. \s.'s •ISA:' 0.000 0.000 =0.000 �+ 2 5.69 131.93 0.003 -0.004 -0.000 It u ` 3 108.00 ''140.46 0.060 -0.700 -__0.002 n 4 " 240.00 151.46.02 2.64 0.00 - 0.000 0.000 0.010 r .. t L( '1' .. { i b ;'. (£1,. II� 71 r`�'"Cji ',} ,a. s:i•�'y'F'i. �'R?kf M F ....:< N fit. .. .. �.>.s`i.. � �.� t.,. ...., <><rk' 3. ^c ,..,f„:.>. :> '� � k.•T �'. .��.3 ,., a s ....-, "4 t', E . ...l.rsv.....r. r• r., s rN j. T ::.:> •a p ^<i 3 ge � ",'^'C � !%. s X n ... .k.•-n�.+y: .3<.., . a.. ..-x<. v'.y MEMBER--END-ACTIONS,-. yi rt ,q t ------- - @3 NODE I t NODE J ls� a _ 1� „-MEMBER-..-NODE I . -NODE J -* >: AXIAL SHEAR "MOMENTA AXIAL '. SHEAR 3aq. •' •KIPS- 77 4"�,?:<.Er ..t' >.::�:.s.= � ., 1� R -KIPS ' -K-FT- -KIPS ,y, =KIPS r -ti.. -K -FT �. r 2 2.94 r 0.00 0.00 -2.94 -0.00 0.03 19. O to 2 2 3 1.47 2.12 0.00 -1.28 -0.76 12.65 7e ;. 1� 3 - 4 1.28 . 0.76 _=12o65__ --77l.:0.60-_2.71 0.00- -`--- - "---;7 i I17 ...t,x.,.. ....->.._ .,. F,�',% •. Y...<.n - -. x:8'Ya .E�..r. -. .. ., .,�.a,. g v4s�, xn.rx. >X :' ,c; SS-i..,;:.rw. ;. ,<.. ... ... .. f:-:.• .t. ^a ;�,;T 'L. .<�.4. A, a"„x nl/ �,3'^y ^';�A sS- r yaEf,: % 't�'. '3 t irA+; I _3 z- m },. <e .x: Y•o Xr`y.. �(`,�'N�`�. �3.. fi�j�4.34 S 4pi.:. x:., pvJ• : a 1 i1t� - *<.gy`0.aM f _ , 31 v( t >t i i"' r + c . a.: 4 a, n •t,. x'"5T a Y r �'C a vet a at�SJ " � °�' vm..- � .1` ��: Y x f; z '^• •' 11 " 47 `h._.bvR sr 4.1 Y 45[ 1 N7 q' �C ) ! a F 7t tk 'fr•� zs;lyr,� �.Y�• `P' 7 S 7k3 S X ^i 7 <„ �,'� ` fes;-t�✓T�`kX h, `__^S "w 7+ 1 w �rrr+�� .. • BUILDING -- DUGGINS CONST --W.U.-- 714847W01 'S��yn�_.,�i ,_, i•�ti`r1 yr *C! ce'!�i tis5 f �- ! _ v :Pr° LOAO 7. . -- + DL+1%2WL+LL-L-R- . COMBINED STRESS 1, �,ty�`� t •i•ir -.yr5 7 ¢ -`''� 1 J@�,�}; ; h r "t r9.J f,'..#j"i• .k .. ... __ •Q t µ ';. �6 i t,, r ACTUAL STRESSES ¢ ALLOWABLE STRESSES :# OUTER :INNER t. , HEAR-AX'fAi . . _ ...... _. -- _--....--•- _--.. #__.._.__...-..-._ __..----_...__._..- -a---FLANGE-FL'ANG .y MEN, SECT FORCE FORCE MOMENT CB # FV FA FBO FBI # FV FA FBO FBI # RATIO RATIO -KSI- --KSI -- }t k r ; 0:00.i -;t" •,-2.94. ; " -0.00 1.75 =':0.00 Y-0.92 :- 0.00 -0.00 26.12 17.36.- 39.99 33.13 0.053;,.0.053 , ,o 000'-=2.94 0.03-'--1.75--•-'0:00'---0:92--"' 0.04'-'--'-"0.04--.._26:12 -"---17:36'-'-"33.13-39.99-'--0.054-`-0:053 ,,•% 2 2 2.12 -1.47 0.59 1.69 1.87 -0.45 -0.71 0.71 24.08 29.45 41.88 39.99 0.030 0.015. 2 =3~`2.12 1-.4777-7-9.69-_1.69 7_-1.87 - 0:45 -- -11.49 ......... 11.49 _-.....24.08 --29.45- -.41.88 '-'--'.39.99 ------- 0.286 ___0.276 ---- I ,. 2 3 �,' 0.76 y-1.28 9.62 1.15 0.67 -0.39 ' -11.42 11.42. 24.08 29.45' 39.99 39.99 0.295 0.276 �d 2 -4 0 76 -1.28 12.65";'1.15 0.67 0.39-15.00 `-15.00-24.08_29.45; 39.99 ^39.99 0.385 :':0.369_!, 1, 3 1 0.76 -1.28 12.65' 1.15 0.67 -0.39 -15.00 15.00 24.08 29.45 39.99 39.99 0.385 0.365 ,f 3 -2'. 0.76 -1.23 13.43 1.15 0.67 -0.39 -15.93 15.93 24.08 29.45 39.99 39.99 0.404 0.339 2 - ='0.62' =1.09 13.37 -1 12 0.55 - `-0:33 --'--15. 85 --" 15.85 24.08 729.45 ' 39.99 -39.99 - 0.4057-- 0:388 -- -1 3 '�.,-3 -0.62 -1.09 10.23,,, 1.12 a -s-0.55 -0.33 z -12.14 12.14 .. 24.08 29.45 39.99 '.'39.99;; 0.312 ` 0.295 x?:3t' fit. 3 �, -1.87 y= -0.92,x'„10.18.:.1.49 ;=1.65 -0.28 -12.07 r :12.07 24.0b 29.45:a�:°: 41.88 t;4 39.99 0.295 .,, 0.295_ i, <:' -4 '• -1.87--0:92 � 2.68--Y:49-=1:65 �=0:28 -3.18"-`� " 3.18--'Z4.03-29.-,45'-4:1;'83-39:99 0.083-0:0"12 1! 3 ,i 4 -2.71 -0.60 2.64 1.75 -2.39 -0.25 -3.13 3.13 24.08 29.45 41.88 41.88 0.081 0.069 !!�9 71 3 .'i-5 -2.71 -0.80 -0.00 1.75 -2.39 -0.25 0.00 -0.00 .24.08 29.45 41.88 41.88 0.008 0.008 t t xa _ � ; � � � � a e ' x� •! {x p � .Y.�4. '� nS`\.---' ---'-'-'-- ...) 3 �� t"� +e;" -_ <�:. -----' - ` • II !o to ,! N is S s c x z �y c. - A Sy+ , • r", - s Y': r"'•`w .� ,, i i,i x }`' H;a�` #� g i:ts !^fir' 41 h 41 •I }•M •S' a` kf ' {,� r: ii4 •T k>Y{ � "� "yr,� L •r t% Y z q r � 1. - ,. ^ �' r� ' ..' ;.�...... ,. ..x-,<...xnvr�_;�,c_'�`Y,:^�:r��`''�•���'?�„rfi ._?. ,:x.5 .•^�,.;,c�3.. .' 00-� `f.' _ ' }st•:s;+�.. `�. . BUILDING OUGGINS CONST --W*U.-- 714847WO1 LOAD 8 DL*1/2WL*LL-R-L- ALLOWABLE STRESS FACTOR 1.33 NWIND COEFFICIENTS fA, • ILA IND-- Al -PSF- -PSF- -PSF- _771 -O-w5O— -W50. 6 -U.50- ytir z 4, o UKLP I r4sk 1 C, -h SUPPORT REACTIONS NODAL uTSPUACE-MENT it x. ik.. . I IN NODE X y s HORIZONTAL VERTICAL MOMENT a HORIZ. VERT. ANGULAR'' . . ........ .... It - I IN 'Xk -KIPS- -FT- KIPS- -K -IN*- -IN.- -RAD*- Y- L 0.000 0 uuff-0-. Do 0 17. 2 5:69 .:131.93 -0.002 -0.004 0.000 3 108.00 140.46 O*U57 -0.700 -0.002 i: 4-777-i 2qO*'-00 ��l 51.46--_:_ --I-- 14 8 2 0.00 .-a-- 0 000- 0.000- .010 _7 21 10 v t:7 -MEMBER END`' ACTIONS--- NODE I a NODE i 7T.7— --7.--.---- MEMBER. �,NODE-1 -NODE 7J -- a# _�, AXIAC_-`'_-;SHEAR '-.--­­ MOMENT AXIAL*` -MOMENT7— 34 -KIPS-. -K-FT- =KIPS -K., P IPS -g��.:�K-FT--; si Is 1 2 2.76 0.00 -0.00, -2.76 -0.00 0.03* to 2 2 3 .-0.70 2.12 0.00 0.89 -0.76 12.65 __3 --3---4—, -0.89--=--0.76 2.65 '1,37 0.00 - 00- -- - u S f i,�'a'.': -1 .a.� �.. at'.. :�':. %7 ,,..x ,<"t'x,, ..: ..<•.;x .� <`x >�� �i'z'r k' �F It It v; f71 % 21 21 _7 21 10 34 si Is It 4' g " �F l qq_?� al�,,T N,,� �a� v Q ..*: 4 - t y�<x. )�t it 3t 4145 ' MI Y •ag � 't:i r r.. -s �•� 7 s � .'�' ys YM 4. 4 ; �.t t "1 � `,. 'f•�lY - , 30 � a��� a �` f5 p moi` 4' t y, b r ) a ' � ; 1 � j. ,�vT. 's fl �,�%fir �t1 N d ,C r:'fn v� 'x +C ..<'.; �'. a ��C. �? �ti �•d� �'�� 3�r �'°dk.S ::f,✓ - �' .. 1 a`, t. • £,_ `fak•' ,y<'` BUILDING -- DUGGINS CONST --W.U.-- 714847W01 '�... �'. ,,. c 3."� "" ^T1 �'Y;C z. .� x. A.: 7" �. A" ::.�u f }k. .......zf".."<...+:, :y �. r�y y 'E t�sp a/.,.fEi:�YS�v(' yy,, t py" i >i �'• fi:(^ 2 k +K>' q1, s � f/ yW.•w.: Y'4. t? -d'.. T,,� \.. �`1FeL1�"R N,F ::: �' ,1 F��E J aLYSY !K �C�3�k.9'i �40� -Z 2 .FR :.: 1.- • i, .X.'Y-. .: 5.. ., � � „ yyy� t i.. e,':: .. • �SP<r. .x 4 � 'f" J ♦ J Sj_ PIN y' LOAD'18 -- DL+1/2WL+LL-R-L-•.Y IJ b`•,z r t .' � s' �w i-3 �" s� m,�tc� ' as �,=`:t � e•n �^fi � , 7F„�:" f .:.e. �� g. ACTUAC'STRESSES S e ]i'. -t tYl7N•lS .r• i.¢kln.r«I.i COMBINED 'STRESS'..:; J # 'ALLOWABLE.STRESSES g '.- # OUTER .`.INNER J ice- ..;1 r. p. HEAR -AXIAL. $' ,E.... .,;: •,•'.i' #-.FLANGE .'FLANGE .f MEM SECT FORCE FORCE • - MOMENT CB # FV FA F80 FBI # FV FA FBO FBI # RATIO RATIO f1 -KIPS -KIPS K -FT ---KSI- -KSI--_--- -KSI - -KSI-. -KSI 00 2 76 0.00 . ,1.75 .,.0.00 0.87 -0.00 '' w :. L 0.00 ° 26.12'.:1..,.,.. 36; :33.13 "39.99. �� ;0.050 ��, 0.050 ? , u' 1 2 _ •, 0.00-=2.76-�! 0.03�1:TS�-`'0.00 --0.87 -0.04 -- 0.04-- 26.12 17.36-33:13-'39:99 0:051--0.050 J� ,J 2 2 2.12 0e70 0.59 1.69 1.87 0.21 -0.71 0.71 24.08 39.99 41.88 39.99 0.017 0.023. , -3' -2.12 '0.70- --9.69-1.69 .-.-1.87 0.21----11.49"_'_.. 2, 3 0.76° 0.89 9.62.'r°1.15 0.67 0.27 -11.42 11.49 --_.- 24.08 11.42 -39:99"' -_41.88 '-39.99' :• -.. -0.274--.-0.293 11 Xi �t •' .�2 rpt -4 0.76'7''. 0.89 12.65._x: 1.15 0.67 0 2T_- -15.00-_. 24.08 15.00 39.99' ;: 39.99 39.99 ' `, 39.99 _--i - 0.285 .. 0.292 0.375 s 1 q .`-39.99':39.99 +; 0.382 0 - -- _-24.08_ -' if 3`' 1 0.76 0.89 12.65 1.15 0.67 0.27 -15.00 15.00 24.08 39.99 39.99 39.99 0..375 0.382 "9 3' -2 0.76 - 0.89 13.43. 1.15 0.67 0.27 -15.93 15.93 24.08 39.99 39.99 39.99 0.398 0.405 J 3 2-- -0.62 -1.08- -13.37-1.127777=0.55 t "'0.33 ---15.85 3 -3 '.--,,-.-0.62 1.08 to 23 -1.12 -0.55 0.33 -12.14 1c . - '-_.._24.08 12.14 ., ; 24.08 -7-39.99-1-7-39.99 -39.99' x'39.99. 39.99 i; 39.99 -0.396--"0.405 --� 0.304 0.312 'J 3 JJ[ sa{,.3-i. } '-1.87 ..f;:1.26::v ;10.18s#.n 1.49``"-1.65 F> 0.38 y,'-12.07 12. 07 ... 24.08 39.99': ;s 41.88r;i 39.99 0.288 ', 0.311u f:. 3-T=4 in y :... 3.,A> =4 -1.87'-1.26- 2.68-149--1.65 0.38 • =3.18 "- 3.18"---24.08-39:99-41":88--39:99--0:076-0.089 3.3 4 .-2.71 1.37 2.64 1.75 -2.39 0.42 -3.13 3.13 24.08 39.99 41.88 41.88 0.075 0.085 3 -5 -2.71 1.37 -0.00 1.75. -2.39 0.42 0.00 -0.00 24.08 39.99 41.88 41.88 0.011 0.011 7-1 1:l. r;. 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BUILDING -- OUGGINS CONST --H.U.-- 714847H01 — �'' MEMBER SIZES'AND MAXIMUM STRESS RATIOS —W .-----,ioF— MAXIMUM—STRESS—RATr05— 1r iF. :,,OUTER'; FLANGE ' INNER' FLANGE a . WEB a WEB— EB-FLANGE• FLANGE.# OUTER., INNER WEB" ` r BER—W?DTH THICKNESS-*—WTDTH—THICKNESS—a—THICKNESS--*-- HELD - a -FLANGE—FLANGE—SHEA `s a a # r^ ! 5.000r 0.2187 5.000 0.2187. 0.1345 0.1250 0. 115 0 114 0 017 s Y BOLTED SPLICE s� 5:000 0:Z78T-'-5.000 0:-2187V O.T345---- - 0:1250 -0-:833-0:831--'0-. - — - \f 3 5.000 0.2187 5.000 0.2187 0.1345 0.1250 0.885 0.883 0.221 11 u 1 —_ u u v u r I1 77 71 1•s Il lig ill w 111 C 'o i it 11 .. i f 8 t• , v $1 S1 . . I. 71 7 % � 31 - a ./1 n ' 451 y, b ' a 4 ; 41 L19'�f lh r n ' 1 :1 11 '1- n • 1.• N BUILDING,-- UGGINS,CONST--W-U.--,'.,. 714847N01 r , ;t a BOLTED SPLICE SUMMARY *WORKING PL-ICE—PL--ATE—*N0: OF—BOLT—ROWS*BOLT *0GAGE--*ULTIMATE RESISTING FORCES *'MOMENT �£ NODES WIDTH .THICK *TOTAL TOP BOT.*DIA- *LINES*TENSILE 'COMPRES. MOMENT * ARM YBART' YBARC *ING MOM. 5-.rO-0.3757 0 y"+...:750 2 , x 46.T 44.5 29.1 7.67. 0.69 "`, 0.11 17.J.- 0.750 2 t 46.7 45.6 29.5 7.67. 0.69 0.11 17.4 1'":: 11 II' 12 a zf 14 IS� _ ` t- I£ F. moi• •n :. 3:,- "` ". � .t• �1� ._.,. .c ,.;: .. ..-.. a .� .au ,£. _...�--...—. 19 a 30 7: 71 7 % � 31 - a ./1 n ' 451 y, b ' a 4 ; 41 L19'�f lh r n ' 1 :1 11 '1- n x t W. p ,at .-.> x �z +i.. v.yT tz ,,;;'i•`g :i'� � :�`;'�z. `k'.. F; ."�"':. �.,;� ??:�.., lr 4.- r t ;;'� ��_� 5�T .:4': '' «. 5.�i � 3 �.': .�:�T if • +.}�F xw 4- •zY s},S ' vt,• r'i..zf r ro 3 . i. �' t ! Sa.:: �a.S c. ,,s: r 11 s.Yl-. �C•. r� > 4 � ->s: :. :. F. :.dd,. '�.: .i:-.<.J',in�' �h• � Fi � ;�'�L t < {i ii t�, :x. ,. �;'•. Y F L ....... ..... _..._._,_........__.___. _. 41 43 ifs,I~.,BUILDING -- OUGGINS CONST --W.U.-- 714847W01 io a is 1, nF < o ujFr� etki}°c t{Y� SS t!C �1, � �^r - F�+. t A ' � } ' f � t� , •[[ d Y 31 Y"� �� S 1. { ANCHOR BOLT ANALYSIS {• h �' ,� # #REACTIONS'i .z #:TOTAL ©OLT AREA # ,h ACTUAL -STRESSES # ALLOWABLE tSTRESSES: #._ 1; ,, #"'n<NODE#'LOAD # NORIZ. VERTICAL'"#'. SHEAR TENSILE # SHEAR TENSILE # SHEAR TENSILE :. -KIPS- -KIPS- -SI- -SI- -KSI- -KSI- -KSI- -KSI- ,/ s'y��a ... a : 1 ems;^lbw. r,,£ g ti.• .y\,3n i '1 41 a 0.884 0.00 00 10.00"0.r88420.00 u -0:00-=T88-2:13- 13:33 26:66 3 -0.00 -2.24 0.884 0.884 0.00 2.54 13.33 26.66' 4 -0.12 1.32 0.884 0.884 0.13 0.00 13.33 26.66 1 u -5 -0.00-•=0.35 -:.0.884 0.844 - - 0.00 0.40 "--" 13.33 - " 26.66 -- - - r`f Y k .. 6 0.884 0.884 0.00 0.81 13.33 i'26.66 + j s r: 7 x -0.00 ;> 2.94 0.884 0.884 � 0.00 0.00 - 13.33 26.66 s " s ,.. 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Y F L w ON. 7111 11 W, 34 11f 39 43 t 41 43 aS io a is 1, nF < o ujFr� etki}°c t{Y� SS t!C �1, � �^r - F�+. t A ' � } ' f � t� , •[[ d Y 31 Y"� �� S 1. { w ON. 7111 11 W, 34 11f 39 r 2 77 .,ta;. �t'g k x ...i n'.•z! �Z� ,s»`Y <A >'.✓ z°p�y-t- 71 'x'•'�C'4yr ,.r, -.F ,_ z ...+ �' t sz.; :. "`6i ✓. ,.� 36- �'- S t. s. � E'�. -- 4 x•: sx '' .. „xt:.£� g,x 'i,7 xxs:'�.� a. ''r a: �• .tet`, ^rr � L!`,i Lgnr,✓� _ _.�*.�. y 1J " f, U 7A. lr. r �1 1 n `I;BUILDINGUGGINS CONST --N.U.-- 714847W01 ANCHOR BOLT SUMMARY Yf,:.# 71 1, 3, NOOE ,ANCHOR .BOLTS= �x#,j.BASE PLATE # BASE PLATE # BASE PLATE 17 _ ON #NUMBER'#> NUMBER DIAMETER,#:THICKNESS # WIDTH # LENGTH I n _K .' ;�r4 :t ,,,�rr� 1.✓ - � 11 j 2 0.750 0.500 6.000 8.375 11 2 0 750 0 50 5 1 # � 6.000 - `- - 9.00 - --- ---- —--'-'-- 0 1 ---- ON Y`"T+el �d .t�..,,x �. 3..r . Y :3'J% A tt- `✓t .. - '�•R�.. 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'.,�;. � . �, . arm AA �� •.f.. r Ft. �'��i✓sy".; , " d _ � '- . •_ _ 1S ,rf. �A�!.�zX;M f:'•• � __, �, r � y,,. �y a e,,_ �?-. _ �- .t- .C'.'>t f� Y•�%2 ,f, t"`t i>...�.3 �i1::,,}h�'� • w �. iF; �^ S �.' - d'•. i. i.�i i�7E�^ d�4 .,ar� •r yt �..- ,.y,. 4 ���t �f J'�Kt y� !y • Y ` s b > .y t _ •rf5r ns .Z � i • • ., .�. .r .. -.s .+ • �\— s 7. rsr `i •.. A.. F,; , + .'4 � rL�{ � 1 ; EN ALLS AND BRACING �,.?+p ,ti.l,�, q. •�1�!+a'+'t 4. Lam.. ,,.^ •1 w ,. ,wr t } {_Y T f- :, , t ' + tM r,>. �.n •t Calculations supporting the }structural integrity of; the endwall framing and tension bracin are g presented iri .this section. Endwall components included in the analysis are the roof beam, corner columns, interior columns,. and, if +' a necessary tension bracing. . g. In addition, the analysis contains the designs for roof and sidewall tension bracing 'Figure 4 of this section, 'illustrates.these •members ^schematically, "along with the loadings imposed on them .. ..: r. _ .. .. ... . ,,.: a -:. y<7. .•. t .". i I:t .y - iv*;s �9y v1. i z rr• 17 i u.tS r' The endwall roof beam is' designed for live .plus'dead loads h� {ir�; using the moments for a continuous beam of equal spans.* 4 interior and corner columns are designed as g pinned -end compression members under dead plus live loading. ..For the horizontal wind load, the interior columns are designed as simple beams. The wind .forces exerted on the sidewalls are resisted where possible by the rigid connection between the corner column and the roof beam. When these forces become 4 • greater than the capacity of the connection, tension bracing • is added to the endwall. The roof bracing is tension ,,;.:.�•;,- members which transfer the wind forces on the ends of the building to the eave where the sidewall bracing carry the sum of the forces to the foundation. Figure 5 shows the forces acting on the bracing. x Y f` t :Page 4-6f this Section defines the nomenclature used in the,J�yfi�ti ( v� :computer printout that ,follows .. •;The printout lists the°`�` 1 F 1 t ` results of the .'stressanalysis on the above building'Y j members.` "" Included in the results are the actual and "}= '.allowable stresses controlling the design of .the member. allowable stresses are based on the yield. stresses being y+ 36 KSI . for the hot -rolled mill sections and rods ''and 50 KSI` 1 4 4 , for factory built-up section. (.S•+y4 T .. _�l_uf J�`?Nj. .. ...i.. .-. _1'nr: .... ... .5.,- .. (.. 1.'.:''L•n <.i 1.. . ....-..N- ... -._..I." .c .�u?..1: 9. M •:.. .. 6.y.M.._--.1 _. 4f...:.Y J'iii`,!?e Y' L_.+-;f?t;'•�+,..,.t i. ), ry9syk .b�ft,SfZ; L�yW1r. • A a.E avr av av RVl (r WIND .OEAO WINO CN SICEWALL -i2 ` �%+7Ji � �jh•��`i jii7 -'•.'°fi - K ^a'. s .X '`x 6 sr} r 'Pa v `� r �'. �, �,.�,, ,' Ra . }nM ,rs' .9ti'Y.." C.a.$. '.3t{. o 'Nv``Yi'r .� fes` a.0 +r a• :.ifr .r 7 t "N .i� •_ �ty ;r`t .'1 vy ZO FIG. 4 "I 1AXIA fn 5 i ,. WAXrU.E a� u y• m ..: as a-o-ee CCLUMN AJNO BEAM ENOWALL KI r?. ROD BRACWG s:.`' 0 t� i IA -11 71-1- FSG �• t°"tlrr�',c \\`Y ,e z*#w� *.i �s�tn*.t 2 i us us 'p-. t n uF >. 5 Rsz 55 ....... . . . . . . . . . . "]-as DLUMN AN6 SCAM E ROO BRACNG 9va U6 0 t� i IA -11 71-1- FSG �• t°"tlrr�',c \\`Y ,e z*#w� *.i �s�tn*.t 2 i us us 'p-. t n uF >. 5 Rsz 55 ....... . . . . . . . . . . "]-as DLUMN AN6 SCAM E ROO BRACNG ' r'a � �n�• r�r s•.- t r � —Area ANG—.Angle FA tension rod makes with directionf rod wind forces {� o — Allowablt axial stress. ,r r - - Actual axial stress. FBA — Allowable bending st', re FBA — Actual bending stressr� ` ti Foot kips. . 1 { .. J9} •> FTr FTA �i Allowable tensi• rod ti s j 1 t in stre•. s bracing. - r — Actual INTERA tension staess it. rod bracing. '� CT ION RATIO — Combined axial and bending. •� t — fps.. L — lA[aziaum span between LEEWARD eatrwall columns. } — Side in the direction to vard which the u la d bl HOU Bending v j moment. — Beading in moment r g P, P I r A• f. d 1 r AzW ford. RH Hy+ 4 rS{+ryt . — Fforlxoota, reaction* u.tder. wind . load u g an the and o( Ne endwr interior RHA c )lumnz. — Honroeta: reaction unr RHE et wind I jading r n windward corner column. 'y RL — Horizontal reac-aon un, er wind 1 xding un leeward cornet coln. RV `, _ Vv"icsl reaction unde. live plur dead loading, Vertical RIon reaction under dead lling. RVA — Vertical reaction + '- RVE under wind loo ling on windward comer colusa. — Vertical reaction undo: wind loading on leeward RX — cornet coluaa. Radius of gyration of s RY section about the major axis. ,.-- --' RYT • — Radius of gyration of a section about the minor axis. ^ Radius — of gyration of a "T" rectior composed of the eompressic flange and 1/6 of the %-eb of th.• secuon in question about as axis , the plane of the web. SX W — S.•ction modulus about major ax•s. >=w' 1i'IItiD1YARD — Live plus Dead load it kips/h. her row! beam. — Side upon which the wind blow&. r, .r r A . J T 7+' r 1 �, 4r rr V, f R5t 4 y.. t+ } }l .'�h '}4 i f } '� - •5 �#,� !! 'lC '' Y3 tt. �• 6 ! / i- r �' J Y t :;`'x. r•, 4t"+j ti.•. hY.6:' Y r i +l. 7. Y ?• � + f r r : i ,t Z` G?N i .:1 t Y ..r ••u J w+, •. (1 wf t �."'ti 6�+F{f "� iy d..y,;' fr Jy'r.i t r s �f + '" + , i. +" �'`�. '• - YL" -s az�X'i�, ••��,�:� . •3�iiy .}tit:'.: 'f .,. ,...-. ...+. •.. .,... ,. r.... .... ..... , ...- ..., •..,. ..- ..._. ., ...a.". ..- i.,... ..v.. ,.. t ..._. - .� -. ..., 1.:.: ,. S''%:1 i�1��i,.+:. A ii r, rfiDIMENSIONS 'AA ND SECTION' PROPERTIES ag S., DIMENSIONS -AND -m-once @WSW= 17CW DM'.' CTIGN-_ :CTIOP -7 W d T • -n __Td c, I L I A ii r, rfiDIMENSIONS 'AA ND SECTION' PROPERTIES ag S., DIMENSIONS -AND -m-once @WSW= 17CW DM'.' CTIGN-_ :CTIOP IL - � � w't ••ai. ori Ile ::r3 Q..rF «f ry,t r •: `F.I �� f f. !. SEI Y� l W orf •• f• t, t. 7 ,� .R. i - .. .� � ..� t� s, �, C 7 �yS+� �TTi,,..F`+t'•." Y�; �'� - * .. - ' :,�e 4 /.'•E � ..,.e ,. r7 « r .. � � r '%,f.. �� '"� N � YY- k 1 -dr-' M l sd ,. u� '•s � "r`7 � '•+� � +':' �� � ry��h,yy 4'•,�'!� i.J � rr r +i,�-�. t J.� �G rs,;'. +`v. 4 8ES12 O.t05 1.0 1 0 6.05 1.75 33.0 19.78 4,60 3.28 1.53 , ,`'.t...X i�'-fivf t.5i �"..r•rs�` 'i •F � rf tl= st s .0 .�' � f I R``t.� r �; � - M ` � r � �r iL� i.v✓ 'x...i"s `t�# �i[,�'C���y s DIMENSION AND K ti V , iL t SECTION PROPERTIES '.sY,Y t' �!, s`�' r •.iJ-}s'� r. f wx '� r�"T t 1'n !t' Z - '•�'> ^".k •r't ! f� ys'� � _ r r -1 � r � s F 4' sw , i g 'k' tiT rear^ .✓i• .+i a.;Av .d•z '�) li�5t'tiy Spi_.v- kt. r �.r5.. 'y tL L rC✓ 4 . t '1 �'z J -<, i t .K •r t� S s ✓'� + �� ,,^�'!f' irw�,,,. •i'•a�;'`h .._ J L J tet• x. r sr 1 1 t ��.f x �y#,•.ti + 1 e fir: ti , 'cr, -N• tsv � . ��a• r 4r b'P' 'Y-5 }^ J. ♦ q p Y.l t- ..i t •. 1 � -- 7.> ` M Z ":: � 7 %' 't. ) iti � � 1 ti aft Msj,r K [t r r � r I I '� .c.N. >•S �� +ri ti ��+ Jr� pN.f�tCY � � •T"- -f g"' -i' _', ,; r ✓ j y-, ! :1 j �.t „2E 1 � •h :Ytl,Y i° � � � �"� ty i .. 4 t � �• � I � ; ^a '�-a'r '�y, yid i .. vT" _ VI ^ -.. 1• �`" r r• r ` r + .s - f - e . ,,r 4' 1 r t`fix,��(i,,v,,. i P TL s5}ti rw i qtr: f �' JV Y ~! 9 <`ly �,� 'r�r �.� t'�' '^ r S�K,,.t. .• ... a- -, t'•f r �.L,�,G Y i1y�:..r''l�'v��jeC�i yt �}. ��#t� s;i?�'�' �.i,. ,... ?:. ri v�lr.... ... _ ._r.,'r.?.: _.,._. _ ,:_Y.Q .'i.6-, <.. - ' - �._,i _ .�....3f✓r-- ,.. - +a... ... .. ._- '�s+,.,�:., 14 e..ta�tS?�Iell .. f.I�te..eo 1�&i�. '�3 .cv 9t. DIMENSION"""' AND SEC TION. PROPERTIE ..r.� R EAVE STRUT SECTIONS Metsmc-&ads sass ccwww" .a - 3 375., ...�" • - 4°5' THICK - SJ=C710N NESS gLLOW T LIP d' LIP d2 yyGT° AREA BEAM STRESS Ix Sx . IblFT 2 (in ) (ksi) (inO) (in3):(I:.i x SES14 0.075 0.750 0.875 n) (i ) 4.32 33.0 14.13 3.24 3.26 1.53 8ES12 O.t05 1.0 1 0 6.05 1.75 33.0 19.78 4,60 3.28 1.53 , ,`'.t...X i�'-fivf t.5i �"..r•rs�` 'i •F � rf tl= st s .0 .�' � f I R``t.� r �; � - M ` � r � �r iL� i.v✓ 'x...i"s `t�# �i[,�'C���y s DIMENSION AND K ti V , iL t SECTION PROPERTIES '.sY,Y t' �!, s`�' r •.iJ-}s'� r. f wx '� r�"T t 1'n !t' Z - '•�'> ^".k •r't ! f� ys'� � _ r r -1 � r � s F 4' sw , i g 'k' tiT rear^ .✓i• .+i a.;Av .d•z '�) li�5t'tiy Spi_.v- kt. r �.r5.. 'y tL L rC✓ 4 . t '1 �'z J -<, i t .K •r t� S s ✓'� + �� ,,^�'!f' irw�,,,. •i'•a�;'`h .._ J L J tet• x. r sr 1 1 t ��.f x �y#,•.ti + 1 e fir: ti , 'cr, -N• tsv � . ��a• r 4r b'P' 'Y-5 }^ J. ♦ q p Y.l t- ..i t •. 1 � -- 7.> ` M Z ":: � 7 %' 't. ) iti � � 1 ti aft Msj,r K [t r r � r I I '� .c.N. >•S �� +ri ti ��+ Jr� pN.f�tCY � � •T"- -f g"' -i' _', ,; r ✓ j y-, ! :1 j �.t „2E 1 � •h :Ytl,Y i° � � � �"� ty i .. 4 t � �• � I � ; ^a '�-a'r '�y, yid i .. vT" _ VI ^ -.. 1• �`" r r• r ` r + .s - f - e . ,,r 4' 1 r t`fix,��(i,,v,,. i P TL s5}ti rw i qtr: f �' JV Y ~! 9 <`ly �,� 'r�r �.� t'�' '^ r S�K,,.t. .• ... a- -, t'•f r �.L,�,G Y i1y�:..r''l�'v��jeC�i yt �}. ��#t� s;i?�'�' �.i,. ,... ?:. ri v�lr.... ... _ ._r.,'r.?.: _.,._. _ ,:_Y.Q .'i.6-, <.. - ' - �._,i _ .�....3f✓r-- ,.. - +a... ... .. ._- '�s+,.,�:., 14 e..ta�tS?�Iell .. f.I�te..eo 1�&i�. '�3 .cv 9t. DIMENSION"""' AND SEC TION. PROPERTIE ..r.� R EAVE STRUT SECTIONS Metsmc-&ads sass ccwww" .a V ON I DEPTH IFLANGE I LIP (NESS WGT AREA 0 in 9 in 0 in T in I ISJFT i n.2 9.5212 9.5 3.0 1.0 0.105 605 1 75 9.5413 9.5 3.0 1.0 0.050 5.18 1.52 9.5214 9.53.0 1.0 0.075 4.32 1.27 9.5115 9.5 3.01.0 0.057 3.88 1.14 8212 8.0 2.5 0-875 0.105 5.O5 8214 8.0 t.a6 2.5 0.8 75 0.075 3.62 1.06 8216 8.0 2.5 0.875 0.060 2.90 0.85 ALLOW BEAM Lt STRESS 1h) k s i (In`) 33.0 24.41 33.0 21.21 33.0 17.77 33.0 15.93 33.0 14.42 33.0 10-52 33.0 8.47 s x rx (dna) I (in.) 5.14 3.67 6 3.70 4.4 3.74 3.71 3.35 3.71 3.61 3.06 2.63 3.11 2.01 3.12 ry 1:51 1.51 t.5t 1.52 1.28 1.28 1.28 t t � i3L r: t x� • DIMENSIONS -AND SECTION PROPERTIES'Lt t �' .� �:•� ,t r • t + s � ,, b 'fifa oY•v.! �: t X.Zt�F "� i,j'��.3"W�ta iia ,,t •v�`,.,,�9 ^a.cr :�, - + ''�+?., r��T �'xs�� nA r5�<✓ � '.r W �f.�}�vw� �'. �.lAr >"'y./ti'i. �i .r ,�.y � �F �t..•.. ,2 ....w < d. } � :"1'! .� > 1 .'id1 11+ �.i y ^l .;.#„ mak,..,{y(1 `f s A4tti rr >y iJC-K •i � t-- S r - 9� +_ :+ < ,✓ ; %•� J f .Y , f .p .✓ 1. � - � •� i �.p y • `T .-.,.ice ty.? L >' F$'4) �, �.1 1 , •,+F i ... � r y.. ,:i 2 ^. � - 1 ti+ :. � dJ'It h `� r .. -f' r G`y y°" _ • P:, f. '1• rpt `" r>~ ti. r , b" 41i� r y a _� ; �� tf.} , i-Ld,"'�..,�.� �✓,r . ' y. �;, }., j•'� r+,� -•"• r • ' .. � .�/+; i� r ,aro-,i. 1 � I..,. 1 wi .!` 3" t a+'.. �+k -. Mr t r x ; � "r y�`7` . .;7Z3 -�s+-ehG•.{[w.1...t ,UY F,t ? r a .. ' ..r kj:`r� iry•�s+,��(+�a 'Lft t}+• tiy✓tN,,�.'� •.. d,..... Fy}r,y f ��r . �. ti :. •it•. .t ."...fr' s .>•.. �� � �?•�^it �r.:�Y-"t�t'%+.. .'Y'L-'.!i Y'.'�ai.G�'ww di'!i ::zs1�7�!{'i fF4k3�'?'.a�.w`?�lfs; t??'T^'r�l.�C��+4•r'. 'r r�'E'�,i� .x-��''}� +�,¢��:�✓"����a .�.���� �, w+ ��?} �aMu� DIMENSIONS AND • SECTION .�.•��FO R '� SEC N S R R 1 E Metar TI r . y � 1 2 L�!'GTH r , S 1 l • .. � � 1 - t r (. + % ¢, { '� a s:f t a r -rs e�• h.�(a ='fi- v�"�z*t .e'�. Y .3:a �. r .! N t-1 "•• .X:�l,y s ..ter Cp,`- Y 7 ✓; J !h k. C V�3 .�`y' u 1 5: � +'" 4 3 r 3• F.r '_ r -x •t 7 c..�t 4i. `4+_ _ "•t ri ,r f SR [ t � t`'r-'t •".i`.+ ♦ •� �a k +. hsy.�a.�,'-tea' '"+�xxsa• �� J Y� HJ4f� + { f i t Y �.J S r `t f✓. s 114 t. t�tir F{fi�i..'�t x 'i'l � '.1 ,�'tt`.�f'fjJ �°r t t r { t„ :. s +'� J rr i J r _ �-' h �' - 5'• yi,xxfl�dJ. x p - '4�£'Y�c'; r 3 4 r ; ' ; J�'r Js �} i ;{r x••.M,tt r'� •�•e`r rilz t..5 .ir nf�µ} 7..+ts�s�w W3v3�,r•:i•� -.�.a r J s r x e .•. •7 i -Srr b i.• c.r ?pts Y•-.`�;.• 'fiXt. " - ,+- ."' •,r.,„, 7,r, 4 •>;_ `.-� ..'�� •- � .. _ -� s Y {,.., p� at� .3. { y., � r�i >rs-v;-yr� •� v � ."' >TJ � � }w � .� n �`_ =�_U N I V � . • e 3 +!•.•�8 CY i`.uL�:?: sr(`4t� 7 yE�(' i t �• 4 r .;x�rr M}��-r2J�7'it�2 ry ,� —,- -_ ERSAL Z PUNCHING ��• ���Jz , ,�, �r�,� �, ,• . � � � �•{ s - 4 ; -. 'tet �� �:�, t �• t ,�� �- { g�:.,_„' - ;�e'�'v r�"Y{.CJI/ T"t:s k C:TY4}'h..e i; .•q3 -.. � � G7b "�'.+" ���64�� s3rti �S��sSs-xis. _ _- . ♦ ... .f-. .� i¢:.. r.a .. . r+. ..al .._�>._ .. h.....,.; i 1 i'LL � - Ar. it � i r-s"ii ��.-'�s✓'•L -MARX EXAMPLE r 4 fc r SIZE GAGE LENGTH �; 9.5Za•� 14 27.0 3r, j - �,` r ^:.9.5Z14-27.0 IS A 2 SECTION 92" +;rIN DEPTH, 14 GA., PUNCHED AS :{SHOWN A8OVE.. h 1 r•� H F.. tC.li`% F_ ti•L M, Jnr ,tE Ay�y '�••�d t � ,{T � y '+r ,� � d'y "t�'h I t F �c { ZTai'r r 11 ..t F -t •; yi tntx Rt+:' -r ra-' ti MARK EXAMPLEx SIZE GAGE LENGTH 8Z 16 27.0 _ 7 f)4 y��.w•rlM 1 y.�. 8Z16-27.0 IS A Z SECTION - y �-i *"'rl .:,�.� SHOWN ABOVE '"�.�...'��,��:�'��r4 a =�• a =F` UNIVERSAL_'Z' pUNC ........ Jr AM -Sam .':'YYi�: H'nlG nPID BAYS 20' 2 5' WIND 30' 4� LOAD BY PASS INSET 8Y PASS INSET BY PASS INSET 15 PSF 8216 8216 8216 8214 - 9.5 215 9.5214 0-6'LAP 3.-0. LAP 3' 0" LAP 20 PSF 8216 8x14 8 Z16 9.5214 9.5215 3'-0'LAP 9.5212 _ 3-0"LAP 3'-0"LAP 25 PSF 8 Z 16 8214 8 Z 14 9.5213 9.5Z13 3-0 LAP 49.5-Z14 3-0"LAP 3:0., LAP -OM NOMIN AL GIRT SPACING ALL OTHERS; 8 - O f" - - f r': � Yom..! � F•' t i � � ��i'b� r. ; .. •, � -� •STA . • �f � ,, i �-� x �.,�tLsu,r�' , k :y STANDARD GIRT DESIGN •�-� f •a , . t +•R e yv -1" Rim _ .,{t r..'+i� J .trt, dd-`c who o � i• " +i� �, r' � � ii � .4+..+x I,t Y t " F: a,.. ,?w � .�� � �'`�5. r. �.1� • .ZS �ar`�v j �i�j '}:. � �i �` r # • !' r .t cof .�� � � .,:J`�4+E,.. � J t y �.Y'� r+sem: ;L�, d � ,�I Y ��F a�'a s'' ',�Cy? ✓>t~"� �.,''St ,�� .�b�, w 1� +. 75'n i r .� ♦ A 9 r y,,nn' t� t :,f -PLR •,+y it �� i '-+f £c, "L"f' •��, �'Yi-•'a P{.iti} rr•..{v �7rhw- C� ✓Jr» f�:.- J '.4, V-_'7, . � . . • s •.� �, ti � +.�� rw s 1" * "�`` .. n :..�4 s.. � N."k < < "3 ! v t , _ Y v{`h� U`r:rr; r[•~.ia '71'yiK*3 �.••J'3'Yi. � rte.. 'tS�C 2.t'- . �,� } � f .. ;:1�-••�; . s`..'1,+�'y..�a.,�,s„� ..w r?ri� r3:,r��ir.yi�v.(�r, :lr�r'� � "r' �'- } s yi 4'G''�^rf.` �p_.i��c ;���Z'ys��s`� rtM, . r��'`�»,�i� f+I � r'• .�1 .fr .•i �`♦ ww"�'J„7 h},��Lr4JL�w�•xF"�7���IL.��,�•; fJ.�At��. �e qtr. >, ���....�..._.. STAIVDARD -�� GIRT D •l�w:� � r,�ESIG N x•� � � r- -� .. � ... - _ • 1. v e 'F - BAY t • • 'fin .. l� �+ ..' �1, ..ir �'. au N i•`•. LOAD 20' 25' - '30' 20 PSF 8216, 6" LAP 8216, •3'- 0" LAP 9.5Z-15 (A,B,C) 5'-0" SPACING - 3-0 LAP 5'-0" SPACING 5'- 0` SPACING . 25 PSF 8,Z16, 3' 0" LAP 8214, 3'- 0" LAP 9.5214, 3= 0"LAPS D) 5� 0" SPACING 5'- 0' SPACING' 5-O SPACING ^" 30 PSF 8216, 3= 0" LAP 8214, 3= 0" LAP 9.5213 3= O" (E) 5'-0" SPACING LAP 5=0" SPACING 5-0 SPACING 40 PSF 8214, 3'- 0" LAP ' ..< 8214, 3-0 LAP 9.514, 3 = Op L'AP .< ,(H) 5=0" SPACING 3'-4" SPACING 3-4 SPACING '... .+,t 'w [- r 4 � � at i-' ,� Y • < ie 4� x o. a nc � yyv. � ,..; 6 -fl:,: r n�1r<r/-;f ✓i1•�-t i l - `s. r 1 'e r t rt y -r , _ a�J r Y - riU+?•� r r 5 ` 9 j a 1 s ° T y [ [ G N � ~yam r�`R • �D! f r s � i� � x at��ln�i�e.�{�`;, Mit�,� [.w_..3; •�rri. ? x� 7.: "._>r sy ...t _... r_,1 ....i,c, .nlft . _.v...,•��.r.+�ti�.l`._.a:-. RF. _.r.,i._.. ..� ._.. ... .._... ._.,. :�? ''.'.`[€ �;�'....,'a.�i,+. .. .. .;r. .._..w�k"'c.�5•r.i'�:e`. 71 Iog, ��� ( Vit Vit m�--i',.bTA NDARD' PUR n f� 1� .... r,� LIN DESIG 2 V I� �,•i: "b .tii�srr` `di►.i '&`Rs;,�u&!.1.1. . .r,. �• 5 f - �;°^'�+`.0 ••8:1]1 .�.7 .._ . _ ;T Y s, fa 4`ry ,Ix ,y [• .�,'� �Fct s�+rirt - .. � ... - _ • 1. v e 'F - BAY t • • 'fin .. l� �+ ..' �1, ..ir �'. au N i•`•. LOAD 20' 25' - '30' 20 PSF 8216, 6" LAP 8216, •3'- 0" LAP 9.5Z-15 (A,B,C) 5'-0" SPACING - 3-0 LAP 5'-0" SPACING 5'- 0` SPACING . 25 PSF 8,Z16, 3' 0" LAP 8214, 3'- 0" LAP 9.5214, 3= 0"LAPS D) 5� 0" SPACING 5'- 0' SPACING' 5-O SPACING ^" 30 PSF 8216, 3= 0" LAP 8214, 3= 0" LAP 9.5213 3= O" (E) 5'-0" SPACING LAP 5=0" SPACING 5-0 SPACING 40 PSF 8214, 3'- 0" LAP ' ..< 8214, 3-0 LAP 9.514, 3 = Op L'AP .< ,(H) 5=0" SPACING 3'-4" SPACING 3-4 SPACING '... .+,t 'w [- r 4 � � at i-' ,� Y • < ie 4� x o. a nc � yyv. � ,..; 6 -fl:,: r n�1r<r/-;f ✓i1•�-t i l - `s. r 1 'e r t rt y -r , _ a�J r Y - riU+?•� r r 5 ` 9 j a 1 s ° T y [ [ G N � ~yam r�`R • �D! f r s � i� � x at��ln�i�e.�{�`;, Mit�,� [.w_..3; •�rri. ? x� 7.: "._>r sy ...t _... r_,1 ....i,c, .nlft . _.v...,•��.r.+�ti�.l`._.a:-. RF. _.r.,i._.. ..� ._.. ... .._... ._.,. :�? ''.'.`[€ �;�'....,'a.�i,+. .. .. .;r. .._..w�k"'c.�5•r.i'�:e`. 71 Iog, ��� ( Vit Vit m�--i',.bTA NDARD' PUR n f� 1� .... r,� LIN DESIG 2 V I� �,•i: "b .tii�srr` `di►.i '&`Rs;,�u&!.1.1. . .r,. �• 5 f - �;°^'�+`.0 ••8:1]1 .�.7 .._ . _ .5 .ter r}At ir{6�1 AMERICAN BUILDINGS COMPANY ays, �a EUFAULA ALABAMA s PURLIN DESIGN � 3. 1 ,� 3 a CRIPTION i.DUGGINS CONST ------- PURLINS FOR DL•LL•COLL ' w; �� ; • : 11a y�+.s Z -SPACING- � `a''`�60.000 IN DES ,,„ g ... -yx ys,-.: �• .�,:x` .. LEFT OVERHANG= -""­ 7:500 'RIGHT'"OVERHANG=--- - "1:SOOFT-----"----`-""�-` • ° �s DESIGN FACTOR- 1.030 DEFLECTION CRITERIA -L/150.0 SPAN 1 23.500 FT 8Z 16 h3.00'FT LAP♦`'UNIFORM 10A0 0.125 K/FT ..x � � �* i a "rOwl x s AlL SHEAR=;'2.28 K9 ALL MOM <_ 5.53 KFT. ALL OEFL L/150.0 - 1.8d IN A .:.., EFT -REACTION ---1:334-KIPS---------RIGHT---RE-ACTION--- --3:410 KIPS. -- 1t PT INT X SHR SR MUM MROEFL DR 7� 1 8.47 0.0 1.15 0.50 -0.14 0.03 0.0 0.0 s tt Y it yr. 2 8.47-� 1.50--:-'0.96 - 0:42 -.__ 1.44"-.'.--. *0.26 _._-.0.38 0.20'------ 1, :.ti.u•::E..: 0.41..3sr;_ xp-.h;>.na` •.a -tX> ra0.694.44 0.80 1.29 8.473 5.88 0 18 0 695 4.4 4 8.47 88 .1 29 9. T 0: 0- -5:12-1.61---0- • !or "1 0.93 -` 1.61 --0: 8 17 6 8.47 11.75 -0.32 0.14 4.70 0.85 1.59 0.84 °1 u•: 7 8.47 11.75 -0.32 0.14 4.70 0.85 1.59 0.84 u 8-8:47.-17.63 -1.06 0.46 0:65 -'0.12_-:70.83 0:44``,-- �, $• 9 8.47; 17 63 t 0 46-.aE 0.650.12 0.83 0.44 $$ „ 1 0.70-5.110 8•47 60L&, 7k ,0.93„y 0.12. --00..0007 50 .=1:79 -'-'=0.00-_- u Is,1 P"AN--2;;; :;.25-,000--FT.-BZ"1"6s? 3:00': -FT -CAP; -UNIFORM LOAD= -70 W125--KIFT - -- 1, ALL SHEAR.:"2.28 Kr ALL MOM -:fid 5.53 KFT. ALL DEFL- L/150.0;- 2.00 IN s ;.LEFT REACTION—3.410 KIPS RIGHT .REACTION- 3.037 KIPS a <�r� �.te 7, PT -''I NT-- -�j .. --SHR_._- ZoK MOM ----- -MR.. -----DEFL 1 8.47 0.0 1.62 0.36 -7.71 0.70 0.0 0.0 70 2 8.47 1.50 1.43 0.63 -5.42 0.99 -0.04 0.02 •� 77 11 a8.4( -6-.25777---O:8477777 > "0.3T-="0:03 "0:01 0.25 -"-""0.13"- ar r-1 4 8.47> 25 : 7n 0.0 0.01 0.25 : a € .41a 6.47 t ;12.50 x: -0.06 0.02. 3 2.76,' 0.50 y 0.62 0.31 ". „ 2.50 006 0602-'2:76 0.50 0.62---J.31 t 7 8.47 .12.95 0.0 0.0 2.77 0.50 0.63 0.31 " 17i us'F:j 8 8.47 18.75 -0.72 0.32 0.67 U.12 0.35 0.17 :! 9-8.47 „ 18.75 -0.72 0 32-'0:67 -0.12 -0.35----0:17 10 8.47 23.50+',-1.32 i ; 0 58',.-4.18 0.76 0.01 0.00'.. x 0.33 s: , , a n'hsiTe:' 11 :,.8.47 25.00 1.51 s`.:.'; 6.30 fi ..' 0.57 0.00 0.00 �� A 49v 41, k' !' SPAN 3 25.000 FT 8Z16 3.00 FT LAP• UNIFORM LOAD- 0.125 K/FT s a : "ALL --SHEAR= .2.28 Ki. ALL MOM= --5.53 KFT. ALL OEFL----L/150:0- 2.00 IN'--. - !T ;SV� LEFT REACTION- 3.037 KIPS RIGHT REACTION- 3.221 KIPS F` 79-1 es a✓z; sufi ° - PT INT X SHR .SR 4.:` MUM MR OEFL OR 1..-8.47- -- 0.0----1.53�0.34 . -6:30O.ST 0.0. _..._----- 0.0. 's> 2 - 8.47 1.50 1.34 0.59 -4.14 0.75 0.04 0.02 i 71.1 i;n', 3 -• 8.47. 6.25 0.75 0.33 0.83 0.15 0.46 0.23 77 = 6.25'-0:75 0.33 0:83 0.15 0.46--'-"0.23' - 5 i; 8.47 12.25 0.0 s, 0.0 3.08 0.56 0.80 0.40 stj,tr» :�'6 n 8.47s ;r<12.50:; -0.03:,F 0.01 3.08 0.56 0.80 0.40 r s7 7 7 12.50 =0:03 -0.01 � >3.08 0.56' --0.80 '- --0.40 _ 8 s 8.47 18.75 -0.81 0.36 0.44 0.09 0.40 0.20 i 7s o 9 8.47 ,:` 18.75 -0.81 0.36 0.44 0.08 0.40 0.20 x,m ss spa,.•: �� a 0 -2350xx,=,4.83 O:d7 0.017--0.00 _ 11 "r 8.47: :,.°25.00 *'-1.59 �s' .0.35 t:-7.08 fa: 0.64 -0.00 0.00 'k .s a.;R� y, x� y..c .s x t, l / u 0 PAN" 4'�':F" 25.000 FT SZ16 x.,3.00 FT LAP9 UNIFORM LOAD- 0.125 K/FT ALL --SHEAR 2.28 Kv---ALL--MOM-5.53---KFTi.-- ALL- DEFL- L/150.0 ---- 2.00 IN 2t LEFT REACTION 3.221 KIPS RIGHT REACTION 2.794 KIPS iN PT, INT 'X SHR R OM MR S M DEFL DR' ��1-8.47--0:0--1.63 0.o36- 2 8.47 1.50 1.44 0.63 -4.78 0.86 0.05 0*02 3 8.47 6.25 0.85 0.37 0.65 0.12 0.55 0.27 4-8.47- 6.25=7777-0.85-7��,-­ 0.37 0.65 ---7-- 0.12 0.55 0.27 ......... . 5 ­�.*i 8.47 12 . 50-;" 0. 0 6 _,.0.03 ,��..v3o,50 0.63.. 103 3.51 xk�.'O 06�.*.��-�,'�.k'Ox. 0.63 1.03 0.51 IF 6, ­,,.-� 8.47�'il'.'-*1• 12 50­�*­ -7--8.47--13.02-7--0.0-,a 1 ; - 0.64-------1.03..._._..._.......0.52--•'-•--=---. . 8 8.47 18 75 1 -0o72 0.31 1.46 0o26 0.66 0o33 9 8-47 18.75 -0o72 0.31 1.46 0.26 0.66 0.33 17, 1O-8.47--:23 . 50 -1a 31 0.57' -.fes -,-0.61 --- --------- 0.11 ......... .... 0.05 ------ - - . ..... . . ....... Is 11 9.47 25o00 1.50 0 33 -5.46 0o49 0o00 0..00 11 SPAN 5 20.000 FT 8Z16> 3.00 FT LAP9 UNIFORM LOAD- 0.125 K/FT ALL SMEAR- 2.28-Kv ALL MOM- 5.53 KFT. ALL DEFL- L/150.0 - 1.60 IN EFT -REACT -ION -----------2o-794-- KIPS - - ------ ----RIGHT -REACTIO.14- 'T ..INT x SHR SRV, MOM..., , MR o.- z 2596 KIPS 0 DEFL R 71 4' -5.46'��­i:� 0 0` 1. 3 0 4 -'a 1 47" 10 o 2 W 14, W 0 49 oo14 0.0 .0 0 �;V 57 0%a -3iid,5 3 8.47 5.00 0o67 0.29 -0.54 0.10 -0.03 0002 4 8.47 5o00 0.67 0029 -0.54 0010 -0.03 OoU2 -57�--8.4777--.- lOoOO777=0-.iO5-.wr:,�-v,�.0.02-1.26,-.774- 6 8.47: -10o00 0.05 k 0.02­��,�-, lo26 ;m: -0.0 0.23 --7.- -"0.08-- 0.23 -"--L0005�--------.-"----..L---'-.-'--' 0.00 0 05 8.47 .10.37,� I o 2 7 -*-t 0.07 7 Oo,73 0008 0.05..r 05 3:, .8--.LL8 w4 7 15'.00 0.58-:2-0.07 "0:01---0.01" 0601 9 8.47 15.00 .-0.58 0.25 -0.07 0.01 0.01 0001 30 10 8o47 18.50 -1o02 0.45 -2086 0o52 -0o04 0.02 11 11-1.47 -7-20.00 Io20 -7-- 0.26 --c -4-i. 52 0.41 ----0.00---0.00,-. rti elm.! SP -A-11 .500-F`T-8 J.UV rl LA 9 Lumu_ %JO Lr_5 Afro % ALL SHEAR- 2.28 Kv ALL MOM- 5.53 KFToo ALL DEFL- L/150o0 1.48 IN 23 11 LEFT REACTION- 2.596 KIPS RIGHT REACTION- 1.107 KIPS I 24 .'-"SMR--1 SR -MOM ------ . 0 0*31:,,-4.52 , 8.47, loo39 2 8 4 7 1 5 0 1.21 -2. 57 MR", .-----DEFL......_._..-DR 0.41 OoO 0.47 0.08" 0.0 0. 05� . oo ;8x�o-i3&-�:�O:58-0.11'---0.35--- 0.23 4 8.47 4.63 0.81 0o,36 0.58 -4 0.11 0.35 0.23 5 8.47 .9.25 0o24 0.10 3.02. 0.55 0.64 0o43 i dt 1 7'.7 9i2s 0 2 4 T43 0 a 0 77,0; ::3.02 7,. 7 8.47,11. 14 0*0 Do 24Y",.O.59*,. K 0:65 :0.44 i; 13.88 o34'�� 0.0o,35 Ali 8 . 4 77..5.4 5 2 . 7 7 0 . 5 0 .0 5 -8 9-"8.47-13. S_1:2:77 • 0.50--'0.5r- 10 8.47 17.00 -0.73 oO32 1:10 0.20 0.19 0.13 43 It 8.47 18.50 -0.92 0.40 -0.14 0.03 0000 0.00 A 34 B 54 V4- Nmlit's'l I& - I • Loi-I � � �n�,w1 (�A►�i �� (..y � i �,;�.r,(_ �.,,�,� C r��.l �� • , 17, xt- • a .. - • ... 1 f, '' • '� .1 Lam' �J� k\ n . �k+�yy •`+ - •t. L7. 1� +• '� x }pp ` 4 * _ ` _ - t. a - i � IFn C f -4 t� � .•.tf'Ec��� ` Z b `i. `h.�:•`w";-i+nC� fir. ' � .. h � y '� tf �Iy` y y, FT w j_F � 3* s' t � • �- i 11 Y. '!Y�+ri! J c �I'� ✓Z ro/ ��s4�bMrr�! 7 ? n�`•1� .`,. C. al '�4. res., ...; -'. !' sf � _3.. +'. �.M� e lY i �i .iY V � w,;'{�-i iif� �...:} }�'���`'•a� ,J wt's_ ..y' i�, 1 k�1�"j �'� ;�I•, n�-• i 4k.I�. - ." r f .r. z X "m L 4, *HR' 8_PL_ PANELS STEEL STEEL TOTAL Top TOP FLAT I LAT I N ao• TTOM FL aOTTOM FLAT IN AT I N GAGE YIELD THK. THK. GIRTH -W co p" F up ESSION C 0 P E SS'O N ""' C OMPRES COMPRESSION S 10 N S sa -4 Fb 26 (KSI) PANEL (IN) -(IN) - */FT) -L_ (IN' 3/rT - /FT) (IN W--'- (IN (IN"/FT) (INS/FT) /FT) f..L 60.0 , 0.0179 0.0194 41.376 .910 0-0400 - (KSI) -9 .24 50.0 0.0239 0.0254 41.375 1.191 0.0419 - - - T� 0.0373 0.0405 36.0 22 3 33.0 3_0 0.0299 0.0314 41.375 0 0535 0.0563 0.0513 0.0549 12. EXTER!O;t COLOR SURF ACE 3/16" V 3 0.0632 0.06x9 20-0 3/16 3 /a A zic • PANEL PROFILE ENGINEERING PROPERTIES OF** STEELAPANELS GAGE STEEL STEEL TOTAL TOP FLAT IN aOT M FLAT IN YIELD THK. THK GIRTH WEIGHT COMPRESSION COMPRESSION (KSI) (IN) (IN) (IN) */FT2) (IN4/ FT) 0N3/FTIj (11, sm 1 0, N 3/F T) tKS*j A, 26 24 80.0 0.0179 1 0.0194 41.375.910 1 0.03061 0.0371 0-03! -3 10.0363 50 .0 0.0239 0.0254 41.375 1, 191I 36.0 2 2 1 0.015 11 3.0490 10-0524 1 30.0 30TO.02919 0.0314 41.375 1472 14.0647 0.0614 i 0.0556 of 12 EXTERIOR COLOR SURFACE X, 7/6' 3 311/16 " 3 1 9/4 1/4 3 1/2"1 PANEL PROFILE -,7 PL PAN A -VCC ADDITIO ALTERL IA X i� CZ ENGINEERING PROPERTIES OFSTEEL *HR' 8_PL_ PANELS STEEL STEEL TOTAL Top TOP FLAT I LAT I N ao• TTOM FL aOTTOM FLAT IN AT I N GAGE YIELD THK. THK. GIRTH -W co p" F up ESSION C 0 P E SS'O N ""' C OMPRES COMPRESSION S 10 N 12 EXTERIOR COLOR SURFACE X, 7/6' 3 311/16 " 3 1 9/4 1/4 3 1/2"1 PANEL PROFILE -,7 PL PAN A -VCC ADDITIO ALTERL IA -T A; p �, 'o L 1�1 , A , i A A RAM,,:�s;e,�� ., ,�,�$} - s l fECT10N PROPERTI(S NAVE BEE�1 CALCULATED IN ACCORDANCE• M11TM TTNyAO E01TI0M OI; THE Alfl SP[CIFKATIONl.t���'��_ ��-�,'' ala 3 FOR OEFL[C� IION OE7ERYs�AT1oN ANO 3a IS iOR IOAO OETERMtNAT10N. �„5;1i.yf;p'�a��c'�j;;,a�i-;�� ;�„��11„•,,,,,,,, 1b6�6 =-- M C* 6.0 -V 1,��_7 A -HR D" SE . V P .. PANEL TION ON' PRO FILE i� CZ ENGINEERING PROPERTIES OFSTEEL *HR' 8_PL_ PANELS STEEL STEEL TOTAL Top TOP FLAT I LAT I N ao• TTOM FL aOTTOM FLAT IN AT I N GAGE YIELD THK. THK. GIRTH WEIGHT co p" F up ESSION C 0 P E SS'O N ""' C OMPRES COMPRESSION S 10 N S sa 'S. Fb 26 (KSI) (IN) - (IN) -(IN) - */FT) -L_ (IN' 3/rT - /FT) (IN W--'- (IN (IN"/FT) (INS/FT) /FT) f..L 60.0 , 0.0179 0.0194 41.376 .910 0-0400 - (KSI) -9 .24 50.0 0.0239 0.0254 41.375 1.191 0.0419 - - - T� 0.0373 0.0405 36.0 22 3 33.0 3_0 0.0299 0.0314 41.375 0 0535 0.0563 0.0513 0.0549 30.0 7-- 1.472 0.0e6q 0,070? 0.0632 0.06x9 20-0 -T A; p �, 'o L 1�1 , A , i A A RAM,,:�s;e,�� ., ,�,�$} - s l fECT10N PROPERTI(S NAVE BEE�1 CALCULATED IN ACCORDANCE• M11TM TTNyAO E01TI0M OI; THE Alfl SP[CIFKATIONl.t���'��_ ��-�,'' ala 3 FOR OEFL[C� IION OE7ERYs�AT1oN ANO 3a IS iOR IOAO OETERMtNAT10N. �„5;1i.yf;p'�a��c'�j;;,a�i-;�� ;�„��11„•,,,,,,,, 1b6�6 =-- M C* 6.0 -V 1,��_7 A -HR D" SE . V P .. PANEL TION ON' PRO FILE Y� Z'- ;%% WR PANEL 2. L to cm 55.,55..-2 It SW 64 18 32 55" 55' 31 1 14 ---------- — — — — — — — — — — — — — — — — 23 32 (24" PANEL COVERAGE) ENGINEERING PROPERTIES OF STEEL STANDING SEAM PANELS STEEL 'STEEL TOTAL TOP FLAT IN BOTTOM �FLATIW GAGE YIELD THK. THK. WEIGHT COMPRESSI ON COMPRESSION COUPRE Si S Fp (KSI.)x (IN) (IN) (4*/FT2 (IN 4/FT) (IN'l/ FT)(IN3/FT) 50.0 0.0239 CLO234 30.08 1.298 0.3421 I 0.1443 0.1511 22 33-0 1 0.0299 0.0313 - 30.08 0-0970 1 3CL 0 — 1.606 0.4 280 O-iS25 0.2013 '0. 02 4 5 -- 20.0 SECTION PROPERTIES HAVE BEEN CALCULATED 14 ACCORDANCE WITH TWE 1980 EDITION Is IS FOR DEFLECTION DETERMINATION AND S Of THE AISI SPECIFICATJOks—n- .=- IS FOR LOAD DETERMINATION. SH PANEL r ` 'A, 0,- Kow� R'&**SH'-FANEL PROFILE FILE 2D.mSECTION -PRQPERTIE� — K EXTERIOR COLOR LOR SURFACE 6 W 3 nic- 6 4- -v- rA NtL PROFILE r ` 'A, 0,- Kow� R'&**SH'-FANEL PROFILE FILE 2D.mSECTION -PRQPERTIE� — K W nic- Z ,, E,TC H N ]CALI U LETIN �. w ' Metallic -Broden Building Comp any VOLUME: 'PAGE: P.O. Box 14240 0 Houston, Texas 77021 0 (713) 664-9492 2 TWX 910-881-5050 METALLIC HOU ISSUE DATE: October'l7, 1985 CARSON CITY PLANT ONLY BEARING LEG -,j -_ / / I ' 1� �� I \ •\ .\ ~ H it Y K (10 116 L31 2 41; 312 414- 1 414- 312" 414" 414 31; Y- 0 NET COVERAGE PANEL PROFILE PERTIES �R P METAL TOTAL TOP FLAT INBOTTOM FLAT IN THK.-THK. y� COMPRESSION COMPRESSION v �Ix SX _SX 7111 i,; VN)_(SQ. FT.) 312" 414" 414 31; Y- 0 NET COVERAGE PANEL PROFILE PERTIES �R P METAL TOTAL TOP FLAT INBOTTOM FLAT IN THK.-THK. WEIGHT COMPRESSION COMPRESSION v �Ix SX _SX VN)_(SQ. FT.) :(PS _.:: - 4X (IN. I FT.) (IN?IFT.) OWIFT.) (IN31FT) .26GA. *0.0194 STEEL 0.0179 1.05 -0.031 0.033 0.03,11 -,. 0.037 48,C 24 GA. STEEL 0.0239 1 0.0254T'1.35 0.045 0.048 1 0.045 0.052 48,C ENGINEERING PRO 00 MAE 4. SECTION PROPERTIES HAVE IN 7 i; -SPECIFICATIONS.-,teaCURRENT A. 1. S. 1. ,."2. MINIMUM YIELD STRENGTH -,-' 3. ATED STEEL. .1-'STEELPANELS ARE GALVANIZED1mrUN D ,4JHICKNESS SHOWN AS `METAL THICKNESS' WAS USED IN DETERMINING SECTION PROP FAT NGINE.ERING DATA ` �. ?TECHNICA L ,� ♦1 t' t, ; ,er J rs r BULLETIN 4 tt�af, 4 K Metallic -Braden Budding Company VOLUME R54 „Z x P.O. Bo: 14240 • Houston, Texas 77021 • (713) 664.9492 TWX 910-881.5050 METALLIC HOU PAGE: ' October 17 1985 ` { ISSUE DATE. ,:. • c" '" ns�t •( .. t sic {r4t5. �,r j h...F ��, fr3 fJ '•�h•*Y9[�� J4 CARSON CITY PLANT •ONLY Y' '� "11 � t { ! �. F a 8 it SSS e r tirfi i � � �'2 i�3 ��1• A. PANEL � o t ' 36" x,,• s r 7�4a "f«ri? n. 12" EXTERIOR COLOR 12 SURFACE 1 3/16" 6.. u 3 PANEL PROFILE t'K' ENGINEERING PROPERTIES OF STEEL �A� PANELS GAGE STEEL STEEL TOTAL TOP FLAT IN drztf'r b` BOTTOM FLAT IN YIELD THK. •THK GIRTH WEIGHT COMPRESSION COMPRESSION , f (KSI) (IN) 1= S 2 + (IN) (N) (1Na/FT) (M3/FT)(IN4/FM (IN3/FT) tKSI) � q a' { }r 2 26 80.0 0.0179 0.0194 41.$75 .9,2i 0288 .033.14 8 .0312 .0295 "!l i 24. 80.0 0.0239 0.o23a 41,875 205 04 21 ' .0464 .0451 ,0434 36.0 _ •p'#.:i.. 9cN: 4"b _ J lr.. .._ �;n3,...,... �,k :.at.J.41 ^ra *'_a...:.7:..._t+oK:. �t, r:..sS:-.,['.,. ,`r. r+.... ,... .. �:.. sd' ev.: •...a _1.......-, ... .. ... .- _ ..... .. I V^_t.., -.:Fa S NGINE.ERING DATA 74a s -.:.L . .. ..... . Enyr. JnN; -V NO THS". 'DiFFE—r_ 1 -WHEN JOINING MATERiAL"0r . RENT i i I CK IN E S S ES T H E THINNER MATERIAL SH A,—L' -GO V R N V l 2FLANGE SPLICES MAY BUT CO NOT NECESSARILY OCCUR Aa A WEB SPLICES. L ON 'T"E SAS FLAIr 15 SOTEIAI - " 1. IF FULL BE)�9,ktiG Of rl %N GE5 - "OIL i;UHED IN ELD LLUTIA -IDES '4, :3 R . 2­� - CF TTAIL A Ak ... C '— 3 2 v N '47 vi I E 5•{ E A :1 C3 ALTS KNE` -DETAi It II fTp-%. - KNEi' FOR 'Bij I LT UP STRAC- 3 N-12. COLUMNS. v DETAIL' ;.8� FILLET SIZE S AjV. E AS WEB THICKNESS (HOLD 'B :FILLETMAX.) -SIZE SAME AS WEB THICKNEcS(,;-iOL FILLET SIZE SAME AS PL AN G rE SIZE (HOLD IV MAX.) oars -,-.STANDAI?DS WELDS I tLj GID rs ECT �Zs_o.,.FMetallic-Brade BU I LT ...... ...... .... _ ' - .. _ . fir. .. ' , Y{ 1 - n�•4pry.. - _ _ i wr- 'h 1 ` 1 6', R A� 1 � L i . � �i Y� �.A•w ��. �_ it .i Rs ; .�:, s• •flr :M 3 - s - y r s ;.., 4 �. � �. _ a � y ( R � h ✓ ..r� 1 �'T`.—f-' 1 ' - � 3 C � • . 1 1 t. A,. ; J. 1 itV �'a q ^t'!' 1.� �,.a,.�tR�1�,. -t • r".„; i f f' ' �.. ,,;a 1 }, .+ ss _� 1..FA hi� '�+�Y'„.E. +awn �'1"+rr�!*i ,'^' f .r i'i-t;.YM 1 .yk } �'+ ,�, 1iy.. xT. pt M . $ •�fi .. . 1 . ; ..y _ x - • .4 ��', �, 1 7 � f tR � �+ Titil x u._}y{1',,ht..J '�{X •� •f.. '.V •!r YY.i.i¢ N•lh +rl4t 9t. J• �}`.t-f lf•� -j� .rt +_,,,s .�', �+r f }.i y . � . v. , ' - `111..J--_ -r+..3 -�[+.0 ,tq� v -7 E 47- F,j B c RIS ti P SPLICE CNI-E TAI' C & D M L -D SP' IC=' (e:00 ED) 3 -D- l'A i L * C 'hzf-64 '>O PL.ANC,C'S OVER iHiCK D'cTAIL_D7 FLANGES THROU TH Ic K, 2� 5i PlCAL`l46U'-rr - �N T FOR �. ;'r � r :, .�c."'').1 s .Y' r 's,•? �t y t -2 .c K .,�,•>.,Lr4`Ys,•"r k r , _ . 414 r. K :. e. > q - t , i`•r� '£�gy�"�' ` �` z { f *r J 1 � LJ e �_ 1. ��• ^ .ice _ L w "1 .L I 1 �. :5s�ec�:icatFons w> ip on uniform depth Columns and one •,vo. L� .. " ' -• More. ` columns. Simple soan srdewall gin; are ins~•• I1 ,,} terror -quiresu line. IDue to tower prod o the use tiea column CONTENTS 12 9 Single-Slooe of ctearBra _ e buudrny Cera s Weather Root (SSI span Or modular rigid frame DwrC: Section 1 General N 4 . p wren a !. 12 roof. slope from Sidi to side instead of rod * s , siCe- Building consirs of taPereC ootinvu 9 Section 2: Structural Steel Design buildings have one, two, twee or morearia rakers. i1Ao,�u / ,'jtinudu3 S,dewall i interior columns G, Section 3: Structural Framing 9 its by-pass the cotumrs. (Due to tow F Section 4: Roof and Walls rte. Dwltl,ng requires use Of MrapK-gracen's Wea nef Roc . 1 2 10 Single Slope Flush Girs ISSF( -rigid frame, clear s Section S: Accessories with a !.> Par' Dudei 12 roof, slope rrcm srce to side instead of ridge Section 6: Erection and Installation aide. Budding conslsu of uruform depth columns and un,to. depth or tapered ratters. Section 7: Building Anchorage and Foundation ll'h" Girt LiSupple span sPewau gi••u are in- Section into the cofumn line. ,. (Due co low prop building regurres use or Metallic-Braden•s Weatt+er Roof 1.2.11 Wing LJnrt IWUI a 1 • GENERAL building exwnsan with a root stone tic srtle to side instead of ridge to sloe. These _nru usually ha . t•t SCOPE t the same roof slope and girt design as 'Vle tur,dl 1.1.1 ng to whr The Dld,n_g rK1udes .all_primary and secondary structural J r p iney are attached s a < -- g members. flw connection DoI[s. covering.trans, ucent 1.3 BWLDtNG NOMENCLATURE Panels, windows, doors (except--\T-eadl. flasnrng, ,as. 1.3. t Root Slooe ti teasers. Closures. sealer. arvi other mrscellaneOvs ,toms as t shown. (a) I" of rise for each 12• of norizW These specifications are an Outline of ICS.CL. at run 1.1.2 xrfOrrr ante to insure :!SI. _ - Clat Me arcrrte^-engineer, 9udaer a.lrlor owner understand ICI 4'• of rise for each 12•' horrior rat run (HSI. the basis for design. manufacture anc aooltcat,on of Meta;ltc• IcI I " of rise for earn 24" of horizon run lC'_^,titSL Braden Budding Company's metal Dudd,n ItlI I" of rose for each 43- of hOrlZOrttal run4—-MSL 1.1.3 Due to a continumprogram9 systems. (�LYI. MSXL SS • , anl of,, and development, 1 • SSFI. , oticeSPeclf'catrons in cls manual are sub 3 2 Buildin "Width'• is measured !Tom W_VC!e to outside notice. lice. to change without ' Sidewau giru. Ilnside of wau covenasg.I - - 1.3.3 Budding " Lengm•• is measured from outside trCSr:,e O{ las t.2 BUILDING DESCRIPTION wall girls. (Inside Of wallcovering,I tbO 1.2.1 Clear -Span (CS) - rigid frame 1.3.4 The building "Nominal Eave Her ht" ' ` type budding with a roof slope bottom of the base late of g Is measured from ti - Of 1:12 consisting of tapered columns and rafters Continuous p f'4'd frame columns to a Sidewau girts by-pass the columns. a 2' above the intersection of lines r de c the wall covering and the guide oesentirlg the inside c 12 2 H�Span (HSI .dear span rigid frame bu building with a roof slo 1.3.5 The "Ba Len roof coven d 4:12 COI1Sisti Of to Pe y Length" is measured . ^g• , ^g pored columns aril rafters. Continuous s a for interior Da between name center lint sidewan guts Dypass the columns. s:�; , ; ys• and from the inside face of Classic (CL) .clear Y T tx s►ue[ing to the corner line of the endw` span riga frame Ou11di ` ng with a roof slope the: rise Interior frame for er 't�"'6 rte, Jf ter{ of 1:12 consisting of tapered beams on uniform de 1. u , t:bl- t •T' 1�Til ! 4 6 bf� .+i 7"l- s a." { umns. The bottom flange of the tapered beam i P = t t :.ii irii 7n p`ij}syr cC� fiYavr` ?FFtTT�RRr : t Sim I s horizontal. slPinn srGewatl giro are in set ( I'h" Girt Line) into me. ; j ------ column H ,,::MetallicRAWINGS } 4^ a� 4jcz �L e. r.' ,.,r�.', ,w 7; kw r; . is -Braeen WIII. fU/nl3ft COrflpleCe of ",�•. Lg I:1.2.4 Classic Low Profile r anchor eel on drawing (CLL(• clear n + t showing b� seW spa ►rid /tame building with rsr , -framing ^�• alf. endwau' and roc h , r f �; "a root slope of '!,: 12, consisang of ;adored beams on unit r { r z3� • transverse cross-seYiians covering f �s 0 L „ dep>ri c°►umns. The bottom flange° m �3.' details. and necessary gnstatta on ^9 and Wshln: ClepchJiior'zorCol Columns. or the tapered beam is r "z ` the proper details to Clearly indica." Simplespan sidewau girls are inset (1'h" Girt Line p Pe assembly of all puAd,rlg Para ffia he ( Column Ilne ,i2S .Classic Extra Low a Ont• �' P i� t S U L UPLIFT Duddi (CL.YL, C..a► toan rigid f i 3 RATIV.NGS ^g with a rob/ slide Of %.12 COrtsrm g d r3R'gr `t r= a y..lVtetallK$fatlen will furnl.rl, wt l'.CA I rNf •:..s rig or uniform de ' ire : :columns and tapered or uniform system havingthe d a roof dr_; depth rakers. Sim les an {�' Underwriters Laboratories P i F�s "t ct F sidewatl giro are inset I Ph" Girt rnt0 the Column line.' '�r '''"' " raJ� Of Class 90. a3 hRed in the ld U.L pupli�.,p� .. IrvC (Due cO lower prorate. budding fegwres use Of Metallic - Line) MATERIAL UST under Guide No. 36QRQ Metal peer Bratlen's Weather Roof.( - .•'s , F v J%Wmblres, Construction No 65 No. 100 . t , Modular -Span (MSI. modular rigid h s 9 J$ J�; 'Jf'si' ,f.fu' r r31 . r NO. 14$ �• x,21 .yij"�{,. -.fi S1Ig ante budding with a f00r F j •vi.,.. 4'�. ,.s th f.�' i•" -k s ,.i'ii�r?7",d-�, ? � ,y - t.> •-•sir ; Opo Of 1:1 ., r-,.,z.t 3 +,•. .l, e r r¢.,, ,r 'S y, 2 consisting Of tapered Columns and rafters and 2 STRU two, tnr C'URAL STEEL DESIGN" # 3 c ai < Y bile. K Or iridic Ir(e(10r Cdumrts Contin r f z z s gifts by-pass the Cctumns. .:: v r ,� t!OUS s+dewall k� s '� btrrx • ..n ,.. , �?� �`� r 'GENERAL #,ta x 1 2 7 MOOurar.Span R a ...:� Y�r f x 2 1 1 .:h ,.. 't LPA' orale (AISII - moautar rg10 frame build, fs aStructural steel sections and welded lace nlemDer= are Ce 'rwRh a root slope of 'h' 12, consgsa or to '` *' 3 ysigned in accordance witon h Vit P IrnrfOrm depth columns and one. two, Vlree o► more inter y <^ t '��a �attle ?'g^ eGuaemer� and albwade strc� L letatui 0 to Vie r _ Columns. g its are Inset t /: tg ,:'Spe�fKatfon for VieArSC �, u s. Simple span srdewau I , � De gm CatlOrL in0 ��� St ` ( Gin line Fab' „(rite tree Column rine. ;fy,t ,•s- ! ,`for Building:". latest edition. «dons '� rIsI,B Modular- �tf3�,'�'--`�r2 1 �... Span Extra Low Profile ,z t 2 Cold formed s• IMSxiJ nwdular rigid frame fi �r . �tructu►sl nlernbets 1 Oulldulg wrgh root slope Of 12 a +�� _. and ex:eno! eoye.v,rQ i3 fur. a i3 Co"y ng of tapered rapers a `�dt319ntd 111 aeeordarlce with til! =001K�Ok 3lrSlOn3, rt atr/� c _... . . .... ....... -. x . - - ~ .e �fi.."li'.: �'.3:'�"�' z :F.3:.£,::.e:� ?.�.:+. �-•su..? ':� the deLOn f�Yh.e�wrrr.."� �..� - . __ . � . -_.?4 { uF aF f j .x! +: 43"^ {far•:ird , - a.. c- " i' { H > < 3�r'� p F •.: � t..., � `s#; . ,it., _ ., .' a t . ..,� { i •` l "'3 t1 itis:. `yr ,. r �•, ! •— •� ..r .. ,,♦t _ y r , tC��:►tic-�1 �:�er; �uiIdil�;o, Comn; : .� SPKd,ca:ion for the Design Of C,. d Forrn.-j St I St uctLral A!er Der;.', a-est eC, an turn ofthe n,,, method Where required. rnr.-;±,pis in St:GnCaty m ••1De:5 are made with special '' Oval head 2:2 DESIGN LOADS Oo; ' ';J r 2.2.1 ' The follo.ving crreria for live loads and wino loads mall be 3.1 1 1 Framing rhea. tee. S carry an Identi`ying nark drill r 3 followed in he Ce9g•f of CandarC Stenciled or pa ntecl Stamped WE WINO _ building conbone•1ts .LOAD -LOAD APPUCkTtON s f 3.2 RIGID FRAMES ,< �" ,�= hx r (Psq IPsfl CODE r All rigid frames snatlf be welded, builtir T. P sections. The 20 PS. "00f live toad columns and thea .e s F r ma r y be dialer taro .Meed Cr exce-d rummum load tapered r depth Or. • 12 IS Of Uniform 3uuc,n5 Coco • 12 25 ' BOCA 3as,c 3_,,mny Cxei `•' :. .: , . <! f . Standard i u„g Cone e,n 3.3 EN1M OWALL FRAMES (BEARING END FRAES) All endwall roof beams and endwa!1 column. , 20 25 formed ..C.. shall be col' - 2S , se^.rons, mill-rolled sections, or bu tvp J •sec, tS Mers or e:cexs men ' : 30 20 Common Snow or JOC y tions dependirg on design requiremen ;" n 20 2.2.2 The bulldinp components 3.4 PLATES. STIFFENERS. ETCH Shall be designed t0 •neer Che most severe condrttpns produced by Me following load All base plates. Splice laces. ca P P plates and stiffeners shall corroinations: be factory weld d into place On the stiuetu ' members lar Building dead :pad plus roof live :0ad (O► snow) N Buwiding dead load plus w,nh load 3.5 BOLT HOLES. ETC. (Cl Building Cead !oad Plus wind Ioac.zius one-half roof :All Case, plates. splice plates and flanges Shaft be SROpY� snow loaf fabricated :O ircluae bolt connection holes. Woos shall be (dl Su,:ding deaf :dad plus roof snow :, shop !abncated to Include brace rod holes and flange brace ad plus. one-half holes. wind load 2.2.3 Roo.' live and snow :cads shat be a;.pi,•- on the hpn2ortal ri _ r r roof D:ojecnon Wind 10205 Snail 3.6 PURLINS AND GIRT, be assured to act horizon- tarry and Sr;all be aOpdeC aS Pressure and SURiOn In actor- - Punins and girls Snau be col' suction " dance win A1EMA "RKor7metitC Ge Pr Z sextons wtdf Stiff _ fened flanges. They snail be pre-punched at the factory to 2.2.3 where Ix2l;ur,se,eucn CIC:ates. designs msec on other than provide for field bolting to the algid frames. above Its ed (cads, corr:D;na:,Orfs Of loads. Or method of IOatl le or continuo They Srfall be Sim_ P us span as required by design. application may De obtained upon sperjal request."=,e�y= 3.7 EAVE STRUTS Eave Struts Shall De unequal Ran r 3. STRUCTURAL FRAMING g. cold-formed ~C•• sections." } 3 7 GENERAL *`:. 3.8 BASE TRIM 3 1 I Framing r s. r ye n�F x t�si s members are sho fabricated r `Abase member wit► be supplied D assembly. for Dotted field y wnirn the base o/ the r „ wall Covering may be attached to the perimeter Of the slab 312 Primary ? "a maty structural framing includes the trartwerse rigid frames This member shad be secured [o the concrete yap with ram- ' ` wing unit rafter beams and columns• rano �• expansion bolts, or equivalent a s' zt [e/medtatt columns, bearing end frames, tndwaU Columns. .drawl :KnOr3 as shown on the rigs An alternate cast-,n-place rectangular 3 1 3+� and wind bracing. :. F r Basel is available u nrequest.9r �#(� Secondary structural framing I 4pO , r r g ►Kludes t?r purlins. tits. Caul s:rtrts. flange bracing Sall Support. Clips. an g " < 3 9 . WIND BRACJNG qfa ry {`l rti is f . strUa:lral parts. P otMf miscellaneous When t.::r S+ 4.xrF�.<.�,Frrtyi,a, +,' p-n•Z-±''$ he wind load is applied in - .. T.`„'•• . 3 14 Steel for net-rolled StrUG[ural a( wrn a diremort that R tf sections shall conform to the , ^� resifted by the transverse rigid frames, Provision u made equiremenu of ASTM specification A•36, .: ;;...;.._ ,. to adequately transmq all wind forces on the btrld ,. Steel for 11 f �� us �,� 3 1 5 z burltvp sections shall be AUar� „ tOunda:Ion. The brawn consists of a t^9 to the s1` ~ , = e Republic Steel P• .K Steel Covan S0 s t4 . q 1 g a v } c SO Or tQUlvalerr comparable to Of exceeding ` ` '°, a diaphragm action of the roof and wall the minimum yield requoe!ne.•+3 of ASTM A572 Grace SJ for diagonal bract panel; -`.. ✓rripfates and bars alio ASTM A5;,7 Grade SO for sheet and step �� St�Uf �� �r forces are rarr,td s aGton. ft may consist Of rptls threaded each inimum yield stress Shall be S0.000 ps..'4"_F galvanized cable with SURaDIt threaded e� r3�-4 ! >- 3 J 6 Steel for all endwall **C-- G trftl anchors• ,--, ax sections smart De Republic Steel P•55 Portal frames , :ra , r e r Or equivalent, comparable to 7r exceeding the minimum yleltl f # zAlternate Gracing method, may be Used'wnen ti "?� 't 1 "'r <'�'►tqulrements Of ASi M A607 Gra else `. Grade 55 Minimum Yield s res mot Practical. , , above is rpt ion t..d,fnall be $S. f 5�rix h a , syY u t r sF 0� PSI. :;'•�'riw�:.Y, r+ a -'' t'.t,: sin 3 5!`'� L4p, .fi f k''w i �ae.ey,,•Ytj F` 317 .Steel Used tOf /m Bio .,G'�',�q"✓.y, „r2o� •'+,"t ,1r`ti s`-a.T.� o purlins, irts. cave Stru'-s an FLANGE BRACINGb- �xt''.Shalt g p •.�.. StR Ions -� a Ot ?epub►ic Steel P•SS or equivalent. .. The Inyde flanges �4. '' °•r jr' . ;exued,n "q comparzble to or x ^gds of rigid for cotunfns aced lateral) alio rah p i , g the minimum ,old r! U1fer!ie, ix,,{; '• 8M Dr n's .,Ie Y q 'Rs of ASTM Abp? Y <r a ,, y by angles connected to the fra Grade SS Minimum yield small be SS.000 p '*`. r i `• _ Web of the urhns or i me and to the . psi. . �a u i �Y;K; P g res. as regwred by the corn Cab.t prdUng Shall Dt 7 S[rdnd Linc Coated steel wire. s�t� rl i a ben" s•reis induced b th 1 Preisrvt y4 e3S� + %`tcrri7 /prm,n a Com- addfi?eb rnKL iul % ' by e• Oadln9i t.`aya _ g to ASTM A47S. e,rtra-P+i n gt grade.19 , W t 9 stat^. h'3./ f r a ,:. w b �x �._ We'd% are Ceslgned to meet tr+e stress r HINTING 1 ` - epuoementf of the ���.�` r MM '.S-ructu►at Weldim Ctx't.•`D1.1.79 3 11 1 - w..rcTYral (rami. lift rt '� � •4> '� mot f Wf1Kh a►e f1a�.. 3 110 Eiffel connections ctrl Dolled wrti A•307 or 1►-325 Dohs ai , '� � �� given one �P coat �l, p!imer equal `in Pe �arorieo are;. .a : � �`^ .as- . �, �n O � wri•fys �•3: S OoRs aye to tie ngnteiied Dy trio �� � r. ,<c,�,a�'Governmer#t speCrfrcrron. TT-P�360. An nfatenat Lp recee�e t M_::.. • .,�'�op D<� are `tkarfed .of dust; too ""�"`�' _ &J . ..... ...... ............ mpany. - — -------- OtIlle, foreign material b. miU,2c, 4 U I 1.2'Abrasions caused t . v a I ler. ; asntrjn4 are to be ex. COLOR FINISH -�:�cn�uo 4.6i I :Pec'eC. Pr!mer. SM.ail be furn!shea to 'these areas by Un' -ss sPe-IfIeC crne the contra c. -Cr ;er!.-, r,,:f, Pecs sej C-aivaniZe 131­1c-"��,o or field pals-IrIng as Z Zri- and e xpc steel Surfaces shall h., S tied in the-COnlract* :0c,_-.me.nZs. f ac,,cry applied color finish. -he Colorcca,- system is 6 2 META LIC-BRADEN" Of s1licone-po!Yer..e 262- po.,yes: r excerior*coa ng. n0frionall y0.8mdst. er for added acheSiOn and Cbr, ROOF Wru a 0.2 mm (nick priri OOFANDWALLS `rt -Sion resistance. Interior Coating is a 0.4 Mil high quality. Tenor witha 0.1 mil Primer. for a total nominal thickness 4*1 WALL PANELS ti -0.5 -mils. Steel panels for the building 'The DOUOle-Lam� -e A Panel fsZ6ndard on walls stlall be Meta I lic-graden's 4 -6.3' m ConSiSZS of a 2 mot Korad xrert _..---.coarjng combined wort, a -OS'. wand. P*_ Panel. HR Panel. SH rr" Tuff'baC'� Polymer inre!. Panel. or Shadow panel as s-,eclf lea. SUJ`f�ce. The KoraC COX ZIng is a Pigmented all-acryisc polyr-. 4.2 film be Cel by acnesives. heat and pressure -.0 Steel panels for the duilclng r 00f small be Metallic -6' raden*s ...... 4.7 INSTALLATION 0 i HR Panel (standard on mos; rOOfsj, PL Panel. or',Alezmer Roof F ROOF AND WALL PANELS Stand;ng Seam Panel as ipec!(ted . Roof pare!s are connnucus from ridge to eave. wheneva Praaical. Wriere enala Os are required. They area mi' PANEL CONFIGURATION . �!, , ", nimu... 4.3 ....... �';' .:of 6" and occur at a roof purlin 4.3.1 HR Panels (Standard on most roots) 4.7.2. a aneis are ­�nanu Sidewall p • nous from eav* ..:a. P/4" deep rtt)s,12** an cer.Zer wrm two inler.-ne(lia-' the cOlu.-nn Oase plazze. e line to I '/a** beic. e toners '/-*' Beed ten&ee.-, eacn major Flo.4.7.3 Endwall oar.ejS: J4 tM b. 36" Net ccverage. 4.3.2 a. For tuilcings with 1::2 A Panels :Standard rOOf Sfooe, enawaii panels a. - on rrics, walls) cominuct;s -'rcm Vee ?Oof line to I VI- below Zroe colurr. a. 1-31;6- deep ScLjlozu.�ec prof,;[ b. 36** Net coverao- base Pta.e. except where tne required Panel fengn wou -Weatne wn.cri case Me panels are sDlicea at Me ea. 4.3.3 - Roof" S-3nc;-Ig Seam P�rsei ex, n so. line. All D2. -leis are ;are cut. a. 3-ila" -eep D. •For t)ujjdjngS with 4 12 roof Vope. enCwall panels are cw b. 24- Net ccver2l.e. sinuous to e eave line. Gable Panels above tne eave lir' C. Thru fas-zeners at enc taos only. are cor.,,inuous to Me fOC,' line and bevel cut to come: 4.3.4 Pl. Panel (Avatiazie :'or roof a0plicaticonj Pond to Me roof S!C,-e. a. Outer leg of rip on bottom of SaCelap returns to c. Encitaps for encwa:l Pane on puffin. bear • cur at a wall girt. is are a minimum of 4" and oc D. Otherwise, profile same as HRBefore 4.7.4 securing. laps of roof Panel. 4.3.5 SH Panels panels are to be sealed with continuous ribbon of rape sealer. a. J/6- deep ribs 6- on cern r :1 D. be SM se S with No. 14 shee a. Roof panels are to red to purlin 36" Net coverage. metal screws at a maximum Spacing 43-6 Shadow Panels Y b At endla S Of SH Panels. the maximum fastener spacinc P of IT%.Nz a. 3" deep panel. 16" wide w.-tn a 6" wide b IS to y r `.center lib.P be 6 - At endlaps t,!,.u- of HR and PL Panelsthe fasteners are to tit , b* Panel attachment by means of a i9 hidden f ed each . ..... fastener de Of the major rib.rte, 4 c 16- net Coverage Endjaps of Weather Roof_ Sta Seam Panels ar ncling S Pe attached as se tc 7. Shown on the erection drawi Wall panels are 4 PANEL MATERIAL' -,:-'­..�Z­"."% - - 4. gs W�' `4 7 6 n • HR A '-rft!al screws at a maximum spacing of 12 -- PL. SH an m to be Secured TO girts with No. 1 s,h,ee, XVIal 23 specified Shall be 26 gage galvanized -bAttheenalapsofSH Panels. th anized steel. coming V. esignation G-90, conforming 10 the er spac-.-- ng Is TO be 6" ress IV, quirenertS Of ASTM A446 Grace E. Minimum yield s se in fasten At the end:ap of ti asteners aj� tZ !�e on. Panel Matef:ai as soec . ...... . h all be 30-000 PSI. See Sec7lon 4 6 !Of color finish. As an op. tete III ansels. !t;e ed -!ac.*1 Side of ?�t M..-jof r;I) gagein aiurr-iflum t e siCr!az; 0! A Panels. No. 10 Sri ataq X�'­­ C Oa(EcJsreel.;aivalume.asrranuf3cz,_-feco BetnlehemSteel me L01 screws ire: y e Corporation Of equal, with a minimum yield of 80.000 ps to have a maximum spacing of 18 ing 4 4 2 W !ather Roel, Shadow panel material sh so e Sheet with 3116fit' holes is recomm.--- all be as specified above in 4.4 1 exceOt the minimum Lamj*ness with a minimum of yield stressof 50-000 Snail be 24 gage. PSI. conforming to The rt wren Cments of AS TIM A446 Grace o. S FL.ASHING,:TRIM, CLOSURES AND RAIKIE 4S.1 Flashing anc.,o' r trim is furnished at VV rake. Corners and eaves. at frarned Openings. anawmefstverelle necessarto A:,, i)rovoCe weathl!f I,gFrneSS and a finished ap S 2 Fiashirg. metal Closures trim and other PeararKe.y miscellaneous parts 411 re Fabricated from 4 S 3 Closure m 10c"Ofming qua-*Iry galvanized steel. , 'S �71a.eroal.* either fameC, neral or solttl 0r posed cell clow.[ strip, •,f to De Insceued along me rake endfor eave FASTENERS ocuiapping sheet metal screws have Type or Typoe'­,Aa­ breads. Where required llor weather tightness• screws are -quipped with metal and neoprene washers.* Screw% n, Iex he-3ds- ire zinc plated. ave.,- and when necessaO ry. C match too! or wall panels. optional self -anti, fastener re,avalla0le upon requeSL -Mgp . . . . . . ./W SJ41:ietapC C.n.oaps'.jiriia flaupikV is i >; !tit. .. �'. f � . ..: .. x. < - ,,;y ^'�� .3,{ -'t4 3•' P'- IV�C 17 ic ^ C I { j C i�1 trr rt 5. ACCESSC;?ES 5.1 HOLLOW ` : 'rC •''ave 2 ,5 cl ,rte elbe nit ('Sero a..3,r, METAL S:YING DOC?RS �, at ;he. 5.1.1 :J^or :Cave I r,;•• ;�. '_m TC v:r,Jouts ire :o be s pporeC by d-�•nr en[ •c S ate G:, f,Jsn.'aDnC? �C frcrn Izetl, mill yaivan. a wall C�lerin0 at IO• malumum spac,mg DOnCerl2eC. emCOt;,C ,:'el Sheet3. •� • . S•1.2 Door frames are �alvanlzec s:eel v,it :e^ftlfCe^ recessed ;:ares. 57 VENTILATORS } t _ = S• 1.3 DOOIS are . UrniSnM tvi;h c j:!ndnC31 lock Ser e^CIa;CrS Pr . '2vi, [ f3 e " L"''•;• : S. Each aoor leaf swims 3 ry 1p bnca;.d from Garval„r:e ,.eel gl` ; .r�:.:. ts• and are available ,r the foilcw,r. . ..., swings frcm three (3141/2- :4t;:"galvanized.. 9 ryPes:. ' �_::,:',;,:_a•'�s�.� ;:. Steel, In..;er!o%king ternpla;e c;;- hinges, a C^11tI.nuCus—furn11he0 in !0'-0•' lengths Wi[h end caps. 5.1.5 Door !elves ane !, and nave manuaay ,pera;ed Campers. frame ar• smoo painted with One Coat of b Cr2:dr—r• epoxy base primer. urrrslied with :rte:,Or Dai/res and exterior wind 5.1.6 The thresmcid its ant:uCe_ : band cesigrec to proviCe maximum air flow, and are e aluminum ;gape :J provide a:•2•ra0ie with Or `NitrlJut ea.^ per. _ Post, v1e3tner se31. 5.1 .7 Doors are rc 31: ena'atcrs are'fur^iSr CC .with bi►:;creM. Ve.^.Ula, r { P video tv:t:` =ve3:her s;r:op,"y. rlcr< •� •o s or cat. _ fs a from ''M are raC 'r„ ;a screen. Steel and are 5.2 SLIDING DOORS F2:^.te9 were. 5.2.1 Sliding -loor leaves are 'c:1s:rJ; ec of b,._e Steel fr3mrng' S.8 LOUVERS iy x t is s4 lj jprr= Y �„�i coverer w:th panels as SPeC+f1-! for me walls. Door leaves L;v;veri dr r �• are flashifC and COunrer•'lasneC 3t• icateC'rcrn S3:van,zed Sleet, have ., .r12 •`Orwea�er Ugmtnes5. p' 5.2.2 The leaves are sus.aer,ced from Piny tirades :vrllch prov!de n.2x:mum weazmer Ogr.;ness while a galvanized Steel track b 2drwv, free dual-wrevec. galvanize,., Y ng alit flow, and may be a::ner, , •,s r hangers g - Seel perrranengj :Ubricated CICIIC d -lxeC— I g S ne :'aCk br2C<e' 2n ;r- Y C ades In fixed OCSrron, or counter-f:asmee nooa. C ..begs a -e CIO;e^eC by a b ?CVS;3Cre—^Defdted by nano Crar•k Coe,3:or ,7uit U7?,n S.2.3 The door is ecu;ec oermor :s eoaon;Il!. louvers are ces;greC for :nS:a!!2•rcn ed wpm z 1anC:e dn= Slide bolt f2tCI1 -xiLh m dSiembl vihi h t ereriOr wd!I Gane:. and are ftmiSrleC va:n on - 5.2.4 c p., .firs p2VOCkin from. ..._-•,• r 9 • ims:oe or out• - s.�'t scree -s. leJ:r. s for Ouiie: side a me ..til gig. ngs with :7IOr<oa:ed .marls 5.2.4 Standard c � . are ca•n;ed .,n:te. - c of 1l:GIn.� ccor ,;zes Snail 12', 14' or �' 2 fele' bit 10% 6' ni-b h 2s see:If: q!! spiel -^COWS small be 5.9 INSULATION tlesigneC :O :vl;hs;arid aMF!;C30ie WInC iCaCS. 5.9.1 F:'Je:-,;3SS Ola^te fnfUlatiCn S!'!211 nave a Censtry or C.6 pCf • S,3 DOOR FRAMES—OVERHEAD AND SUDING DOOR ar` 1.`72!1 be availacle in IS;". 2", 3•' and 4.. thicknesses. 5.3.1 DOCr jamos ac r:eaOt (CZ-•er'1rSuiaL'On systems are available with ZhiCknesses up its are cO tl-IcrmeC cannel SeC'iOnS M ? irKnes Having One Stdneard ShCP teat of prime• 5.3.2 Color word:rat 5.9.2 Fiber;lass tnsula:idn Facings shoo be laminated on one side ed galvanize_ S 'e! flashing ;.-Sall be provided wr n One of :.he !aCings as 1.*ewn in Chart below. to Conceal the pamel edges arcund the 00ening. 5.9.3 P.gid Foam Thermal Blocks are cut from high CemSRy ex(!Ud 5.4 ALUMINUM WINDOWS _ ed PCfystyrene board Stock. having a UL 25 Rame spread ` Aluminum windows are Cesi neC for rn ' raarq. ' exterior wan g �•lation with the S 9 4 Tfttrmax /oildaced ngid insulation has a grass !!Ser reinforced panels. J/inflows are comVete with latch Po!}dsocyanuratr foam core. The foam core has a uniform, removable half Screens, weather Strr in * ? r PP S. and are finished CtOSNr<Nt StfrxTUre which q resistant LO the !17vv Of mea[•` bronze. they are IaC•Ory glazea witlt herrrie-_lcally sealed Cain -'Alum:num foil Iar-r laminated CO each side O( the f0 ' panels 3132" thick and 1/4" dead air s arm • s HAMA approved. P windows are p►ome an !fectwe rnOlsture Darner. T1+ermax in product :4y _ wl I { S.S TRANSLUCENTti�z,M,r�:sY F° I�u + t ! „ i+ rdUG3 are available in thicknesses from 'A to 211 at o'1 pr0 r`PAN t s #tf. #h•'i5sr� �'. 55.1 HighStren n r r ELS ...} rS.r.l _,?'1�zS'�._,.it •.°'..1 c¢tt.}„•�`P')� ,',,,"•.::z� -.,t fy'c. fpanels r +. 4x Com . Q n >T ii } +• r! l t anS.and may obit Ciro,-�,�i�er reinforced 9 rIT >r S.2 MI/yVln 1 }�'Vlnyl Polyester high StrengthFade a. 7 e r Y ,:.'r..+rrY ' !-F•.. y Strlrn Foil .' r _ 9 YP S:IUCtu: al Ig.nerai OUrpose) CO rOlmm ZO torn.Coity Nv�r r . r�¢' ;Tenured fail StNm K/alt P �•'fK 43 ��� ""`, p• Type It hav ward CS•2: s57(71 or ,t'+:. a• „J9 k.r-t:,'-t.�n �r �` �F12rn. C;:.. P,ted�;;^ when g a Durr my rate :f 2' ;r r^InI,;. Or less n c aa• 25 e Y VI , :Cited :n c a, s. „id.t ,.t dC ^f CC with °� 1r1 Ca I : * ri D535.56T. r ::m ..•, r �p'Crfr cn = ; •.. raril SerTveKrrre,y,n F n � O Am I big. 2xOpanel pro- rDop Oa .ffifes, are 1/16•thick, vetS 2 High Streng [ransiUCM( pdnNS match S:2 gmt9 ounces pe, duare tool anda/e While wtto a grdnitizec ' a Kr ICA Surface. fnsL:ated ;rdnSluCenr t.: ,. i.y.7sr,,...,',.+,�, '.' dmf'.•. 6 ';-,a1,, f > 'fl...+l n ''k 4 wJ. panels are available 11 . ;PfOfile Only. h '¢ { ype ( HR Panel NOTE. The numerical flame soredd rdtin YI hazards presented 9 s not intended ;b ref.ea r �' t r 3rrti t i! z x M r� . d e> a P by (HIS 0/ any OIhlf r'Idle/lal 4Conditions under aRual foe : EAVE GUTTERS, RAKE TRIM AND ` S 6.1 Eave DOWNSPOUTS :. a•.� s . v+�. gut er and rake trim are roil forr .tC rf xsd 6. ERECTION Arjo I..,YTALLATIQP{ 4 avi r 9aivanizeJ Steel in ! Om 24 gauge �� Tne erection r +� ...= raw...: M'.7 ' .en -1 9 strips are of 'he n'et21 O:riid:n9 an 6F cs a "mss pfOviCed fCI ease of e►ectionyEave gu 4.1d eke [nm are d tn! ins;atlapon O{ Shall DC rl KC. SSO►ief .�on"ed In xcaCanCe with .Y.e,a!I r 1., offered in cniO' Cf P, f• i Vs a K 8 aden'f lreaiWt I;r�ItgY: `. �D a Whre Slate 8rrze Or Cialvdlume DY qualified KeROr using Proper 10011 and !„JI �'-'��^'rrtfq�un0ainreCl T2P r�su ♦• p Mfadd2Wr1, gent. h 4. •Sp ' .- r,.:'f-' erecflon L S 6 2 -Down;rti praC(Ke1 srsvt COnfOren t0 Sect. -on j, . Po s are eCan alar in > Of Standard PrY-� Code dr ru, ,rrr .i 3 ,r,` 9 shape "+awnnq approx.! Afl+cttlrai m act,ces.- there Sr►atl De n0 fieiC fn00dKaut7ris io Wrrllar ,..;< n- Y The are fpb.icr(ed from :gauge Iavarn2: i�” erfberleacept as auMmilled ane i y r ✓ -_ ....,.'tu3�f:�a2�,t. _., 9_ Build Co. =iusavv w4as, hMCyMecanK @•aden 0 % Hic m c n NG ANCHORAGE -NOATIO FC:� 7.1 ANCHORAGE FOUNDATION '.'The building anCrj rbolis'shal, a Fou -'Cations will be aaecu a'.e#y -esigne-a be Cc-,jgnec:o iMUM Column ' reactions -y c;jai!fe, engineer *,o WCDOrt —oe buildin-, rezct-'Ons 6-zher load. result,. -Ig !.,cm the s.0ec:fK ' Omtima- Jons of loading$. the wMIC."I fray e imposed ��y Me-OCIW02ncy. design anchor 0oit Ciameter anu -projection . shall be sPeclfieC by.Mem,,C-Sraden SF-.a:'f e based on tne spe-,Ific sort Co. -,ons-, ons of the building unless 0 -Me mvide ncred. site. The engineer shall be reraineC by cher than the Puiaingmarufacurer. .' Metacgracen SLIP ng C=P3My assules noV-, responsioili�:y for Vie integrrry of foundation. the 4 V 0 % John R. Hawkins Fire Chief Proudly serving the unincorporated areas of Riverside County and the Cities of- Banning £Banning Beaumont Calimesa Canyon Lake .;. Coachella Desert Hot Springs 4. Indian Wells .;. Indio 4. Lake Elsinore La Quinta Moreno Valley Palm Desert Perris Rancho Mirage 4. Rubidoux CSD San Jacinto Temecula Board of Supervisors Bob Buster, District 1 John Tavaglione, District 2 Jeff Stone, District 3 Roy Wilson, District 4 Marion Ashley, District 5 RIVERSIDE COUNTY FIRE DEPARTMENT In cooperation with the California Department of Forestry and Fire Protection 77-933 Las Montanas Rd. STE 201 Palm Desert, CA 92211-4131 (760) 863-8886 Fax (760) 863-7072 4 Date -42d La Quinta Building Department The Riverside, County Fire Department is granting the fire clearance for the following location Please call if you should have questions. 760-863-8886. Thank You 4 Respectfully, Jason Stubble Fire Safety Specialist f4 }mss �P" • mobs SAXON E R G 1 N E E R I- N G July -23, 2007 Tom Hatton-, Bldg Official City of La Quinta Bldg, Department P.O. Box 1504 La Quinta, CA 92247-1504 Re: Pad Certification- family ]Heritage Church, 7$998 Miles Ave; La Quinta, CA 92253, Buildings South and North. Dear.Tom Hartong: This letter is to verify that the locations and elevations of the building pads for Building South and Building North were field checked by Carlos galdivae, L.S., and found to. be in substantial conformance with the approved Precise Grading Plana The results are as follows: Building Address Plan Field Difference South 78-998 Miles Avenue 94:0 94.1 +0.1' North 78-998 Miles Avenue 94.0 94.0 N/A' If you have any questions, please contact out office. Respectfully, Saxon Engineering Services, Is �GQ�I�FESS�p�Y �ZM.g ,j4, � gyp•--.__.:. Kurt M. Saxon, P.E. R.C:E. #44180 of cAt�foR President Z ' d OB2S99E6�,6 I 30I A*d3S .9W I d33W I 5W3 WOXUS WLJ2I :I i ' LOOZ. EZ In[, r KNAPP & ASSOCIATES, INC. 408 So. Stoddard Ave, San Bernardino, CA 92401 Phone: (909) 889-011 Fax: (909) 889-0455 E:niail: knippae'i aol.com September 25, 2007 To: City of La _Quinta, CA Building & Safety Department Re: Addition to Family Heritage Church 78-998 Miles Ave. I have reviewed the structure on the subject building additions, and I find them to be in substantial compliance with our structural plans. I am therefore recommending that the contractor be permitted to proceed with finish installation. Respectfully submitted, Leonard C. Knapp " Engineer of Record k yy7y, i-'�• ';. � a—v..,y y�78 ��;� � �+�s -+ v^ 1 ,.� .", eta' a < r r.ti k3: a s 1E 1zR. �' ti r 1 I :: ;� OF" -POKES TR,,,a COLJIVTYFIRE DEPt'►RTMENT' S :RIVERSIDE a " 210 WEST SAN JACI 4TO a 1, s 'ISCA 237.PERR' >� 1714).657-3183 f: . .. (619) -347-2480 INSPECTION g# 'COMPLIANCE ORDER Page �of Notice No: �., FACILITY NAME / c 2 ►7 Date: j` ADDRESS $- City__.,Phone: —ci sS The items listedare,in violation of one of the following: _.below UNIFORM'FIRE'CODE. UNIFORM BUILDING CODE: RIVERSIDE. COUNTY FIRE ORDINANCE CALIF. HEALTH & SAFETY CODE (TITLE ) OTHER . Fire.Inspector. FOR FURTHER INFORMATION PLEASE CALL Phonel 25 -COUNTY a. RIVERSID Planning & Engineering Office 46-209 Oasis Street, Suite 405 Indio, CA 92201 (619) 342-8886 City of La Quinta Building Division Re: Family Heritage Church 78-998 Miles Avenue RIVERSIDE COUNTY FIRE DEPARTMENT IN COOPERATION WITH THE CALIFORNIA DEPARTMENT OF FORESTRY AND FIRE PROTECTION RAY HEBRARD FIRE CHIEF .August 4, 1988 92 9 4'�l�fNT Of Planning & Engineering Office 4080 Lemon Street, Suite 11 L Riverside, CA 92501 (714) 787-6606 The Fire Department has no objections to the partial occupancy of the above referenced project. Occupancy shall be limited to the offices and restroom located on the first floor area of the south side of the building, and no more than three persons. DENNIS DAWSON Deputy Fire Marshal to