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06-2495 (SOTB)P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 T4ht 4 4 Q" Application Number: C06-00002495 Property Address: 8 -1697 -RICOCHET WY APN: 767-200-999-0 -312021- Application description: STRUCTURES OTHER THAN BUILDINGS Property Zoning: LOW DENSITY RESIDENTIAL Application valuation: 2328 Applicant: Architect or Engineer: V_ BUILDING & SAFETY DEPARTMENT BUILDING PERMIT Owner: DESERT CHEYENNE, INC. 78401 HIGHWAY 111, SUITE G LA QUINTA, CA 92253 (760)777-9920 Contractor: HERINGTON DEVELOPMENT, 40960 CALIFORNIA OAKS MURRIETA, CA 92562 (951)677-8415 Lic. No; 753190 J RD VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 8/25/06 ------------------------------------------------------------------------------------------------- LICENSED CONTRACTOR'S DECLARATION WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with I hereby affirm under penalty of perjury one of the following declarations: Section 7000) of Division 3 of the Business Professional ode, and my License is in full force and effect. I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided License Class: B e No.: 753190 _ for by Section 3700 of the Labor Code, for the performance of the work for which this permit is /� _ issued. 7Q7 Date: - `' °Z� ��e contractor r--� _ I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation OWNER -BUILDER DECLARATION insurance carrier and policy number are: I hereby affirm under penalty of peri y that I am exempt from the Contractor's State LicenseLaw for the Carrier STATE FUND Policy Number 1542746-2005 following reason (Sec. 7031 .5, Business and Professions Code: Any city or county that requires a permit to _ I certify that, in the performance of the work for which this permit is issued, I shall not employ any construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the person in any manner so as to become subject to the workers' compensation laws of California, permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State pensation provisions of Section and agree that, if I should become subjectM,yheth License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or of! 370/0 oftheLabor Code, tall fort) ith rovisions. that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Sectibn 7031.5 by -, a 0 � any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: lrDate: Applicant:_ (_ 1 1, as owner of the property, or my employees with wages as their sole compensation, will do the work, and I• _ the structure is not intended or offered for sate (Sec. 7044, Business and Professions Code: The y WARN G: FAILURE TO SECURE W KERS'COPENSATION COVER GE IS UNLAWFUL, AND SHALL Contractors' State License Law does not apply to an owner of property who builds or improvesihereon, SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND and who does the work himself or herself through his or her own employees, provided that the DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN improvements are not intended or offered for sale. If, however, the building or improvement is sold within SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). APPLICANT ACKNOWLEDGEMENT 1 11, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the _ 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of conditions and restrictions set forth on this application. property who builds or improves thereon, and who contracts for the projects with a contractorls) licensed 1. Each person upon whose behalf this application is made, each person at whose request and for pursuant to the Contractors' State License Law.). whose benefit work is performed under or pursuant to any permit issued as a result of this application, ( 1 I am exempt under Sec. , BAP.C. for this reason the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City Date: Owner: CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name: Lender's Address: LQPERNfIT of La Quinta, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation ofwork for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building onstruction, and her authorize representatives upon the above-mentioned prope y of this cou ty toe er r nspe ion purpo Date: Signature (Applicant or Agent): Application Number . . . . . 06-00002495 Permit . . . BUILDING PERMIT Additional desc . Permit Fee 54.00 Plan Check Fee 35.10 .Issue.Date . . . . Valuation . . . . 2328 Expiration Date 2/21/07 Qty" Unit Charge Per Extension BASE FEE 45.00 1.00 9..0000 ---------------------------'------------------------------------------------- THOU BLDG 2,001-25,000 9.00 Permit ELEC-MISCELLANEOUS Additional desc . Permit Fee . . . . 18.00 Plan Check Fee 4.50.. Issue Date Valuation . . . . 0 Expiration Date 2/21/07 Qty Unit Charge Per Extension BASE FEE 15.00 4.00 .7500 PER ELEC DEVICE/FIXTURE 1ST 20 3.00 -------------------------------------------------------------"--------------- Special Notes and Comments alum.COMMON AREA GAZEBO.August 25, 2006 9:46:28 AM jjohnson --------------------------------------------=------------------------------- Other Fees . . . . . . . . . ENERGY REVIEW FEE 3.51 HOURLY PLAN CHECK 225.00 Fee summary Charged Paid Credited -------- -- ---------- ---------- ---------- Due ----------------- Permit Fee Total 72.00 .00 .00 72.00 Plan Check Total '39.60 .00 .00 -39.60 Other Fee Total 228.51 .00 00 228.51 Grand Total 340.11 .00 .00 340.11 LQPERDIIT (W- ; NO- L-EUr'91,Yc0' or K t,e 4i0n1U/ CtD a 7//-1/0(o 5 17 PFG 9122 i�' �D✓Ed City of La Quints Building & Safety Division P.O. Box 1504, 78-495 Calle Tampico La Quinta, CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet P g PermSt.# Project Address: 1- 69 % 04 Owner's Name: A. P. Number: 7 4'7- z Ov , f l S_0 } Z Legal Description: b Q . Contractor: � o Address: %�� C% (5 U G� .J4 -o44&4 -)l aj+k.Pp Address: % City, ST, Zip: CA u7 T-� ,C Telephone: Project Description: City, ST, Zip: IWa G.Q i .IG�r4 eX 9.�'a o? $ 3 Telephone: J ( - 50 b 11-2 3 State Lie. #: '15 ?j City Lic. • Arch., Engr., Designer: . Z A Address: L4 ( 6 NS 5 U. PJ)T C ` X XV City, ST, Zip: R*Otp-bo Telephone: State Lic. #: Name of Contact Person: y1Ct Connection Type: r Occupancy: Project type (circle one): New Add'n Alter Repair Demo Sq. Ft.: # Stories: # Units: Telephone # of Contact Person: Sod Estimated Value of Project: APPLICANT: DO NOT WRITE BELOW THIS LINE # Submittal Req'd Recd TRACIUNG . PERMIT FEES lan Sets Plan Check submiItem 716/06 Amount Structural Calcs. Reviewed, re dy for correctio Plan Check Deposit Truss Calcs. Called Contact Person Plan Check Balance Energy Cates. Plans picked up Construction Flood plain plan Plans resubmitted Mechanical Grading, plan 2" Review, ready fo cor ectio ue SL'aElectrical Subcontactor List Called Contact Perso �/ Plumbing Grant Deed Plans picked up S.M.I. H.O.A. Approval Plans resubmitted Grading IN HOUSE: '"d Review, ready for correctionsfissue Developer Impact Fee Planning Approval �$ 1 (xj Called Contact Person A.I.P.P. Pub. Wks. Appr Date of permit issue 2 School Fees n .. Total Permit Fees (W- ; NO- L-EUr'91,Yc0' or K t,e 4i0n1U/ CtD a 7//-1/0(o 5 17 PFG 9122 i�' �D✓Ed I PO POINT T F INN I B P N O BEG NG HARDS CAPE GENERAL NOTES STRUCTURAL DE51GN 5Y OTHERS. I I � GRID NARDSGAPE AREAS OvERLAYED WITH X4GRIDON TH15 PLAN SHALL BE LAID OUT THE FIELD THIS PLAN I INTENDED TO PROvlDEAESTHETIC ISECTION AN FINSH ONLY.Y 6II UST SU MITSHOPDRAWINCS WIT�E EQUIPMENTENT IFTfON OR TO THE CONTRAC ORSHALLCONTACTL4N LANDSCAPE ARCHITECT TO IEWHARD C PE LAYOUTPRORWATERF ATUREGO CONTRACTOR S EG IAPRI -I I:I Je T_ FORMING OR FOOTINGS S RF AT WO K . CONSTRUCTION. ALLPORTLANDCONCRETE ETESHALL BE uATER/GE NT At10 �IDIDID si�1/2 5 GKMIX,tYPEIIGEMENt DIMENSIONS INDICATEI TE CENTER POINT F LK. LAYOUT -ALL HAVE CONTINUOUS UNIFORM CURVE CU RV E AS SHOWN ON PLAN. LANDSCAPE ARCHITECTSHALL APPROVE FORM LAYOUTS PRIOR TO CONCRETE POURING. ' ` I 'TJ A t CONTENT H HI H A KAL`INE ORS L ONLY IN SOILS UJIt Cx L I: _sr_: - T --- I Q _ , CONTRACTORTO COORDINATE AtE [IRRIGATION SLEEVING BETWEE N NARD5CAPE AN IRRIGATION PLANS. LLCO CONCRETECOLORSSTOBECONFI EDB LANDSCAPE ARCHITECT IN FIELD PRIOR TO URIN�G WITH 4 D _CIVIL ENGINEERING BY OTHERS P P_ SAMPLE PANELS R SPECIFICATIONS. INCLUDE PE T PENETRATING SE LERON ALL GO G�E EAND PAVERS. FINISHUNLESS O HER W E SPECIFIED. , - - ROAD 4K1NCL 1T, B Y THER 5. : : Q : 3 _ I : 3 ,T T : I -4_ "- FOR RNl 0AD4`ACCESSIBILITYAN� YSIS ANDDESf NBY OTHERS. NE E EFEEENL Y ). T : LANDSGA P EARCHITECT MUST FIELD REVIEW FL AT ORK LOCATIONS PRIOR TO CONCRETE BEING POURED. 4 T a ALL GRADINGING AND DRAINAGE DESIGN NF ATUO K B CIVIL ENGINEER. NEER I 4 : : - -- —: -- - -- ------ _— _-— _: �� SCORE JOINTS CONTRACTOR T ORSHAL L LAYOUT SCORE2 E JOINTS F IELD IN CONSULTATION TATION ITH LANDSCAPE THAT MORE 4IDID S.F. F CONCRETE lS QPEN, KEY NOTES�RCHITECT. SGORE JOl S SH4LL BE PR0 IDEDSO SPECIFICATIONS SHEET® BOOK IM PROD. MGR. CS DRAWN: CS CHECKED, PROD. NO R 0303 DATE= - 05/27/04' SCALE- REVISIONS: 0 PER OWNER 1" = 20' 06/18/04 0 PER CVWD 07/22/04 0 0 Z� Z I A - JOB NUMBER:2179A JOB NAME: RANCHO SANTANA JOB LOCATION: LA QUINTA, CA Shelter Systems Inc REVISION: A CHANGED FROM 0057M—P4 TO OC47M—P4 PER CUSTOMER REQUEST 6/8/06 JSW REVISION: B REVISIONS PER STRUCTURAL PLAN REVIEW #06-2495 CITY OF LA QUINTA BUILDING & SAFETY DEPT APPROVED FOR CONSTR TION TABLE OF CONTENTS DESIGN LOADS NOTES ROOF 1.0 Cover Sheet CODE: CALIFORNIA BUILDING CODE MATERIALS (ASTM DESIGNATION) 2.0 Elevation TOTAL DEAD:6.65 P.S.F. 3.0 Anchor Bolt Layout TUBE STEEL (HSS HOLLOW STRUCTURAL SECTION) A-500 GRADE B 4.0 Frame Layout FRAME DEAD:3.65 P.S.F. STRUCTURAL STEEL PLATE A-36 5.0-5.1 Frame Connections ROOF DEAD: 1.20 P.S.F. ROOF PANELS (STEEL) A-446 6.0 Multi Rib Roof Layout 7.0-7.3 Roof Connections COLLATERAL DEAD: 1.80 P.S.F. ANCHOR BOLTS A-307 ROOF LIVE LOAD: 20.00 P.S.F. CONNECTION BOLTS A-325 GROUND SNOW LOAD: 20.00 P.S.F. ALL WELDING CONFORMS TO THE LATEST EDITION OF AWS D1.1 OR D1.3 AS ROOF SNOW LOAD: 20.00 P.S.F. REQUIRED. ALL WELDING IS PERFORMED BY AWS CERTIFIED WELDERS. WIND SPEED: 70.00 M.P.H. Lo 37 1/2" OVERALL EXPOSURE: C IF THESE DRAWINGS ARE SEALED, THE SEAL APPLIES ONLY TO THE MATERIALS 36" COVER WIDTH SUPPLIED BY ICON SHELTER SYSTEMS INC. AND IS NOT INTENDED AS THE SEAL ZONE: 4 OF THE ENGINEER OF RECORD FOR THE ENTIRE PROJECT.12" CENTER SOIL PROFILE: Sd 1 TO CENTER SEISMIC ANALYSIS: STATIC FORCE DUE TO STANDARDIZED FABRICATION 'PARTS_SHOWN MAY BE UPGRADED. REFER TO THE SHIPPING BILL OF MATERIALS FOR POSSIBLE SUBSTITUTIONS. ICON SHELTER SYSTEMS INC. RECOMMENDS THAT THE PRIMARY FRAMING MULTI RIB PANEL SECTI N INSTALLER AND THE ROOF INSTALLER HAVE A MINIMUM OF FIVE (5) YEARS OF DOCUMENTED EXPERIENCE INSTALLING THIS TYPE OF PRODUCT. HIGH STRENGTH BOLTING 0 ALL HIGH STRENGTH BOLTS ARE A-325 BOLTS WITH HEAVY HEX NUTS. THE BOLTSARE O A325TORBA490 BOLTS U6/23 2000 ASS PRIEIPAR DN BYO RESEARCHU �� COUNCIL ONFR STRUCTRAL JOINTSASTM { STRUCTURAL CONNECTIONS (RCSC) FOR THE AMERICAN INSTITUTE OF STEEL Q� I\V® CONSTRUCTION (AISC). THE BOLTS SHALL BE INSTALLED AS SNUG TIGHTENED WHICH Q' IS DEFINED AS THE TIGHTNESS THAT IS ATTAINED WITH A FEW IMPACTS OF AN IMPACT WRENCH OR THE FULL EFFORT OF AN IRONWORKER USING AN ORDINARY SPUD WRENCH TO BRING THE PLIES INTO FIRM CONTACT, WHICH IS THE CONDITION WHEN THE PLANES OF CONTACT BETWEEN TWO PLIES ARE SOLIDLY SEATED AGAINST EACH OTHER, BUT NOT NECESSARILY IN CONTINUOUS CONTACT WITH UTILIZATION OF THE SNUG TIGHTENING METHOD, NO WASHERS ARE REQUIRED. IT IS THE RESPONSIBILITY OF THE INSTALLER TO INSURE PROPER TIGHTNESS. F PROPER ERECTION OF THE FRAMING MEMBERS REQUIRES THE MAIN COLUMNS TO BE 'v PLUMB & SQUARE. COLUMNS, RAFTER, AND TIE BEAM CONNECTIONS MUST BE TIGHTENED BEFORE INSTALLING THE PURLINS. PURLINS MUST BE PARALLEL TO THE a 2 c BE AND EAVE BEAMS. Q m LU STRUCTURAL OBSERVATION a No. C 04 618— A * Exp. Dec. 3 , 2006 THE STRUCTURAL OBSERVATION SHALL BE PERFORMED BY AN ENGINEER OR ARCHITECT EMPLOYED BY THE OWNER. THE ELEMENTS TO BE OBSERVED DURING THE N� - INSTALLATION OF THE SHELTERSHALL BE AS FOLLOWS: qT C I V 1OQ 1. ANCHOR BOLT INSTALLTION OF C A \YF 2. HIGH STRENGTH BOLTING 7/25/2006 THIS SEAL PERTAINS ONLY TO THE MATERIALS SUPPLIED BY ICON SHELTER SYSTEMS, INC. THIS SAL DOES NOT SAVE AS - OR REPRESENT - THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSTRUED AS SUCH. Shelter Systems Inc DISTINCTIVE STEEL SHELTERS W W W.ICONSHELTER&COM COPYRIGHT 2004, ICON SHELTER SYSTEMS, INC. 7900 LOGISTICS DR SUITE C. ZEELAND MI, 49464 616.748.0985 800.748.0985 616.748.0995 FX 4- U) L O U rn 0 E DRAWN BY: v, JSW i DATE: 6/8/806 JOB NO.: 2179 REVISION: B BUILDING TYPE: OC47M—P4 PROJECT NAME: 0 C v c C a� a� C a I r U O RANCHO SANTANA IM, LA QUINTA, CA N SHEET o 0 1"o 3 0 FRONT VIEW qTF OFCIV ILFo�`�` Shelter Systems Inc DISTINCTIVE STEEL SHELTERS W W W.ICONSHELTERS.COMI COPYRIGHT 2004, ICON SHELTER SYSTEMS, INC. 7900 LOGISTICS DR. SUITE C. ZEELAND MI, 49464 616.748.0985 800.748.0985 616.748.0995 FX c- 0 4-j 3 JOB NO.: 2179 Q Lc REVISION: c 0- a BUILDING TYPE: OC47M—P4 Ln U 0 O PROJECT NAME: RANCHO SANTANA a) m 0 Z N E N DRAWN BY: Q JSW 3 0 DATE: o 6/8/806 c JOB NO.: 2179 Lc REVISION: c w B / a BUILDING TYPE: OC47M—P4 Ln U O PROJECT NAME: RANCHO SANTANA a) LA QUINTA, CA N SHEET o 725/2006 0 c� THI SEAL PERTNNS ONLY TO THE MATERIALS SUPPLIED BY ICON SHELTER 2,, SYSTEMS, INC. THIS SEAL DOES NOT SERVE AS - OR REPRESENT - THE O PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSTRUED AS SUCH. CONCRETE STRENGTH F'c = 2500 PSI REBAR GRADE Fy = 60 KSI SLAB IS REQUIRED. IF NO SLAB IS TO BE INSTALLED, CONTACT THE ICON ENGINEERING DEPARTMENT. 3" MIN 1 COLUMN TO BASE PLATE 3/16 d - 1"x 14" HEADED ANCHOR BOLTS (4) #5 LONGITUDINAL COLUMN BARS FILL WITH NON -SHRINKING GROUT TOP OF FINISHED FLOOR 2" MIN T P COVER. (2) #4 TIES WITHIN TOP 5" OF FOOTING (4) #4 TIES EQUALLY SPACED THROUGHOUT REMAINDER OF DEPTH 3" MIN SIDE AND BOTTOM COVER. 67.500' BASE PLATE ROTATION 03" ELECTRICAL ACCESS HOLE 01)/4" ANCHOR HOLES (4) PLCS 16'-07/8" 45.000' ___/ 67.50' BASE PLA ROTATION ANCHOR BOLT LAYOUT �p �F Fp co/v ti �/�® r T�pIV ey Dhow Shelter Systems Inc DISTINCTIVE STEEL SHELTERS W W W.ICONSHELTERS.COM COPYRIGHT 2004, ICON SHELTER SYSTEMS, INC. 7900 LOGISTICS DR. SUITE C. ZEELAND MI, 49464 616.748.0985 800.748.0985 616.748.0995 FX DRAWN BY: Cr 3 JSW DATE: o c 6/8/806 JOB NO.: c 2179 a°'i c c REVISION`. B w BUILDING TYPE: OC47M-P4 v 0 PROJECT NAME: I RANCHO SANTANAI� LA QUINTA, CA N NqrIv 1� ���� SHEET F� FOF 725/2006 6 THI SEAL INCS ONLY TO THE MATERIALS SUPPUED BY ICON SMELTER 3` 0 31; SYSTEM NC. THIS SEAL DOES NOT SERVE AS - OR REPRESENT - THE Q PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSTRUED AS SUCH. PLAN VIEW (o V TOP OF FINISH GRADE FRAME ELEVATION 3 PART NUMBER DESCRIPTION CW -00410 COLUMN WEL[ TB -19533-188.470 TIE BEAM RF -10999-250.999 RAFTER CP -10389 COMPRESSION PU-14829-141.000 PURLIN 1 PU-14829-92.500PURLIN 2 PU-14829-44.000 PURL IN 3 2 7 4) / (6 ALL SHOP WELDING SHALL BE DONE BY A FABRICATOR APPROVED BY THE DEPARTMENT OF BUILDING AND SAFETY PER UBC SECTION 1701.7. IN LIEU OF FABRICATOR APPROVAL, THE OWNER MAY EMPLOY A SPECIAL INSPECTOR, WHICH IS TO BE APPROVED BY THE DEPARTMENT OF BUILDING AND SAFETY, WHO WILL INSPECT ALL PHASES OF SHOP WELDING DURING TIMES THE WELDING IS TAKING PLACE. THE FABRICATOR OR SPECIAL INSPECTOR SHALL SUBMIT THEIR CREDENTIALS FOR REVIEW AND APPROVALS BY THE DEPARTMENT OF BUILDING AND SAFETY AND PRIOR TO START START OF FABRICATION OR INSPECTION. ALL FIELD WELDING SHALL BE DONE BY A CERTIFIED WELDER UNDER THE OBSERVATION OF AN APPROVED SPECIAL INSPECTOR. SUCH INSPECTOR SHALL SUBMIT THEIR CREDENTIALS FOR REVIEW BY THE DEPARTMENT OF BUILDING AND SAFETY PRIOR TO REPORTING TO THE JOBSITE. 5/8- HRF HSS4X4X1 HSS4X4X1/ 5 44 OFQUINTA GILDING & S ET DEPT. APPR ED FOR CONSTRUCTION DATE BY. �m ui C 5612 * Exp. Decl 31, 2006 klz T CIVCA��IL 0� FoF� 725/2006 THI SEAL PERTAINS ONLY TO THE MATERIALS SUPPLIED BY ICON SHELTER SYSTEMS, INC. THIS SEAL DOES NOT SERVE AS - OR REPRESENT - THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSTRUED AS SUCH. on'w Shelter Systems Inc DISTINCTIVE STEEL SMELTERS W W W.ICONSMELTERS.CONI COPYRIGHT 2004, ICON SHELTER SYSTEMS, INC. , 7900 LOGISTICS DR. SUITE C. ZEELAND MI, 49464 616.748.0985 800.748.0985 '616.748.0995 FX 4- D O N E LL DRAWN BY: 'v, 3 JSW ro o / 6/8/806 00 JOB NO.: c 2179 (o V TOP OF FINISH GRADE FRAME ELEVATION 3 PART NUMBER DESCRIPTION CW -00410 COLUMN WEL[ TB -19533-188.470 TIE BEAM RF -10999-250.999 RAFTER CP -10389 COMPRESSION PU-14829-141.000 PURLIN 1 PU-14829-92.500PURLIN 2 PU-14829-44.000 PURL IN 3 2 7 4) / (6 ALL SHOP WELDING SHALL BE DONE BY A FABRICATOR APPROVED BY THE DEPARTMENT OF BUILDING AND SAFETY PER UBC SECTION 1701.7. IN LIEU OF FABRICATOR APPROVAL, THE OWNER MAY EMPLOY A SPECIAL INSPECTOR, WHICH IS TO BE APPROVED BY THE DEPARTMENT OF BUILDING AND SAFETY, WHO WILL INSPECT ALL PHASES OF SHOP WELDING DURING TIMES THE WELDING IS TAKING PLACE. THE FABRICATOR OR SPECIAL INSPECTOR SHALL SUBMIT THEIR CREDENTIALS FOR REVIEW AND APPROVALS BY THE DEPARTMENT OF BUILDING AND SAFETY AND PRIOR TO START START OF FABRICATION OR INSPECTION. ALL FIELD WELDING SHALL BE DONE BY A CERTIFIED WELDER UNDER THE OBSERVATION OF AN APPROVED SPECIAL INSPECTOR. SUCH INSPECTOR SHALL SUBMIT THEIR CREDENTIALS FOR REVIEW BY THE DEPARTMENT OF BUILDING AND SAFETY PRIOR TO REPORTING TO THE JOBSITE. 5/8- HRF HSS4X4X1 HSS4X4X1/ 5 44 OFQUINTA GILDING & S ET DEPT. APPR ED FOR CONSTRUCTION DATE BY. �m ui C 5612 * Exp. Decl 31, 2006 klz T CIVCA��IL 0� FoF� 725/2006 THI SEAL PERTAINS ONLY TO THE MATERIALS SUPPLIED BY ICON SHELTER SYSTEMS, INC. THIS SEAL DOES NOT SERVE AS - OR REPRESENT - THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSTRUED AS SUCH. on'w Shelter Systems Inc DISTINCTIVE STEEL SMELTERS W W W.ICONSMELTERS.CONI COPYRIGHT 2004, ICON SHELTER SYSTEMS, INC. , 7900 LOGISTICS DR. SUITE C. ZEELAND MI, 49464 616.748.0985 800.748.0985 '616.748.0995 FX 4- D O N E LL DRAWN BY: 'v, 3 JSW DATE: o / 6/8/806 JOB NO.: c 2179 c � REVISION: B W / a —BUILDING TYPE: OC47M—P4 O PROJECT NAME: RANCHO SANTANA LA QUINTA, CA (V SHEET o 4,,0cii PA uttiCRIPTION 64 HX8632 5/8"x2" BOLT j� HN63 5/8- NUT 0 400 HXHDSD251 HEX HEAD SELF DRILL SCREW lUn\FIJI C 6 She[W Systems �I1C DISTINCTIVE STEEL SHELTERS WW W.ICONSHELTER&CON RAFTER COPYRIGHT 2004, ICON SHELTER SYSTEMS, INC. RAFTER 7900 LOGISTICS DR. / SUITE C. ZEELAND MI, 49464 /8" -NUT 616.748.0985 \ (4) PLCS 800.748.0985 616.748.0995 FX 5/8"x2" BOLTS (2) PLCS EACH CONNECTION / COMPRESSION O TIE BEAM RING +, / U COLUMN W/ WELED RAFTER TAIL C- 0 U 5/8"x2" BOLT i (4) PLCS EACH CONNECTION i i CITY OF LA QUINTA 0 BUILDING & SAFETY DEPT.LL- APPROVE® FOR CONSTRUCTION DRAWN BY: ® ® ® DATF BY JSW DATE: 0 0 6/8/806 4 I JOB NO.: 0 2179 I REVISION: B a BUILDING TYPE: Q S i N OC47M—P4 L( C A pF2 PROJECT NAME: 2� RANCHO SANTANA a r o. C 618 A LA QUINTA, CA Cs Exp. Dec. 3 , 2006 * NOTE: INSTALL COMPRESSION RING tp SHEET W/ OPEN SIDE UP 9TF CIVIL o� OF CA��F / i v 5" 0 RAFTER & TIE BEAM CONNECTION RAFTER & CONNECTION C04PTHIS © COLUMN® COMPRESSION RING SEAL�ERIoNS ONLY TO THE MATERIALS SUPPLIED BYICON SHELTER SYSTEM% INC. THIS SEAL DOES NOT SERVE AS - OR REPRESENT - THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSTRUED AS SUCH. HEX HEAD SELF DRILLING SCREW 1/4"-14x1" PURLIN CONNECTION © RAFTER SCREWS TION IN 1). SLIDE PURLIN INTO PLACE BETWEEN THE RAFTERS 2). FASTEN PURLIN W/ (7) HEX HEAD SELF DRILLING ON EACH END =1 CITY ILA & SN 13 D BUILDING 6�ppp ED CONSTR gY ppT co(I'm Shelter Systems Inc DISTINCTIVE STEEL SHELTERS W W W.ICONSHELTERS.CON COPYRIGHT 2004, ICON SHELTER SYSTEMS, INC. 7900 LOGISMS DR. SUITE C. ZEELAND M, 49464 616.748.0985 800.748.0985 616.748.0995 FX U) c- 0 4{ U Q� c- c Ln 3 0 Q U U !O 7 In DRAWN BY: /v, v JSW 3 DATE: o / 6/8/806 JOB NO.: c 2179 c REVISION: c B w / n - BUILDING TYPE: Tq� OC47M-P4 0 p �y PROJECT NAME: 2 c m RANCHO SANTANA Q' OLA QUINTA, CA . C 45618 m N Exp. Dec 31, 2006 * o 0 �IN 9r C IV i� o�� SHEET o FOF CA��F % 725/2006 1 THI SEAL PER NS ONLY TO THE MATERIALS SUPPLED BY ICON SHELTER 5,, SYSTEMS, INC. THIS SEAL DOES NOT SERVE AS - OR REPRESENT - THE 0 PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSTRUED AS SUCH. STEPS FOR PROPER PANEL INSTALLATION: 1. MARK THE CENTER OF THE TIE BEAM AND COMPRESSION RING (OR PURLIN ON MULTI TIER BUILDINGS). 2. FIND ONE OF THE LONGEST PANELS. 3. ALIGN THAT PANEL WITH THE CENTER OF THE MULTI RIB ROOF PANEL RIB AT THE THE CENTER LINE OF FRAME. (SEE ROOF LAYOUT FOR THE CORRECT RIB TO CENTER) 4. INSTALL REMAINING PANELS WORKING OUT TOWARDS THE CORNERS. 5. INSTALL ALL ROOF SECTIONS USING THIS METHOD. REFI "-11%6" I - REF. TIE BEAM COMPRESSION RING PURLIN 3 c od'w Shelter Systems Inc DISTINCTIVE STEEL SHELTERS WW W.ICONSHELTERS.COM COPYRIGHT 2004, ICON SHELTER SYSTEMS, INC. 7900 LOGISTICS DR SUITE C. ZEELAND MI, 49464 616.748.0985 800.748.0985 616.748.0995 FX 4 0 =� �`" °'°°" 2i II I II II U II II it II l� I PURLIN 1 ATTENTION INSTALLERS: METAL SHAVINGS LEFT ON ROOF WILL QUICKLY RUST AND STAIN THE ROOF FINISH! DRILLING OR INSTALLING ROOF FASTENERS WILL CAUSE METAL SHAVINGS. THESE SHAVINGS MUST BE CAREFULLY REMOVED AT THE END OF EACH DAY BY EITHER SWEEPING OR BRUSHING THE INSTALLED ROOF. THE DETAILS SHOWN ARE SUGGESTIONS OR GUIDELINES ON HOW TO ERECT THE METAL ROOFING SYSTEM. THE INFORMATION SHOWN IS ACCURATE, BUT IT IS NOT INTENDED TO COVER ALL INSTANCES, BUILDING REQUIREMENTS, DESIGNS OR CODES. CHANGES TO THE DETAILS MAY BE REQUIRED DUE TO FIELD CONDITIONS. THE ERECTOR SHOULD THOROUGHLY FAMILIARIZE THEMSELVES WITH ALL INSTALLATION INSTRUCTION MATERIAL BEFORE STARTING WORK. THE PANELS SHOULD BE INSTALLED PLUMB, STRAIGHT, AND ACCURATELY TO THE ADJACENT WORK. ERECTORS SHALL BE RESPONSIBLE TO ENSURE THAT THE DETAILS MEET PARTICULAR BUILDING REQUIREMENTS AND TO ASSURE ADEQUATE WATER TIGHTNESS. FOR THE BEST APPEARANCE ALL TRIM AND FLASHING SHALL BE INSTALLED TRUE, AND IN PROPER ALIGNMENT, WITH ALL EXPOSED FASTENERS EQUALLY SPACED. SOME FIELD CUTTING AND/OR FITTING OF PANELS, TRIM AND FLASHING IS TO BE EXPECTED BY THE ERECTOR. MINOR FIELD CORRECTIONS ARE PART OF NORMAL ERECTION WORK. THE INSTALLATION SHALL BE PERFORMED BY EXPERIENCED METAL CRAFTSMEN AND WORKMANSHIP SHALL MEET THE BEST INDUSTRY STANDARDS. 1 2 911=IIMIM, CITY INSTALLED F LA CSU I NTA CORRECTLY BU LDI G & SAFETY DEFT. n fTT A OVED THE SEALING MATERIAL MATERIAL SLIGHTLY FOR CC TRUCTION VISIBLE AROUND )A AROUND THE EDGE OF Y METAL WASHER THE METAL WASHER 17'-11136 MULTI RIB ROOF LAYOUT INSTALLED INSTALLED INSTALLED CORRECTLY TO TIGHT TO LOOSE fTT THE SEALING THE SEALING MATERIAL THE SEALING MATERIAL MATERIAL SLIGHTLY IS DEFORMED BEYOND IS NOT VISIBLE VISIBLE AROUND THE EDGE OF THE AROUND THE EDGE OF THE METAL WASHER METAL WASHER THE METAL WASHER DRAWN BY: JSW DATE: 5 6 6/8/806 JOB NO.: 2179 REVISION: o N q� F �2 '� a M o. C 0 5618- Exp. Dec. 1, 2006 i CIV IL�OQ``� OF CAS\ 7/25/2006 THIS SEAL PERTAINS ONLY TO THE MATERIALS SUPPUED BY ICON SHELTER SYSTEMS, INC. THIS SEAL DOES NOT SERVE AS - OR REPRESENT - THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSTRUED AS SUCH. In v c 3 O L 0 c v c a� c li B BUILDING TYPE: OC47M-P4 L0 U O PROJECT NAME: I RANCHO SANTANA cn LA QUINTA, CA 04 n 0 SHEET o 0 6,, 00 FASTENERSNOTE: STITCH OR LAP SCREWS ORDER OF INSTALLATION FASTENERS QTY PART # DESCRIP ON 8 PANEL#1 ROOF PANEL WASHER WASHER \ ARE NOT REQUIRED ALONG THE RIB J_u SAVE TRIM 10'OL LONG W/ WEEP HOLES SEE DETAIL M -E1 RIDGE CAP 10' LONG SEE DETAIL M -H1 WASHER am'm Shelter Systems Inc DISTINCTIVE STEEL SHELTERS INVIIIIIF-IILCOM COPYRIGHT 2004, OPYRIGCON04,ICO RHEUM SHELTER INC. 7900LOGISTICS DR. SUITE C. ZEELAND MI, 49464 8 PANEL#2 ROOF PANEL 8 PANEL 3 ROOF PANEL 8 PANEL#4 ROOF PANEL 8 PANEL 5 ROOF PANEL 8 1 PANEL#6 IROOF PANEL 16 TR -00001 EAVE TRIM 20 TR -00004 EAVE CORNER TRIM 24 TR -00007 RIDGE CAP 1 TR -00134 ROOF PEAK CAP 8 TR -00006 SPLICE CHANNEL 3/4" PAINTED SCREW 1 1/4" PAINTED SCREW ROOF PEAK CAP SEE DETAIL M -C1 3/4" PAINTED SCREW PAINTED POP RIVET 616.748.0985 800.748.0985 616.748.0995 FX 8 TR -00051 FALSE RAFTER TAIL 650 LAP7 4-14x88 3/4" PAINTED SCREWS 800 IMPAXI2-14x125 1 1/4" PAINTED SCREWS 150 STST43D POP RIVETS 222 EVCLOSURE48-L FOAM CLOSURE EAVE CORNER TRIM 8" LONG 222 EVCLOSURE48-R FOAM CLOSURE 1 1/4" PAINTED SCREW (1) ON EACH SIDE OF RIB (2) PER CORNER SEE DETAIL M -M2 ALONG THE RAFTER SEE DETAIL M -H1 1 1/4" PAINTED SCREW (1) ON EACH SIDE OF RIB ALONG THE PURLIN (IF PURLIN IS REQ'D) SEE DETAIL M -P1 ROOF PEAK CAP ATTACHED W/ 3/4" SCREW (2) SCREWS PER SIDE SEE DETAIL M -C1 � O -I-� U Q) 3/4" PAINTED SCREWS (1) ON EACH SIDE OF RIB ALONG TIE BEAM SEE DETAIL M -E1 RIDGE CAP FASTENED W/ (1) 3/4" PAINTED SCREW AT EACH RIB SEE DETAILS M -H1 U I 14-- i NZ 0 i CITY OF LA QUINT BUILDING & SAFETY DEF /APPROVE® FOR CONSTRUCTION I T. ` DRAWN BY: DA� BY JSW DATE: 6/8/806 JOB NO.: 2179 REVISION: L ' B C BUILDING TYPE: EAVE TRIM W/ WEEP HOLES ATTACHED W/ 3/4" PAINTED SCREWS (1) AT EACH RIB SEE DETAIL M -E1 ao s, Y O FZ r OC47M-P4 PROJECT NAME: C EAVE CORNER ATTACHED TRIM W/ (3) POP RIVETS m w . C 045 18 * Exp. Dec. 31, 006 RANCHO SANTANA C LA QUINTA, CA c SEE DETAIL M -M2 / 9r c iv i\. �� 0 SOF CA0 206 PEERTAINSS SHEET 7.0 METAL ROOF PANEL INSTALLATION ROOFTRIM INSTALLATION TRIM ..S SEAL ONLY TO THE MATERIALS SIPPUED BY ICON SHELTER SYSTEMS, INC THIS SEAL DOES NOT SERVE AS - OR REPRESENT - THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSTRUED AS SUCH. C METAL ROOF PANEL 1 1/4" PAINTED SCREW C on'w (1) AT EACH SIDED OF RIB Shelter Systems Inc DISTINCTIVE STEEL SMELTERS 3/4" PAINTED SCREW WWW.ICONSHELTERS.CONI (1) ON EACH SIDE OF RIB COPYRIGHT 2004, ICON SHELTER SYSTEMS, INC. METAL ROOF PANEL 7900 LOGISTICS DR SUITE C. ZEELAND MI, 49464 3/4" PAINTED SCREW 616.748.0985 (1) AT EACH RIB 800.748.0985 616.748.0995 FX PURLIN U7 0 EAVE TRIM TIE BEAM—/ EAM C) - U N CT WASHER Q WASHER � r 0 U 0 0 EAVE TRIM W/ WEEP HOLES 3/4" PAINTED SCREW o 10' LONG CITY OF LA QUINA ] -0 BUILDING & SAFETY DEPT. APPROVED N 1 1/4" PAINTED SCREW D AWN BY: ) FOR CONSTRUCTION Jsw 3 A o DATE BY DATE: o e 6/8/806 c JOB NO.: c 6 'L 2179 ami c e REVISION: C 0 j 0 g � 0 a 0 ILDING TYPE: e of i OC47M-P4 v e e o S Tp�PROJECT NAME: 2 � e ; 2 RANCHO SANTANA o. 04 618 A LA QUINTA, CA N e * Exp. Dec. 31, 2006 * o 9TF CIV IL o�� SHEET o OF CA��F 0 METAL ROOF EAVE CONNECTION DETAIL METAL ROOF PURLIN CONNECTION DETAIL 6i M- E 1 M- P 1 7/25/2006 6 7H1 SEAL PERTAINS ONLY TO THE MATERIALS SUPPLIED BY ICON SHELTER 7` SYSTEMS INC. THIS SEAL DOES NOT SERVE AS - OR REPRESENT - THE Q PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSTRUED AS SUCH. 3/4" PAINTED SCREW RIDGE CAP (1) AT EACH RIB BEVELED CLOSURE j� CO om METAL ROOF PANEL ROOF PEAK CAP er SheltSyStemsUlvnc DISTINCTIVE STEEL SHELTERS W W W.ICONSHELTERS.COM 3/4" PAINTED SCREW COPYRIGHT 2004, ICON SHELTER SYSTEMS, INC. (2) PER SIDE 7900 LOGISTICS DR. SUITE C. RIDGE CAP ZEELAND MI, 49464 616.748.0985 800.748.0985 616.748.0995 FX 1 1/4" PAINTED SCREW (1) ON EACH SIDE OF RIB METAL ROOF PANEL U7 RAFTER O WASHER • — U Q) RIDGE CAP 10' LONG WASHER WASHER ?� O M ROOF PEAK CAP \ I O c 1 1/4" PAINTED SCREW 3/4" PAINTED SCREW 3/4" PAINTED SCREW BEVEL CLOSURE RIDGE CAP 10' LONG /� BEVEL CLOSURE e �F Uko C DRAWN BY: ' �Nc & qq QUANT 4PPRO �Q qJSW R EAT CpNs .Y�� DATE: D ArE Tiot 6/s/sob 1 a ` : JOB NO.:44 ° p 8 2179 i s _ a REVISION: Li B ' 0 ILDING TYPE: e e ° Q E oN OC47M-P4 C PROJECT NAME: z �No. RANCHO SANTANA 0 e C 45618 m LA QUINTA, CA ° Exp. Dec. 31, 2006 * - ° �qTF SHEET X o iv 0- OR- F CAS - 7/25/2006 v c 7,, 2 METAL ROOF HIP CONNECTION DETAILMETAL M —u 1 ROOF PEAK CAP CONNECTION DETAIL M- C 1 I I THI SEAL PERTAINS ONLY TO THE MATERIALS SUPPLIED BY ICON SHELTER SYSTEMS INC. THIS SEAL DOES NOT SERVE AS - OR REPRESENT - THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSTRUED AS SUCH. C CUT A MITER AND CORNER TAB ON (1) OF THE EAVE CORNER PEICES CUT AN OPPTIONAL MITER ON THE SECOND EAVE CORNER MEASURE & CUT ANGLE NOTCH OUT CORNER TAB SLIDE THE EAVE CORNER TRIM OVER THE EAVE TRIM AND RIDGE CAP THEN AT POP RIVE TRIM POP RIVET --,, EAVE CORNER TRIM MEASURE & CUT ANGLE EAVE CORNER TRIM. 8" LONG (2) PER CORNER EAVE TRIM 10' LONG METAL ROOF EAVE CORNER CONNECTION DETAIL RIDGE CAP PAINTED POP RIVET M -M2 �- CITY OF LA QUINTA BUILDING & SAFETY DEPT. PT• APPR®VEION FOR CON DATE �= BYE---- 02 2 c QNo. C 0 5618— m r Exp. Dec. 11 2006 N� �Q- Shelter Systems Inc DISTINCTIVE STEEL SHELTERS W W W.ICONSHELTERS.CON COPYRIGHT 2004, ICON SHELTER SYSTEMS, INC. 7900 LOGISTICS DR. SUITE C. ZEELAND MI, 49464 616.748.0985 800.748.0985 616.748.0995 FX DRAWN BY: v, Q a JSW DATE: o 6/8/806 JOB NO.: Cr ami 2179 Q LC REVISION: B w TYPE: ► —B.L4LDING OC47M—P4 LO U O PROJECT NAME: RANCHO SANTANAIG) LA QUINTA, CA N q, C Ij\'o�� SHEET o FOF CA0� Gi 725/2006 c� TNI SEAL PERTAINS ONLY TO THE MATERIALS SUPPLED BY ICON SHELTER 7,, SYSTEMS, INC. THIS SEAL DOES NOT SERVE AS - OR REPRESENT - THE 0 PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSTRUED AS SUCH. Shelter Systems Inc 7900 Logistic Drive Suite C 1 Zeeland, Michigan 49464 (616) 748-0985 Structural Calculations Job Number: 2179A Building Code: California Building Code Building Name: 0C47M-P4-20-70-4.rtd Roof Pitch: 4.00/12 Primary Roof: M - Multi -rib panel roof CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRU TION DAM6t..5Lb4 BY W05" 14 to* tD11). -�) PROFESSIONAL MEMBER Z No. C 0418— A Exp. Dec. 3 , 2006 i 1 TABLE OF CONTENTS 1. Structural Description 2. Design Criteria 3. Materials 4. Loads to the Foundation 5. Member and Connection Design 6. Computer Analysis Print Out FA STRUCTURE DESCRIPTION The structure was modeled using Robot Millenium structural analysis software. It was modeled as a cantilevered column system with column bases fixed and all rotational restraint released at the beam to column connections. Also purlins were modeled with pinned connections at each end. Other connections were modeled as moment connections. The roof deck was not utilized in the structural analysis except to provide lateral support to the rafters and purlins for gravity loads. For members subjected to bending and or axial loads due to wind uplift loads, the unbraced lengths of the members were defined as the distance between braced points or the full span if not braced between supports. Vertical loads were applied to the frame by loading the roof panel with a unit load and loading the tie beams and purlins with the resulting reaction. This procedure results in the member being loaded with a tributary area per unit length. This allows a simple load combination to be produced by applying a load factor equal to the load pressure. These simple load combinations were created for Dead load and Snow Load by specifying a negative pressure in the Z direction. They were created for Uplift components of wind load by specifying a positive pressure in the Z direction. Lastly they were created for Seismic loads by specifying a positive or negative pressure in the X or Y direction. Horizontal loads were applied to the frame by calculating the tributary area of the structure's horizontal profile and applying these areas to the nodes. This also results in the frame being loaded with a tributary area. Simple load cases are then created in the same mannor as the vertical loads. These simple load cases are created for the horizontal components of the wind loads. Design load combinations are then created by combining these simple load combinations in the manner the prescribed building code dictates. From the analysis, all member deflections and nodal displacements are within allowable limits. Member design envelopes are created by collecting every group of internal forces resulting from every design combination at five locations along the member and examining each one to find the one group that contains the largest value for each force element such as axial, shear or moment. Connection design envelopes are created in the same way but only considering the location of the member at which that connection occurs. End plates are designed by applying beam end forces to the edges of the plate and calculating the resulting prying moment at the edge of the bolt holes. In determining the prying moment it is assumed that the area of the plate between bolts is fixed. 14 All field connections are made with A-325 high strength bolts and are specified as snug tight connections. K DESIGN CRITERIA BUILDING CODE California Building Code DEAD LOADS Total Dead Load (psf) = 6.65 CBC, Table 16A -K Frame Weight (psf) = 3.65 CBC, Figure 16A-2 Roofing Load (psf) = 1.2 CBC, Table 16A -J Collateral Load (psf) = 1.80 CBC, Table 16A -Q SNOW LOADS/ROOF LIVE LOADS Lr = Roof Live Load (psf) = 16 CBC, Table 16A -N Pg = Ground snow Load (psf) = 20.00 CBC, Eq 30A-5 Ce = Snow exposure coefficient = 1.00 CBC, Table A -16-A I = Occupancy importance factor = 1.00 CBC, Table A -16-B Cs = Roof slope Factor = 1.00 CBC, Section 1640 Pf = Flat Roof snow Load (psf) = 20.00 CBC, Eq 40-1-1 Ps = Roof snow Load (psf) = 20.00 WIND LOADS Enclosure= Open\Unenclosed Basic Wind Speed (mph) = 70.00 Exposure classification = C Mean Roof Height (ft) = 15.00 Ce = Height, Exposure, Gust factor = 1.06 CBC, Table 16A -G qs = Basic wind Pressure (psf) = 12.60 CBC, Table 16A -F I = 1.00 CBC, Table 16A -K Wind Loading Method = Projected CBC, Section 1621A P = Ce*Cq*qs*I CBC, Section 1620 Projected plane normal to wind Cf = 1.30; P = 17.36 psf Projected plane parallel to wind Cf = 0.70; P = 9.35 psf Roof elements in discontinuities Cq = 2.6; P = 34.73 psf Roof elements not in discontinuities Cq = 1.3; P = 17.36 psf SEISMIC LOADS Structure Type: Cantelevered Column Construction (Steel) Occupancy Importance Factor (1) = 1.00 CBC, Table 16A -K Seismic Zone = 4 CBC, Figure 16A-2 Soil Profile Type = Sd CBC, Table 16A -J Ca = Ground response coefficient = 0.66 CBC, Table 16A -Q Dead Load of Structure = 6.65 psf R = Response modification factor = 2.20 CBC, Table 16A -N V = Max seismic base shear (psf) = 4.99 CBC, Eq 30A-5 E/1.4 = Seismic Design Load ASD (psf) = 3.56 LOAD COMBINATIONS CBC, Section 1612A.3.1 1.D 2. D+Lr 3. D + (W or E/1.4) 4. 0.913 + E/ 1.4 5. D + 0.75(Lr + (W or E/1.4)) 4 u MATERIALS Plate steel: ASTM A36 High Strength Bolts: ASTM A325 Welding Process: GMAW Welding Electrode: ER70S-X Member steel: ASTM A500 Grade B Member Title Section Count Bar List CLI HSS6X6X0.1875 8 lto8 RFI HSS6X6X0.1875 8 17to24 RTI HSS6X3X0.125 - 8 57to64 TBI HSS6X3X0.125 8 9tol6 PUl HSS4X4X0.125 8 25to32 PU2 HSS4X4X0.125 8 33to40 PU3 HSS4X4X0.125 8 41to48 N7 LOADS TO THE FOUNDATION The Table(s) below represent the loads to the foundation from an individual column. Individual columns are grouped by similar loadings. All loads are given in a coordinate system local to the column. The Y axis is the strong axis of the column and the Z axis is the weak axis. The Positive Z axis points toward the inside of the building. DL = Service level dead load reaction with the greatest axial load SL = Service level snow load reaction with the greatest axial load W -uplift = Service level wind load reaction with the greatest uplift load W -Y = Service level wind load reaction with the greatest magnitude of shear in the local Y direction W -Z = Service level wind load reaction with the greatest shear value acting in the same direction as the DL shear load. E -Y = Service level seismic load reaction with the greatest magnitude of shear in the local Y direction E -Z = Service level seismic load reaction with the greatest magnitude of shear in the local Z direction Column Label Fx Ki F Fz M -in Mz Ki -in CL 1 DL 1.30 0.00 0.01 -1.70 0.00 CLI SL 4.03 0.00 0.04 -5.32 0.00 CLI W -UPLIFT -1.98 0.32 -0.15 16.70 34.20 CLI W -FY -1.98 -0.32 -0.15 16.70 -34.20 CLI W-FZ -1.87 -0.13 -0.34 37.05 -14.22 CLI E -FY -0.05 -0.82 -0.34 36.78 -88.35 CL I E-FZ -0.12 -0.34 -0.82 88.80 -36.59 1.1 CONCRETE STRENGTH F'c = 2500 PSI REBAR GRADE Fy = 60 KSI SLAB IS REQUIRED. IF NO SLAB IS TO BE INSTALLED, CONTACT THE ICON ENGINEERING DEPARTMENT. 3" MIN C COLUMN TO BASE PLATE } 3/167 I - i L 4 5/4"x 14" HEADED ANCHOR BOLTS 4) #5 .ONGITUDINAL L3ARS COLUMN FILL WITH NON—SHRINKING GROUT OCO ^ \ WING NO: P OF FINISHED FLOOR 2" MIN P COVER. (2) #4 TIES WITHIN TOP 5" OF FOOTING (4) #4 TIES EQUALLY SPACED THROUGHOUT REM"AINDER--OF-'DEPTH 3" MIN SIDE AND BOTTOM COVER. 67.500' BASE PLATE \y ROTATION 03" ELECTRICAL ACCESS HOLE 01" ANCHOR HOLES (4) PLCS 7 DATE: — Shelter Systems Inc 7900 LOGISTICS DR SUITE C. ZEE[AND MI, 49464 PHONE: 616.748.0985, 800.748.0985 FAX: 616.748.0995 DISTINCTIVE STEEL. SHEL7MS W W W.ICONSHELTM.COM COPYRICHT 2004, ICON SHELTER SYSTEMS. INC. Icc W ICON STRUCTURE: OC47 - M P4-20-70-4 Shelter Systems Inc FIND THE PRELIMINARY DEPTH OF THE FOOTING (UNCONSTRAINED) D = Foundation Design (Flag Pole Type) Depth of footing B = 2 FT Size the footing based on service loads OTSF = 1 Additional Overturning safety factor M = COMBO Fx Fy Fz My Mz Mr Fr Max Fx MCICBC(12-8)L 5.32364 0 0.05311 -7.01563 0 7.01563 0.05311 Min Fx MCICBC(12-9)WY -0.67922 -0.31666 -0.13936 15.00532 -34.19928 37.34636 0.345969 Max Fy MCICBC(12-9)EX 1.33958 0.66066 0.28672 -31.38696 71.30907 77.91101 0.720194 Min Fy MCICBC(12-10)EY 1.127 -0.66066 -0.26456 28.1603 -71.30907 76.66802 0.711663 Max Fz MCICBC(12-9)EX 1.39811 0.27366 0.67571 -73.37315 29.53719 79-9529 0.729022 Min Fz MCICBC(12-10)EY 1.06848 -0.27366 -0.65356 70.14649 -29.53719 76.1116 0.708541 Max Mx MCICBC(12-9)EX 1.33958 0.66066 0.28672 -31.38696 71.30907 77.91101 0.720194 Min Mx MCICBC(12-10)EY 1.127 -0.66066 -0.26456 28.1603 -71.30907 76.66802 0.711663 Max My MCICBC(12-10)EX 1.06848 0.27366 -0.65356 70.14649 29.53719 76.1116 0.708541 Min My MCICBC(12-9)EX 1.39811 -0.27366 0.67571 -73.37315 -29.53719F79-66626 0:729022; Max Mz MCICBC(12-9)EX 1.33958 0.66066 0.28672 -31.38696 71.30907 77.91101 0.720194 Min Mz MCICBC(12-10)EY 1.127 -0.66066 -0.26456 28.1603 -71.30907 76.66802 0.711663 FIND THE PRELIMINARY DEPTH OF THE FOOTING (UNCONSTRAINED) D = 5.17 FT Depth of footing B = 2 FT Diameter of footing V = 16.23 FTA 3 OTSF = 1 Additional Overturning safety factor M = 6.59 FT -K Design Moment P = 0.73 K Applied lateral force on the column to cause the design moment H = 9.04 FT The height at which P is applied to cause the design moment S1 = 516.67 PSF allowable lateral bearing pressure Dreq = 5.00 FT The actual depth required Dreq1'18*P* 1+ 1+1.88*B*Sl*H _B*S1 P FIND THE PRELIMINARY DEPTH OF THE FOOTING (CONSTRAINED) D = 3.67 FT Depth of footing B = 2 FT Diameter of footing V = 11.52 FT^3 OTSF = 1 Additional Overturning safety factor M = 6.59 FT -K Design Moment P = 0.73 K Applied lateral force on the column to cause the design moment H = 9.04 FT The height at which P is applied to cause the design moment S3 = 1100.00 PSF allowable lateral bearing pressure Dreq = 3.57 FT The actual depth required Dreq =� V 4.25 * P * h S 3 * b CALCULATE THE RESISTANCE TO VERTICAL FORCES DUE TO FRICTION It is assumed that the soil is cohesionless for a conservative design G = 120 PCF Unit weight of soil K = 0.5 Coefficient of lateral earth pressure Pr = 6.28 FT Perimeter of base of footing FA = 30 DEG Friction Angle Qu = 1.46 K Resistance due to friction Qu = 2 *G *DZ *K *P * tan(FA) "I CALCULATE MAX BEARING PRESSURE Use 7 #4 ties, with one additional tie around anchor bolts. CONSTRAINED DESIGN Depth 44 inches **If shelter is to be installed without a slab Diameter 24 inches the unconstrained design must be used. Use 4 #5 bars longitudinal bars Use 5 #4 ties, with one additional tie around anchor bolts 9 Wf = 2.43 K Weight of footing FXmax = 5.32 K Max vertical downward force from structure FXmax + Wf - Qu = 6.30 Qb = 2.00 KSF < Qallowable (OK) Qallowable = 2.4 KSF CALCULATE RESISTANCE TO UPLIFT Wf = 2.43 K Weight of footing Fxmin = -0.67922 K Greatest uplift force • Wf+Qu= 3.90 1.5* Fxmin = -1.01883 (OK) CALCULATE MOMENT IN FOUNDATION Moment in foundation is determined from factored loads COMBO FX FY FZ MY MZ MR FR Max Fx BICBC(12-3)WY 5.35969 0.30572 -0.10442 11.27786 34.32338 36.12872 0.323061 Min Fx BICBC(12-6)WY -1.40226 -0.18584 -0.41166 44.45907 20.18621 48.82716 0.451664 Max Fy BICBC(12-5)EX 2.42086 0.40736 0.92493 99.8327 44.66558 109.369 1.010662 Min Fy BICBC(12-6)EY 1.11045 -0.37459 -0.92493 99.8327 40.03579 107.5613 0.997904 Max Fz BICBC(12-5)EX 2.5028 0.95195 0.38312 41.35206 103.4462 111.4052_1.0261531 Min Fz BICBC(12-6)EY 1.02852 -0.91918 -0.38312 41.35206 98.81645 '107.1199 0.995828 Max Mx BICBC(12-5)EX 2.42086 0.40736 0.92493 99.8327 44.66558 109.369 1.010662 Min Mx BICBC(12-6)EY 1.11045 -0.37459 -0.92493 '99.8327 40.03579 107.5613 0.997904 Max My BICBC(12-6)EX 1.02852 -0.91918 0.38312 41.35206 98.81645 107.1199 0.995828 Min My BICBC(12-5)EX 2.5028 0.95195 -0.38312 41.35206 103.4462 111.4052 .1.026f5- i Max Mz BICBC(12-5)EX 2.42086 0.40736 0.92493 99.8327 44.66558 109.369 1.010662 Min Mz BICBC(12-6)EY 1.11045 -0.37459 -0.92493 99.8327 40.03579 107.5613 0.997904 Moment at the base is M = 111.41 IN -K Convert to a lateral load applied at a distance H above the base P = 1.03 K H = 108.57 IN Mu = 133.04 IN -K = P(H + 0.34*D) Ag = 452.39 IN"2 Mu/Agh = 0.01 K/IN^2 Pu/Ag = 0.01 K/IN"2 from interaction diagram pg = minimum required P = 0.0018 As = 0.81 Long bar size = 5 UNCONSTRAINED DESIGN Depth 62 inches Diameter 24 inches Use 4 #5 longitudinal bars Use 7 #4 ties, with one additional tie around anchor bolts. CONSTRAINED DESIGN Depth 44 inches **If shelter is to be installed without a slab Diameter 24 inches the unconstrained design must be used. Use 4 #5 bars longitudinal bars Use 5 #4 ties, with one additional tie around anchor bolts 9 MEMBER DESIGN CL1 Column Name Title: CLI Count: 8 Horizontal Angle Start end: 0.00 Horizontal Angle Finish end: 0.00 Vertical Angle Start end: 0.00 Vertical Angle Finish end: -17.12 Ky 2.10 Kz 2.10 L(ft) 9.00 Ly(ft) 9.00 Lz(ft) 9.00 Section Properties Name HSS6X6X0.187 Depth (in) 6.00 Width (in) 6.00 Nominal Thickness (in) 0.19 Design Thickness (in) 0.17 Area (in ^2) 3.98 MOI Strong (in^4) 22.30 MOI weak (in^4) 22.30 Section Mod. Strong (in ^3) 7.42 Section Mod. Weak (in ^3) 7.42 Fy (ksi) 46 Design Envelope C. Rbt. Bar Location Fxley Fz Mx MZ Allow. Label C. Name Num Num. O jK) I (K -in) JK-inj Increase Max Fx MCICBC(12-8)L 16 1 1 5.32 0.00 0.05 -7.02 0.00 0.00 Min Fx MCICBC(12-9)WY 18 4 5-0.80 -0.32 -0.14 -0.05 0.00 0.00 Max Fy MCICBC(12-9)EX 19 2 1 1.35 0.82 0.35 -38.48 88.35 0.00 Min Fy MCICBC(12-10)EY 22 8 5 1.01 -0.82 -0.33 -0.42 0.05 0.00 Max Fz MCICBC(12-9)EX 19 1 1 1.42 0.34 0.83 -90.50 36.59 0.00 Min Fz MCICBC(12-10)EY 22 7 5 0.93 -0.34 -0.81 -0.45 0.02 0.00 Max Mx MCICBC(12-9)EX 19 2 1 1.35 0.82 0.35 -38.48 88.35 0.00 Min Mx MCICBC(12-10)EY 22 8 5 1.01 -0.82 -0.33 -0.42 0.05 0.00 Max My MCICBC(12-10)EX 21 4 1 1.04 0.34 -0.81 87.27 36.59 0.00 Min.My. MCICBC(12-9)EX 19 8 1 1.42 -0.34 0.83 -90.50 -36.59 0.00 Max"Mf MCjCBC(12-9)EX 19 2 1 1.35 0.82 0.35 -38.48 88.35 0.00 Min Mz MCICBC(12-10)EY 22 8 1 1.12 -0.82 -0.33 35.25 -88.35 0.00 Compactness: NonCompact Member Desist Results Stress Allow ASD Label C. Name fa Fa fbX Fby tbz Fbz ELey Pez Ratio Increa OK Max Fx MCICBC(12-8)L 1.34 15.23 0.95 27.60 0.00 27.60 16.31 16.31 0.12 0.00 True Min Fx MCICBC(12-9)WY 0.20 27.60 0.01 27.60 0.00 27.60 16.31 16.31 0.01 0.00 True Max Fy MCICBC(12-9)EX 0.34 15.23 5.19 27.60 11.91 27.60 16.31 16.31 0.64 0.00 True Min Fy MCICBC(12-10)EY 0.25 15.23 0.06 27.60 0.01 27.60 16.31 16.31 0.02 0.00 True Max Fz MCICBC(12-9)EX 0.36 15.23 12.20 27.60 4.93 27.60 16.31 16.31 0.64 0.00 True Min Fz MCICBC(12-10)EY 0.23 15.23 0.06 27.60 0.00 27.60 16.31 16.31 0.02 0.00 True Max Mx MCICBC(12-9)EX 0.34 15.23 5.19 27.60 11.91 27.60 16.31 16.31 0.64 0.00 True Min Mx MCICBC(12-10)EY 0.25 15.23 0.06 27.60 0.01 27.60 16.31 16.31 0.02 0.00 True Max My MCICBC(12-10)EX 0.26 15.23 11.76 27.60 4.93 27.60 16.31 16.31 0.62 0.00 True Min My MCICBC(12-9)EX 0.36 15.23 12.20 27.60 4.93 27.60 16.31 16.31 0.64 0.00 True Max Mz MCICBC(12-9)EX 0.34 15.23 5.19 27.60 11.91 27.60 16.31 16.31 0.64 0.00 True Min Mz MCICBC(12-10)EY 0.28 15.23 4.75 27.60 11.91 27.60 16.31 16.31 0.62 0.00 True 10 CONNECTION DESIGN CM I end - Base Plate Connection SASE PLATE Width(in) 10.00 Y edge(in) 1.00 Depth(in) 6.00 Length(in) 10.00 Z ed a in 1.00 Width(in) 6.00 Thick in 0.63 Bolt Count 4 Weld 0.19 Hole Dia.(in) 1.00 Weld Tvae Fillet ?EDISTAL Bolt Count 4 Use L bolts False Pedistal Length(in) 48.00 Bolt Dia(in) 0.75 L Bolt Leg Length(in) 0.00 Pedistal Width(in) 48.00 Fu(psi) 58,000.00 Embedment(in) 10.00 F'c si 2,500.00 ft(psi) 36,000.00 Y spacing(in) 8.00 1 5.36 -0.10 0.31 -34.32 -11.28 Z spacing(in) 8.00 JNECTION B. Shear B. Ten Limit C. Rbt. Bar Location Fx ,Fy Fz My Mz Allow. Label C. Name Num Num. M (K (K -in) (K -in) Increase jMax Fx BICBC(12-3)WY 30 6 1 5.36 -0.10 0.31 -34.32 -11.28 0.0C Mn Fx BICBC(12-6)WY 36 4 1-1.40 -0.41 -0.19 20.19 -44.46 0.0C Max Fy BICBC(12-5)EX 33 2 1 2.43 1.15 0.50 -54.60 123.68 0.0C Mn Fy BICBC(12-6)EY 38 8 1 1.10 -1.15 -0.47 49.97 -123.68 0.0C Max Fz BICBC(12-5)EX 33 1 1 2.54 0.47 1.17-127.42 51.23 0.0C Min Fz BICBC(12-6)EY 38 7 1 1.00 -0.47 -1.14 122.79 -51.23 0.0C Max Mx BICBC(12-5)EX 33 2 1 2.43 1.15 0.50 -54.60 123.68 0.0C Min Mx BICBC(12-6)EY 38 8 1 1.10 -1.15 -0.47 49.97 -123.68 0.0C Max My BICBC(12-6)EX 37 4 1 1.00 0.47 -1.14 122.79 51.23 0.0C Min My BICBC(12-5)EX 33 8 1 2.54 -0.47 1.17 -127.42 -51.23 0.0C Max Mz BICBC(12-5)EX 33 2 1 2.43 1.15 0.50 -54.60 123.68 0.0C Mn Mz BICBC(12-6)EY 38 8 1 1.10 -1.15 -0.47 49.97 -123.68 0.0C JNECTION B. Shear B. Ten Limit ULTS Limit State State Weld Plate Plate Vn Vu Tn Tu Bolt Vn Vu Tn Tu[hroat Muy Muz Thick Thick C. Bolt Bolt Bolt Bolt Intera Weld Weld Weld Weld mq Plate, Plate Rea Act. Label Num M (K) (K , (K) ction in (K/in) (Win) (K/in) (in) (K -in) (K -in) JmLj Check finj Breakout Pullout Fx 30 31.86 0.31 12.75 1.51 0.13 5.91 0.01 6.08 0.95 0.03 1.61 0.00 0.14 0.63True Fastener Pullout Fx 36 12.72 0.11 12.75 4.39 0.35 5.91 0.02 6.08 1.35 0.04 3.22 6.26 0.28 0.63True Fastener Pullout Fy 33 12.72 0.31 12.75 10.53 0.85 5.91 0.05 6.08 3.71 0.11 5.61 14.24 0.42 0.63True Fastener Pullout Fy 38 12.72 0.31 12.75 10.58 0.85 5.91 0.05 6.08 3.62 0.11 5.70 14.91 0.43 0.63True Breakout Pullout Fz 33 31.86 1.17 12.75 10.53 0.86 5.91 0.05 6.08 3.72 0.11 14.66 5.14 0.43 0.63True Breakout Pullout Fz 38 31.86 1.14 12.75 10.63 0.87 5.91 0.05 6.08 3.63 0.11 14.85 5.91 0.43 0.63True Fastener Pullout Mx 33 12.72 0.31. 12.75 10.53 0.85 5.91 0.05 6.08 3.71 0.11 5.61 14.24 0.42 0.63True Fastener Pullout Mx 38 12.72 0.31 12.75 10.58 0.85 5.91 0.05 6.08 3.62 0.11 5.70 14.91 0.43 0.63True Breakout Pullout My 37 31.86 1.14 12.75 10.63 0.87 5.91 0.05 6.08 3.63 0.11 14.85 5.91 0.43 0.63True Breakout Pullout My 33 31.86 1.17 12.75 10.53 0.86 5.91 0.05 6.08 3.72 0.11 14.66 5.14 0.43 0.63True Fastener Pullout Mz 33 12.72 0.31 12.75 10.53 0.85 5.91 0.05 6.08 3.71 0.11 5.61 14.24 0.42 0.63True Fastener Pullout Mz 38 12.72 0.31 12.75 10.58 0.85 5.91 0.05 6.08 3.62 0.11 5.70 14.91 0.43 0.63True MEMBER DESIGN PU1 Purlin Title: PUl Section Properties Count: 8 Horizontal Angle Start end: 21.45 Name HSS4X4X0.125 Horizontal Angle Finish end: -21.45 Depth (in) 4.00 Vertical Angle Start end: -6.95 Width (in) 4.00 Vertical Angle Finish end: 6.95 Nominal Thickness (in) 0.13 Ky 1.00 Design Thickness (in) 0.12 Kz z 1.00 Area (in 2) 1.77 L(f 12.05 MOI Strong (in ^4) 4.40 Ly(ft) 3.00 MOI weak (in ^4) 4.40 Lz(ft) 3.00 Section Mod. Strong (in ^3) 2.20 1 1.63 0.25 0.47 Section Mod. Weak (in ^3) 2.20 0.00 Min Fy Fy (ksi) 46 Design Envelope C. Rbt. Bar Location +x Fj Fz Mj Mz Allow. Label C. Name Num Num. ffi KM JM Ll (K-in2 Increase Max Fx MCICBC(12-8)L 16 25 1 1.82 0.21 0.63 0.00 0.00 0.00 Min Fx MCICBC(12-9)WX 17 28 5-0.34 0.04 0.13 0.00 0.00 0.00 Max Fy MCICBC(12-11)EY 26 26 1 1.63 0.25 0.47 0.00 0.00 0.00 Min Fy MCICBC(12-11)EX 25 32 5 1.63 -0.25 -0.47 0.00 0.00 0.00 Max Fz MCICBC(12-8)L 16 25 1 1.82 0.21 0.63 0.00 0.00 0.00 Min Fz MCICBC(12-8)L 16 32 5 1.82 -0.21 -0.63 0.00 0.00 0.00 Max Mx MCICBC(12-7)D 15 25 1 0.37 0.04 0.11 0.00 0.00 0.00 Min Mx MCICBC(12-11)EY 26 32 5 1.54 -0.17 -0.50 0.00 0.00 0.00 Max.My MCICBC(12-8)L 16 25 3 1.82 0.00 0.00 22.69 -7.56 0.00 MirrMy• MCICBC(12-9)WY 18 32 3-0.15 0.00 0.00 -4.67 1.56 0.00 Max Mz MCICBC(12-10)EX 21 28 3 0.09 0.00 0.00 5.01 2.90 0.00 Min Mz' -MCjCBC(12-ll)EX 25 32 3 1.63 0.00 0.00 17.00 -9.09 0.00 Compactness: NonCompact Member Design Results Stress Allow ASD Label C. Name fa Fa fby Fby tbz FFbz FFey F'ez Ratio Increa OK Max Fx MCICBC(12-8)L 1.03 16.01 0.00 27.60 0.00 27.60 287.65 287.65 0.06 0.00 True Min Fx MCICBC(12-9)WX 0.19 27.60 0.00 27.60 0.00 27.60 287.65 287.65 0.01 0.00 True Max Fy MCICBC(12-11)EY 0.92 16.01 0.00 27.60 0.00 27.60 287.65 287.65 0.06 0.00 True Min Fy MCICBC(12-11)EX 0.92 16.01 0.00 27.60 0.00 27.60 287.65 287.65 0.06 0.00 True Max Fz MCICBC(12-8)L 1.03 16.01 0.00 27.60 0.00 27.60 287.65 287.65 0.06 0.00 True Min Fz MCICBC(12-8)L 1.03 16.01 0.00 27.60 0.00 27.60 287.65 287.65 0.06 0.00 True Max Mx MCICBC(12-7)D 0.21 16.01 0.00 27.60 0.00 27.60 287.65 287.65 0.01 0.00 True Min Mx MCICBC(12-11)EY 0.87 16.01 0.00 27.60 0.00 27.60 287.65 287.65 0.05 0.00 True Max My MCICBC(12-8)L 1.03 16.01 10.31 27.60 3.44 27.60 287.65 287.65 0.56 0.00 True Min My MCICBC(12-9)WY 0.09 27.60 2.12 27.60 0.71 27.60 287.65 287.65 0.11 0.00 True Max Mz MCICBC(12-10)EX 0.05 16.01 2.28 27.60 1.32 27.60 287.65 287.65 0.13 0.00 True Min Mz MCICBC(12-11)EX 0.92 16.01 7.73 27.60 4.13 27.60 287.65 287.65 0.49 0.00 True `FI q CONNECTION DESIGN PU1 I end - Purlin Connection Weld Depth(in) 4.03 Weld Width(in) 4.30 Weld Tvne Square Weld Size(in) 0.13 Plate Depth(in) 6.06 Plate Width(in) 4.69 Plate Thick(in) 0.10 Plate Angle(dee) 87.28 Fu(ksi) 58.00 Fy(ksi) 36.00 Top Flange Width(in) 1.75 Screwsl 3 Screws2 4 Hole dia(in) 0.25 Z ed a in 0.50 Y spread(in) 3.00 Z spread(in) 0.75 Strap(truelfalse) False Strap Screws 0 Design Envelope C. Rbt. Bar Location FxF Fz My Mz Allow. Label C. Name Num Num. Screw (K �K M (K -in) (K -in) Increase Max Fx MCICBC(12-8)L 16 25 1 1.82 0.21 0.63 0.00 0.00 0.00 Min Fx MCICBC(12-9)WX 17 28 1-0.34 -0.04 -0.13 0.00 0.00 0.00 Max Fy MCICBC(12-11)EY 26 26 1 1.63 0.25 0.47 0.00 0.00 0.00 Min Fy MCICBC(12-10)EY 22 30 1 0.09 -0.08 0.14 0.00 0.00 0.00 Max Fz MCICBC(12-8)L 16 25 1 1.82 0.21 0.63 0.00 0.00 0.00 Min Fz MCICBC(12-9)WY 18 32 1-0.15 -0.04 -0.13 0.00 0.00 0.00 Max Mx MCICBC(12-7)D 15 25 1 0.37 0.04 0.11 0.00 0.00 0.00 Min Mx MCICBC(12-11)EY 26 32 1 1.36 0.17 0.50 0.00 0.00 0.00 Max My MCICBC(12-7)D 15 25 1 0.37 0.04 0.11 0.00 0.00 0.00 Min My MCICBC(12-11)EY 26 32 1 1.36 0.17 0.50 0.00 0.00 0.00 Max Mz MCICBC(12-7)D 15 25 1 0.37 0.04 0.11 0.00 0.00 0.00 Min Mz MCICBC(12-11)EY 26 32 1 1.36 0.17 0.50 0.00 0.00 0.00 PURLIN CONNECTION RESULTS Block Block Weld Weld Weld Weld Screw Screw Screw Screw Shear Shear Shear Shear Ten Ten- -Pullout-Rullout Shear Shear Vh vv Nom Ult Nom Ult Nom Ult Nom Ult K Nom Ult Label C. Name M Lrs K/in Win) (K/in) LKS, Che4 Max Fx MCICBC(12-8) 1.67 0.88 0.40 10.60 0.40 43.72 0.97 0.00 0.00 2.84 0.00 4.67 0.97 True Min Fx MCICBC(12-9) -0.32-0.17 •0.09 10.60 0.32 43.72 0.37 0.00 0.00 2.84 0.09 4.67 -0.36 -True Max Fy MCICBC(12-11 1.47 0.85 0.27 10.60 0.27 43.72 0.89 0.00 0.00 2.84 0.00 4.67 0.89 True Min Fy MCICBC(12-10 0.13-0.04 0.13 10.60 0.13 43.72 0.13 0.00 0.00 2.84 0.00 4.67 0.13 True Max Fz MCICBC(12-8) 1.67 0.88 0.40 10.60 0.40 43.72 0.97 0.00 0.00 2.84 0.00 4.67 0.97 True Min Fz MCICBC(12-9) -0.14-0.10 0.11 10.60 0.14 43.72 0.21 0.00 0.00 2.84 0.11 4.67 0.17 True Max Mx MCICBC(12-7) 0.34 0.17 0.07 10.60 0.07 43.72 0.19 0.00 0.00 2.84 0.00 4.67 0.19 True Min Mx MCICBC(12-11 1.25 0.67 0.33 10.60 0.33 43.72 0.75 0.00 0.00 2.84 0.00 4.67 0.75 True Max My MCICBC(12-7) 0.34 0.17 0.07 10.60 0.07 43.72 0.19 0.00 0.00 2.84 0.00 4.67 0.19 True Min My MCICBC(12-11 1.25 0.67 0.33 10.60 0.33 43.72 0.75 0.00 0.00 2.84 0.00 4.67 0.75 True Max Mz MCICBC(12-7) 0.34 0.17 0.07 10.60 0.07 43.72 0.19 0.00 0.00 2.84 0.00 4.67 0.19 True Min Mz MCICBC(12-11 1.25 0.67 0.33 10.60 0.33 43.72 0.75 0.00 0.00 2.84 0.00 4.67 0.75 True 13 CONNECTION DESIGN PUl J end - Purlin Connection PURLIN CONNECTION Weld Depth(in) 4.03 Plate Depth(in) 6.06 Top Flange Width(in) 1.75 Weld Width(in) 4.30 Plate Width(in) 4.69 Screwsl 3 Weld Type Square Plate Thick(in) 0.10 Screws2 4 Weld Size(in) 0.13 Plate Angle(dee) 87.28 Hole dia(in) 0.25 16 25 Fu(ksi) 58.00 Z edge(in) 0.50 Min Fx MCICBC(12-9)WX F si 36.00 Y spread(in) 3.00 0.00 0.00 Max Fy MCICBC(12-10)EX Z sgread(in) 0.75 5 0.09 0.08 -0.14 0.00 0.00 0.00 Strap(true/false) False 25 32 5 1.63 -0.25 -0.47 0.00 Strap Screws 0 Design Envelope C.Rbt. Bar Location Fx F Fz MX Mz Allow. Label C. Name Num Num. Weld L2 (K (K -in) (,K -in) Increase Max Fx MCICBC(12-8)L 16 25 5 1.82 -0.21 -0.63 0.00 0.00 0.00 Min Fx MCICBC(12-9)WX 17 28 5-0.34 0.04 0.13 0.00 0.00 0.00 Max Fy MCICBC(12-10)EX 21 28 5 0.09 0.08 -0.14 0.00 0.00 0.00 Min Fy MCICBC(12-11)EX 25 32 5 1.63 -0.25 -0.47 0.00 0.00 0.00 Max Fz MCICBC(12-9)WX 17 25 5 -0.18 0.04 0.13 0.00 0.00 0.00 Min Fz MCICBC(12-8)L 16 32 5 1.82 -0.21 -0.63 0.00 0.00 0.00 Max Mx MCICBC(12-7)D 15 25 5 0.37 -0.04 -0.11 0.00 0.00 0.00 Min Mx MCICBC(12-11)EY 26 32 5 1.54 -0.17 -0.50 0.00 0.00 0.00 Max My MCICBC(12-7)D 15 25 5 0.37 -0.04 -0.11 0.00 0.00 0.00 Min My MCICBC(12-11)EY 26 32 5 1.54 -0.17 -0.50 0.00 0.00 0.00 Max Mz MCICBC(12-7)D 15 25 5 0.37 -0.04 -0.11 0.00 0.00 0.00 Min Mz MCICBC(12-11)EY 26 32 5 1.54 -0.17 -0.50 0.00 0.00 0.00 PURLIN CONNECTION RESULTS Block Block Weld Weld Weld Weld Screw Screw Screw Screw Shear Shear Shear Shear Ten Ten Pullout Pullout Shear Shear Vh Vv Nom Ult Nom Ult Nom Ult Nom Ult MK Nom Ult Label C. Name >� UQ Klin (Klin) (Klin) (Klin) Chet Max Fx MCICBC(12-8) 1.67 0.88 0.40 10.60 0.40 43.72 0.97 0.00 0.00 2.84 0.00 4.67 0.97 True Min Fx MCICBC(12-9) -0.32-0.17 •0.09 10.60 0.32 43.72 0.37 0.00 0.00 2.84 0.09 4.67 0.36 True Max Fy MCICBC(12-10 0.13-0.04 0.13 10.60 0.13 43.72 0.13 0.00 0.00 2.84 0.00 4.67 0.13 True Min Fy MCICBC(12-11 1.47 0.85 0.27 10.60 0.27 43.72 0.89 0.00 0.00 2.84 0.00 4.67 0.89 True Max Fz MCICBC(12-9) -0.16-0.11 •0.11 10.60 0.16 43.72 0.23 0.00 0.00 2.84 0.11 4.67 0.20 True Min Fz MCICBC(12-8) 1.67 0.88 0.40 10.60 0.40 43.72 0.97 0.00 0.00 2.84 0.00 4.67 0.97 True Max NN MCICBC(12-7) 0.34 0.17 0.07 10.60 0.07 43.72 0.19 0.00 0.00 2.84 0.00 4.67 0.19 True Min Mx MCICBC(12-11 1.42 0.74 0.31 10.60 0.31 43.72 0.80 0.00 0.00 2.84 0.00 4.67 0.80 True Max My MCICBC(12-7) 0.34 0.17 0.07 10.60 0.07 43.72 0.19 0.00 0.00 2.84 0.00 4.67 0.19 True Min My MCICBC(12-11 1.42 0.74 0.31 10.60 0.31 43.72 0.80 0.00 0.00 2.84 0.00 4.67 0.80 True Max Mz MCICBC(12-7) 0.34 0.17 0.07 10.60 0.07 43.72 0.19 0.00 0.00 2.84 0.00 4.67 0.19 True Min Mz MCICBC(12-11 1.42 0.74 0.31 10.60 0.31 43.72 0.80 0.00 0.00 2.84 0.00 4.67 0.80 True 14 MEMBER DESIGN PU2 Purlin Title: PU2 Count: 8 Horizontal Angle Startend: 21.45 Horizontal Angle Finish end: -21.45 Vertical Angle Start end: -6.95 Vertical Angle Finish end: 6.95 Ky 1.00 Kz 1.00 L(ft) 8.04 Ly(ft) 3.00 Lz(ft) 3.00 Section Properties Name HSS4X4X0.125 Depth (in) 4.00 Width (in) 4.00 Nominal Thickness (in) 0.13 Design Thickness (in) 0.12 Area (in ^2) 1.77 MOI Strong (in^4) 4.40 MOI weak (in ^4) 4.40 Section Mod. Strong (in ^3) 2.20 Section Mod. Weak (in ^3) 2.20 Fy (ksi) 46 Design Envelope C. Rbt. Bar Location Fx Fy fz MX Mz Allow. Label C. Name Num Num. OQ M IM (Kin) (Kin)Increase Label Max Fx MCICBC(12-8)L 16 33 1 5.44 0.15 0.44 0.00 0.00 0.00 Min Fx MCICBC(12-9)WY 18 34 5-0.70 0.03 0.09 0.00 0.00 0.00 Max Fy MCICBC(12-11)EY 26 34 1 4.58 0.18 0.33 0.00 0.00 0.00 Min Fy MCICBC(12-11)EX 25 40 5 4.58 -0.18 -0.33 0.00 0.00 0.00 Max Fz MCICBC(12-8)L 16 33 1 5.44 0.15 0.44 0.00 0.00 0.00 Min Fz MCICBC(12-8)L 16 40 5 5.44 -0.15 -0.44 0.00 0.00 0.00 Max Mx MCICBC(12-7)D 15 33 1 1.29 0.03 0.08 0.00 0.00 0.00 Min Mx MCICBC(12-11)EY 26 40 5 4.47 -0.12 -0.35 0.00 0.00 0.00 Max My MCICBC(12-8)L 16 33 3 5.44 0.00 0.00 10.66 -3.55 0.00 Min My MCICBC(12-9)WY 18 40 3 -0.54 0.00 0.00 -2.24 0.75 0.00 Max Mz MCICBC(12-10)EX 21 36 3 0.93 0.00 0.00 2.33 1.38 0.00 Min Mz MCICBC(12-11)EX 25 40 3 4.58 0.00 0.00 7.98 -4.27 0.00 Compactness: NonCompact Member Design Results Stress Allow ASD Label C. Name fa Fa fby Fbv fbz Fbz FFey F'ez Ratio Increa OK Max Fx MCICBC(12-8)L 3.08 21.13 0.00 27.60 0.00 27.60 287.65 287.65 0.15 0.00 True Min Fx MCICBC(12-9)WY 0.39 27.60 0.00 27.60 0.00 27.60 287.65 287.65 0.01 0.00 True Max Fy MCICBC(12-11)EY 2.59 21.13 0.00 27.60 0.00 27.60 287.65 287.65 0.12 0.00 True Min Fy MCICBC(12-11)EX 2.59 21.13 0.00 27.60 0.00 27.60 287.65 287.65 0.12 0.00 True Max Fz MCICBC(12-8)L 3.08 21.13 0.00 27.60 0.00 27.60 287.65 287.65 0.15 0.00 True Min Fz MCICBC(12-8)L 3.08 21.13 0.00 27.60 0.00 27.60 287.65 287.65 0.15 0.00 True Max Mx MCICBC(12-7)D 0.73 21.13 0.00 27.60 0.00 27.60 287.65 287.65 0.03 0.00 True Min Mx MCICBC(12-11)EY 2.52 21.13 0.00 27.60 0.00 27.60 287.65 287.65 0.12 0.00 True Max My MCICBC(12-8)L 3.08 21.13 4.84 27.60 1.61 27.60 287.65 287.65 0.38 0.00 True Min My MCICBC(12-9)WY 0.31 27.60 1.02 27.60 0.34 27.60 287.65 287.65 0.06 0.00 True Max Mz MCICBC(12-10)EX 0.53 21.13 1.06 27.60 0.63 27.60 287.65 287.65 0.09 0.00 True Min Mz MCICBC(12-11)EX 2.59 21.13 3.63 27.60 1.94 27.60 287.65 287.65 0.32 0.00 True 15 CONNECTION DESIGN PU2 I end - Purlin Connection Weld Depth(in) 4.03 Weld Width(in) 4.30 Weld Tyne Square Weld Size(in) 0.13 Plate Depth(in) 6.06 Plate Width(in) 4.69 Plate Thick(in) 0.10 Plate Angle(deg) 87.28 Fu(ksi) 58.00 F si 36.00 Top Flange Width(in) 1.75 Screwsl 3 Screws2 4 Hole dia(in) 0.25 Z edge(in) 0.50 Y spread(in) 3.00 Z spread(in) 0.75 Strap(truelfalse) False Strap Screws 0 Desiwn Envelope C. Rbt. Bar Location Fx F Fz My Mz Allow. Label C. Name Num Num.(K-) Screw Screw Screw Screw (-K_-in)(K-in) Increase Max Fx MCICBC(12-8)L 16 33 1 5.44 0.15 0.44 0.00 0.00 0.00 Min Fx MCICBC(12-9)WY 18 34 1-0.70 -0.03 -0.09 0.00 0.00 0.00 Max Fy MCICBC(12-11)EY 26 34 1 4.58 0.18 0.33 0.00 0.00 0.00 Min Fy MCICBC(12-10)EY 22 38 1 0.93 -0.06 0.10 0.00 0.00 0.00 Max Fz MCICBC(12-8)L 16 33 1 5.44 0.15 0.44 0.00 0.00 0.00 Min Fz MCICBC(12-9)WY 18 40 1-0.54 -0.03 -0.09 0.00 0.00 0.00 Max Mx MCICBC(12-7)D 15 33 1 1.29 0.03 0.08 0.00 0.00 0.00 Min Mx MCICBC(12-11)EY 26 40 1 4.34 0.12 0.35 0.00 0.00 0.00 Max My MCICBC(12-7)D 15 33 1 1.29 0.03 0.08 0.00 0.00 0.00 Min My MCICBC(12-11)EY 26 40 1 4.34 0.12 0.35 0.00 0.00 0.00 Max Mz MCICBC(12-7)D 15 33 1 1.29 0.03 0.08 0.00 0.00 0.00 Min Mz MCICBC(12-11)EY 26 40 1 4.34 0.12 0.35 0.00 0.00 0.00 PURLIN CONNECTION RESULTS Block Block Weld Weld Weld Weld Screw Screw Screw Screw Shear Shear Shear Shear Ten Ten Pullout Pullout Shear Shear Vh vy Nom Ult Nom Ult Nom Ult Nom Ult KLA Nom Ult Label C. Name P� JM 99 (K/m) (Klin) (Klin) (Klin) (K �K Chex Max Fx. MCICBC(12-8) 5.03 2.13 .0.22 10.60 0.00 43.72 2.14 0.00 0.00 2.84 0.22 4.67 2.13 True Min Fx^ MCICBC(12-9) -0.64-0.29 .0.01 10.60 0.64 43.72 0.70 0.00 0.00 2.84 0.01 4.67 0.70 True Max Fy MCICBC(12-11 4.20 1.84 0.23 10.60 0.00 43.72 1.86 0.00 0.00 2.84 0.23 4.67 1.84 True Min Fy MCICBC(12-10 0.89 0.29 •0.02 10.60 0.00 43.72 0.29 0.00 0.00 2.84 0.02 4.67 0.29 True Max Fz MCICBC(12-8) 5.03 2.13 0.22 10.60 0.00 43.72 2.14 0.00 0.00 2.84 0.22 4.67 2.13 True Min Fz MCICBC(12-9) -0.50-0.23 0.03 10.60 0.50 43.72 0.55 0.00 0.00 2.84 0.03 4.67 0.55 True Max Mx MCICBC(12-7) 1.19 0.50 .0.08 10.60 0.00 43.72 0.50 0.00 0.00 2.84 0.08 4.67 0.50 True Min Mx MCICBC(12-11 4.01 1.70 0.18 10.60 0.00 43.72 1.71 0.00 0.00 2.84 .0.18 4.67 1.70 True Max My MCICBC(12-7) 1.19 0.50 0.08 10.60 0.00 43.72 0.50 0.00 0.00 2.84 0.08 4.67 0.50 True Min My MCICBC(12-11 4.01 1.70-0.18 10.60 0.00 43.72 1.71 0.00 0.00 2.84 0.18 4.67 1.70 True Max Mz MCICBC(12-7) 1.19 0.50 0.08 10.60 0.00 43.72 0.50 0.00 0.00 2.84 0.08 4.67 0.50 True Min Mz MCICBC(12-11 4.01 1.70 0.18 10.60 0.00 43.72 1.71 0.00 0.00 2.84 0.18 4.67 1.70 True 16 CONNECTION DESIGN PU2 J end = Purlin Connection Weld Depth(in) 4.03 Weld Width(in) 4.30 Weld Tyne Square Weld Size(in) 0.13 Plate Depth(in) 6.06 Plate Width(in) 4.69 Plate Thick(in) 0.10 Plate Angle(deg) 87.28 Fu(ksi) 58.00 F si 36.00 Top Flange Width(in) 1.75 Screwsl 3 Screws2 4 Hole dia(in) 0.25 Z edge(in) 0.50 Y spread(in) 3.00 Z spread(in) 0.75 Strap (tru e/fa Ise) False Strap Screws 0 Design Envelope C. Rbt. Bar Location Fx Fy Fz MX At Allow. Label C. Name Num Num. Weld (K LK JM (K -in) (K -in) Increase Max Fx MCICBC(12-8)L 16 33 5 5.44 -0.15 -0.44 0.00 0.00 0.00 Min Fx MCICBC(12-9)WY 18 34 5-0.70 0.03 0.09 0.00 0.00 0.00 Max Fy MCICBC(12-10)EX 21 36 5 0.93 0.06 -0.10 0.00 0.00 0.00 Min Fy MCICBC(12-11)EX 25 40 5 4.58 -0.18 -0.33 0.00 0.00 0.00 Max Fz MCICBC(12-9)WX 17 33 5-0.55 0.03 0.09 0.00 0.00 0.00 Min Fz MCICBC(12-8)L 16 40 5 5.44 -0.15 -0.44 0.00 0.00 0.00 Max Mx MCICBC(12-7)D 15 33 5 1.29 -0.03 -0.08 0.00 0.00 0.00 Min Mx MCICBC(12-11)EY 26 40 5 4.47 -0.12 -0.35 0.00 0.00 0.00 Max My MCICBC(12-7)D 15 33 5 1.29 -0.03 -0.08 0.00 0.00 0.00 Min My MCICBC(12-11)EY 26 40 5 4.47 -0.12 -0.35 0.00 0.00 0.00 Max Mz MCICBC(12-7)D 15 33 5 1.29 -0.03 -0.08 0.00 0.00 0.00 Min Mz MCICBC(12-11)EY 26 40 5 4.47 -0.12 -0.35 0.00 0.00 0.00 PURLIN CONNECTION RESULTS Block Block Weld Weld Weld Weld Screw Screw Screw Screw Shear Shear Shear Shear Ten Ten Pullout Pullout Shear Shear vh - Nom Ult Nom Ult Nom Ult Nom Ult M Nom Ult Label C. Name >'� fM M fKdnl(K/in) don Win) ,LKI MK LK Che4 Max Fx MCICBC(12-8) 5.03 2.13 0.22 10.60 0.00 43.72 2.14 0.00 0.00 2.84 0.22 4.67 2.13 True Min Fx MCICBC(12-9) -0.64-0.29 .0.01 10.60 0.64 43.72 0.70 0.00 0.00 2.84 0.01 4.67 0.70 True Max Fy MCICBC(12-10 0.890.29-0.02 10.60 0.00 43.72 0.29 0.00 0.00 2.84 0.02 4.67 0.29 True Min Fy MCICBC(12-11 4.20 1.84 0.23 10.60 0.00 43.72 1.86 0.00 0.00 2.84 0.23 4.67 1.84 True Max Fz MCICBC(12-9) -0.50-0.23 0.03 10.60 0.50 43.72 0.55 0.00 0.00 2.84 0.03 4.67 0.55 True Min Fz MCICBC(12-8) 5.03 2.13 •0.22 10.60 0.00 43.72 2.14 0.00 0.00 2.84 0.22 4.67 2.13 True Max Mx MCICBC(12-7) 1.19 0.50 0.08 10.60 0.00 43.72 0.50 0.00 0.00 2.84 0.08 4.67 0.50 True Min Mx MCICBC(12-11 4.13 1.75 •0.19 10.60 0.00 43.72 1.76 0.00 0.00 2.84 0.19 4.67 1.75 True Max My MCICBC(12-7) 1.19 0.50 .0.08 10.60 0.00 43.72 0.50 0.00 0.00 2.84 0.08 4.67 0.50 True Min My MCICBC(12-11 4.13 1.75 0.19 10.60 0.00 43.72 1.76 0.00 0.00 2.84 0.19 4.67 1.75 True Max Mz MCICBC(12-7) 1.19 0.50 0.08 10.60 0.00 43.72 0.50 0.00 0.00 2.84 0.08 4.67 0.50 True Min Mz MCICBC(12-11 4.13 1.75 •0.19 10.60 0.00 43.72 1.76 0.00 0.00 2.84 0.19 4.67 1.75 True 17 MEMBER DESIGN PU3 Purlin Title: PU3 Section Properties Count: 8 C. Rbt.Oar Location Fx F Fz Horizontal Angle Start end: 21.45 Name HSS4X4X0.125 Horizontal Angle Finish end: -21.45 Depth (in) 4.00 Vertical Angle Start end: -6.95 Width (in) 4.00 Vertical Angle Finish end: 6.95 Nominal Thickness (in) 0.13 Ky 1.00 Design Thickness (in) 0.12 Kz 1.00 Area (in 2) 1.77 L(ft) 4.02 MOI Strong (in ^4) 4.40 Ly(ft) 3.00 MOI weak (in ^4) 4.40 Lz(ft) 3.00 Section Mod. Strong (in ^3) 2.20 MCICBC(12-11)EX 25 Section Mod. Weak (in ^3) 2.20 0.00 0.00 Fy (ksi) 46 Design Envelope C. Rbt.Oar Location Fx F Fz My Mz Allow. Label C. Name Num Num.LK, l K{� (K -in) f K-inl Increase Max Fx MCICBC(12-8)L 16 41 1 3.22 0.08 0.25 0.00 0.00 0.00 Min Fx MCICBC(12-9)WY 18 42 5 -0.30 0.02 0.05 0.00 0.00 0.00 Max Fy MCICBC(12-11)EY 26 42 1 2.71 0.10 0.19 0.00 0.00 0.00 Min Fy MCICBC(12-11)EX 25 48 5 2.71 -0.10 -0.19 0.00 0.00 0.00 Max Fz MCICBC(12-8)L 16 41 1 3.22 0.08 0.25 0.00 0.00 0.00 Min Fz MCICBC(12-8)L 16 48 5 3.22 -0.08 -0.25 0.00 0.00 0.00 Max Mx MCICBC(12-7)D 15 41 1 0.83 0.01 0.04 0.00 0.00 0.00 Min Mx MCICBC(12-11)EY 26 48 5 2.66 -0.07 -0.20 0.00 0.00 0.00 Max My MCICBC(12-8)L 16 41 3 3.22 0.00 0.00 3.03 -1.01 0.00 Min lvly MCICBC(12-9)WY 18 48 3-0.23 0.00 0.00 -0.66 0.22 0.00 -Max Mz MCICBC(12-10)EX 21 44 3 0.64 0.00 0.00 0.65 0.40 0.00 Min Mz -`MCICBC(12-11)EX 25 48 3 2.71 0.00 0.00 2.26 -1.22 0.00 0.47 25.06 0.00 27.60 0.00 27.60 287.65 287.65 Compactness: NonCompact Member Design Results Stress Allow ASD Label C. Name fa Fa fby Eby tbz Fbz 'e F'ez Ratio Increa OK Max Fx MCICBC(12-8)L 1.82 25.06 0.00 27.60 0.00 27.60 287.65 287.65 0.07 0.00 True Min Fx MCICBC(12-9)WY 0.17 27.60 0.00 27.60 0.00 27.60 287.65 287.65 0.01 0.00 True Max Fy MCICBC(12-11)EY 1.53 25.06 0.00 27.60 0.00 27.60 287.65 287.65 0.06 0.00 True Min Fy MCICBC(12-11)EX 1.53 25.06 0.00 27.60 0.00 27.60 287.65 287.65 0.06 0.00 True Max Fz MCICBC(12-8)L 1.82 25.06 0.00 27.60 0.00 27.60 287.65 287.65 0.07 0.00 True Min Fz MCICBC(12-8)L 1.82 25.06 0.00 27.60 0.00 27.60 287.65 287.65 0.07 0.00 True Max Mx MCICBC(12-7)D 0.47 25.06 0.00 27.60 0.00 27.60 287.65 287.65 0.02 0.00 True Min Mx MCICBC(12-11)EY 1.50 25.06 0.00 27.60 0.00 27.60 287.65 287.65 0.06 0.00 True Max My MCICBC(12-8)L 1.82 25.06 1.38 27.60 0.46 27.60 287.65 287.65 0.14 0.00 True Min My MCICBC(12-9)WY 0.13 27.60 0.30 27.60 0.10 27.60 287.65 287.65 0.02 0.00 True Max Mz MCICBC(12-10)EX 0.36 25.06 0.30 27.60 0.18 27.60 287.65 287.65 0.03 0.00 True Min Mz MCICBC(12-11)EX 1.53 25.06 1.03 27.60 0.55 27.60 287.65 287.65 0.12 0.00 True Ili CONNECTION DESIGN PU3 I end - Purlin Connection Weld Depth(in) 4.03 Weld Width(in) 4.30 Weld Type Square Weld Size(in) 0.13 Plate Depth(in) 6.06 Plate Width(in) 4.69 Plate Thick(in) 0.10 Plate Angle(deg) 87.28 Fu(ksi) 58.00 F ksi 36.00 Top Flange Width(in) 1.75 Screwsl 3 Screws2 4 Hole dia(in) 0.25 Z edge(in) 0.50 Y spread(in) 3.00 Z spread(in) 0.75 Strap(truelfalse) False Strap Screws 0 Design Envelope C. Rbt. Bar Location Fx F Fz My Mz Allow. Label C. Name Num Num. Weld flQ K) M. (K -in) (K -in) Increase Max Fx MCICBC(12-8)L 16 41 1 3.22 0.08 0.25 0.00 0.00 0.00 Min Fx MCICBC(12-9)WY 18 42 1-0.30 -0.02 -0.05 0.00 0.00 0.00 Max Fy MCICBC(12-11)EY 26 42 1 2.71 0.10 0.19 0.00 0.00 0.00 Min Fy MCICBC(12-10)EY 22 46 1 0.64 -0.03 0.05 0.00 0.00 0.00 Max Fz MCICBC(12-8)L 16 41 1 3.22 0.08 0.25 0.00 0.00 0.00 Min Fz MCICBC(12-9)WY 18 48 1-0.23 -0.02-0.05 0.00 0.00 0.00 0.00 Max Mx MCICBC(12-7)D 15 41 1 0.83 0.01 0.04 0.00 0.00 0.00 Min Mx MCICBC(12-11)EY 26 48 1 2.59 0.07 0.20 0.00 0.00 0.00 Max My MCICBC(12-7)D 15 41 1 0.83 0.01 0.04 0.00 0.00 0.00 Min My MCICBC(12-11)EY 26 48 1 2.59 0.07 0.20 0.00 0.00 0.00 Max Mz MCICBC(12-7)D 15 41 1 0.83 0.01 0.04 0.00 0.00 0.00 Min Mz MCICBC(12-11)EY 26 48 1 2.59 0.07 0.20 0.00 0.00 0.00 PURLIN CONNECTION RESULTS Block Block Weld Weld Weld Weld Screw Screw Screw Screw Shear Shear Shear Shear Ten Ten Pullout -'Pullout Shear Shear vh vv Nom Ult Nom TA Nom Ult Nom Ult MK Nom Ult Label C. Name MK M (K/in) (K/in) (Win) (K/in) (K) M . Chef Max Fx MCICBC(12-8) 2.97 1.26 0.14 10.60 0.00 43.72 1.27 0.00 0.00 2.84 0.14 4.67 1.26 True Min Fx MCICBC(12-9) -0.28-0.13 •0.02 10.60 0.28 43.72 0.31 0.00 0.00 2.84 0.02 4.67 0.31 True Max Fy MCICBC(12-11 2.48 1.08 0.14 10.60 0.00 43.72 1.09 0.00 0.00 2.84 0.14 4.67 1.08 True Min Fy MCICBC(12-10 0.61 0.20 •0.02 10.60 0.00 43.72 0.20 0.00 0.00 2.84 0.02 4.67 0.20 True Max Fz MCICBC(12-8) 2.97 1.26 .0.14 10.60 0.00 43.72 1.27 0.00 0.00 2.84 0.14 4.67 1.26 True Min Fz MCICBC(12-9) -0.22-0.10 .0.03 10.60 0.22 43.72 0.24 0.00 0.00 2.84 0.03 4.67 0.24 True Max Mx MCICBC(12-7) 0.77 0.32 0.06 10.60 0.00 43.72 0.32 0.00 0.00 2.84 0.06 4.67 0.32 True Min Mx MCICBC(12-11 2.39 1.01 .0.12 10.60 0.00 43.72 1.02 0.00 0.00 2.84 0.12 4.67 1.01 True Max My MCICBC(12-7) 0.77 0.32 .0.06 10.60 0.00 43.72 0.32 0.00 0.00 2.84 0.06 4.67 0.32 True Min My MCICBC(12-11 2.39 1.01 •0.12 10.60 0.00 43.72 1.02 0.00 0.00 2.84 0.12 4.67 1.01 True Max Mz MCICBC(12-7) 0.77 0.32 •0.06 10.60 0.00 43.72 0.32 0.00 0.00 2.84 0.06 4.67 0.32 True Min Mz MCICBC(12-11 2.39 1.01 .0.12 10.60 0.00 43.72 1.02 0.00 0.00 2.84 0.12 4.67 1.01 True 19 CONNECTION DESIGN PU3 J end - Purlin Connection PURLIN CONNECTION Weld Depth(in) 4.03 Plate Depth(in) 6.06 Top Flange Width(in) 1.75 Weld Width(in) 4.30 Plate Width(in) 4.69 Screwsl 3 Weld Type Square Plate Thick(in) 0.10 Screws2 4 Weld Size(in) 0.13 Plate Angle(dee) 87.28 Hole dia(in) 0.25 16 41 Fu(ksi) 58.00 Z edge(in) 0.50 Min Fx MCICBC(12-9)WY F si 36.00 Y spread(in) 3.00 0.00 0.00 Max Fy MCICBC(12-10)EX Z spread(in) 0.75 5 0.64 0.03 -0.05 0.00 0.00 0.00 Strap (true/false) False 25 48 5 2.71 -0.10 -0.19 0.00 Strap Screws 0 Design Envelope C. Rbt. Bar Location Fx Fy Fz My Mz Allow. Label C. Name Num Num. Weld KK) (K (K -in) (K -in) Increase Max Fx MCICBC(12-8)L 16 41 5 3.22 -0.08 -0.25 0.00 0.00 0.00 Min Fx MCICBC(12-9)WY 18 42 5 -0.30 0.02 0.05 0.00 0.00 0.00 Max Fy MCICBC(12-10)EX 21 44 5 0.64 0.03 -0.05 0.00 0.00 0.00 Min Fy MCICBC(12-11)EX 25 48 5 2.71 -0.10 -0.19 0.00 0.00 0.00 Max Fz MCICBC(12-9)WX 17 41 5-0.24 0.02 0.05 0.00 0.00 0.00 Min Fz MCICBC(12-8)L 16 48 5 3.22 -0.08 -0.25 0.00 0.00 0.00 Max Mx MCICBC(12-7)D 15 41 5 0.83 -0.01 -0.04 0.00 0.00 0.00 Min Mx MCICBC(12-11)EY 26 48 5 2.66 -0.07 -0.20 0.00 0.00 0.00 Max My MCICBC(12-7)D 15 41 5 0.83 -0.01 -0.04 0.00 0.00 0.00 Min My MCICBC(12-11)EY 26 48 5 2.66 -0.07 -0.20 0.00 0.00 0.00 Max Mz MCICBC(12-7)D 15 41 5 0.83 -0.01 -0.04 0.00 0.00 0.00 Min Mz MCICBC(12-11)EY 26 48 5 2.66 -0.07 -0.20 0.00 0.00 0.00 PURLIN CONNECTION RESULTS - Block Block Weld Weld Weld Weld Screw Screw Screw Screw - Shear Shear Shear Shear Ten en Pullout Nilout Shear Shear Vh Vv Nom Ult Nom Ult Nom Ult Nom Ult K) Nom Ult Label C. Name > M M (K/in) (K/in) (Klin) (Klin) (K) JM LK Chef Max Fx MCICBC(12-8) 2.97 1.26 •0.14 10.60 0.00 43.72 1.27 0.00 0.00 2.84 0.14 4.67 1.26 True Min Fx MCICBC(12-9) -0.28-0.13 •0.02 10.60 0.28 43.72 0.31 0.00 0.00 2.84 0.02 4.67 0.31 True Max Fy MCICBC(12-10 0.61 0.20 0.02 10.60 0.00 43.72 0.20 0.00 0.00 2.84 0.02 4.67 0.20 True Min Fy MCICBC(12-11 2.48 1.08 0.14 10.60 0.00 43.72 1.09 0.00 0.00 2.84 0.14 4.67 1.08 True Max Fz MCICBC(12-9) -0.22-0.11 •0.03 10.60 0.22 43.72 0.25 0.00 0.00 2.84 0.03 4.67 0.24 True Min Fz MCICBC(12-8) 2.97 1.26 •0.14 10.60 0.00 43.72 1.27 0.00 0.00 2.84 0.14 4.67 1.26 True Max Mx MCICBC(12-7) 0.77 0.32 •0.06 10.60 0.00 43.72 0.32 0.00 0.00 2.84 0.06 4.67 0.32 True Min Mx MCICBC(12-11 2.46 1.04 .0.12 10.60 0.00 43.72 1.04 0.00 0.00 2.84 0.12 4.67 1.04 True Max My MCICBC(12-7) 0.77 0.32 0.06 10.60 0.00 43.72 0.32 0.00 0.00 2.84 0.06 4.67 0.32 True Min My MCICBC(12-11 2.46 1.04 •0.12 10.60 0.00 43.72 1.04 0.00 0.00 2.84 0.12 4.67 1.04 True Max Mz MCICBC(12-7) 0.77 0.32 .0.06 10.60 0.00 43.72 0.32 0.00 0.00 2.84 0.06 4.67 0.32 True Min Mz MCICBC(12-11 2.46 1.04 •0.12 10.60 0.00 43.72 1.04 0.00 0.00 2.84 0.12 4.67 1.04 True 20 MEMBER DESIGN RF1 Rafter Name Title: RFI Count: 8 Horizontal Angle Start end: 0.00 Horizontal Angle Finish end: 0.00 Vertical Angle Start end: 17.12 Vertical Angle Finish end: 17.12 Ky 2.10 Kz 2.10 L(ft) 21.97 Ly(ft) 5.49 Lz(ft) 5.49 Section Properties Name HSS6X6X0.187 Depth (in) 6.00 Width (in) 6.00 Nominal Thickness (in) 0.19 Design Thickness (in) 0.17 Area (in^2) 3.98 MOI Strong (in^4) 22.30 MOI weak (in ^4) 22.30 Section Mod. Strong (in^3) 7.42 Section Mod. Weak (in ^3) 7.42 Fy (ksi) 46 Design Envelope C. Rbt. Bar Location Fx -F_x Fz MX Mz Allow. Label C. Name Num Num. Imo. LIQ f (K-in)(K-in) Increase Max Fx MCICBC(12-8)L 16 17 1 8.71 0.00 0.54 0.00 0.00 0.00 Min Fx MCICBC(12-9)WY 18 20 1-1.18 0.03 -0.04 0.00 0.00 0.00 Max Fy MCICBC(12-9)EY 20 17 1 2.55 0.06 0.09 0.00 0.00 0.00 Min Fy MCICBC(12-10)EY 22 21 1 1.60 -0.06 0.19 0.00 0.00 0.00 Max Fz MCICBC(12-11)EX 25 20 1 6.42 -0.02 0.55 0.00 0.00 0.00 Min Fz MCICBC(12-8)L 16 24 3 6.95 0.00 -0.45 6.02 0.00 0.00 Max Mx MCICBC(12-7)D 15 17 1 2.18 0.00 0.15 0.00 0.00 0.00 Min Mx MCICBC(12-11)EY 26 24 5 0.11 -0.02 -0.07 -3.68 0.03 0.00 Max My MCICBC(12-11)EX 25 20 2 5.30 0.00 -0.28 34.02 1.15 0.00 Min My MCICBC(12-10)EX 21 24 3 2.14 0.00 -0.15 -10.12 -1.29 0.00 Max Mz MCICBC(12-9)EX 19 18 2 2.04 0.01 -0.07 3.81 3.69 0.00 Min Mz MCICBC(12-10)EY 22 24 2 1.43 -0.01 -0.04 10.73 -3.69 0.00 Compactness: NonCompact Member Design Results Stress Allow ASD Label C. Name fa Fa fby Fby tbz Fbz ELey F'ez Ratio Increa OK Max Fx MCICBC(12-8)L 2.19 2.74 0.00 27.60 0.00 27.60 43.77 43.77 0.80 0.00 True Min Fx MCICBC(12-9)WY 0.30 27.60 0.00 27.60 0.00 27.60 43.77 43.77 0.01 0.00 True Max Fy MCICBC(12-9)EY 0.64 2.74 0.00 27.60 0.00 27.60 43.77 43.77 0.23 0.00 True Min Fy MCICBC(12-10)EY 0.40 2.74 0.00 27.60 0.00 27.60 43.77 43.77 0.15 0.00 True Max Fz MCICBC(12-11)EX 1.61 2.74 0.00 27.60 0.00 27.60 43.77 43.77 0.59 0.00 True Min Fz MCICBC(12-8)L 1.75 2.74 0.81 27.60 0.00 27.60 43.77 43.77 0.66 0.00 True Max Mx MCICBC(12-7)D 0.55 2.74 0.00 27.60 0.00 27.60 43.77 43.77 0.20 0.00 True Min Mx MCICBC(12-11)EY 0.03 -2.74 0.50 27.60 0.00 27.60 43.77 43.77 0.03 0.00 True Max My MCICBC(12-I 1)EX 1.33 2.74 4.58 27.60 0.15 27.60 43.77 43.77 0.64 0.00 True Min My MCICBC(12-10)EX 0.54 2.74 1.36 27.60 0.17 27.60 43.77 43.77 0.24 0.00 True Max Mz MCICBC(12-9)EX 0.51 2.74 0.51 27.60 0.50 27.60 43.77 43.77 0.22 0.00 True Min Mz MCICBC(12-10)EY 0.36 2.74 1.45 27.60 0.50 27.60 43.77 43.77 0.20 0.00 True 21..'* CONNECTION DESIGN RF1 I end - End Plate Connection END PLATE Depth of Cut Em 6.28 Lent (in) 6.50 Bolt Count 4 Weld Size 0.13 Width of cut (in) 6.00 Width u 6.00 Bolt Size (in) 0.63 Weld Square Thicker 0.63 Vert. Spread(in) 1.75 Angle "e 90.00 Hor. S read in 3.75 Fu 58.00 Flange 0.00 Ft 36.00 22 C. Rbt. Bar Location Fx Fy Fz MX Mz Allow. Label C. Name Num Num. M M M (K -in) (K -in) Increase Max Fx MCICBC(12-8)L 16 17 1 8.71 0.00 0.54 0.00 0.00 0.00 Min Fx MCICBC(12-9)WY 18 20 1-1.18 0.03 -0.04 0.00 0.00 0.00 Max Fy MCICBC(12-9)EY 20 .17 1 2.55 0.06 0.09 0.00 0.00 0.00 Min Fy MCICBC(12-10)EY 22 21 1 1.60 -0.06 0.19 0.00 0.00 0.00 Max Fz MCICBC(12-11)EX 25 20 1 6.42 -0.02 0.55 0.00 0.00 0.00 Min Fz MCICBC(12-9)WX 17 24 1-0.42 0.01 -0.07 0.00 0.00 0.00 Max Mx MCICBC(12-7)D 15 17 1 2.18 0.00 0.15 0.00 0.00 0.00 Min Mx MCICBC(12-11)EY 26 24 1 6.80 0.04 0.49 0.00 0.00 0.00 Max My MCICBC(12-7)D 15 17 1 2.18 0.00 0.15 0.00 0.00 0.00 Min My MCICBC(12-11)EY 26 24 1 6.80 0.04 0.49 0.00 0.00 0.00 Max Mz MCICBC(12-7)D 15 17 1 2.18 0.00 0.15 0.00 0.00 0.00 Min Mz MCICBC(12-11)EY 26 24 1 6.80 0.04 0.49 0.00 0.00 0.00 22 Tu(K) Vu(K-) Tn(K) Vn Req. Size in Mu(K-in) Rad. T(in) Act. Tom) Bolt Bolt Bolt Bolt Bolt Plate Plate Plate el C. Num Fh FW My Weld Weld Weld Weld Weld Flange Fane Chef Fx 16 8.16 3.08 0.00 -3.32 2.51 43.68 21.00 0.22 -0.08 0.00 0.63 True 2.84 1.00 21.00 21.00 0.01 0.00 0.00 Fx 18 -1.11 0.38 0.00 0.48 0.31 44.00 21.00 0.08 0.01 0.05 0.63 True 0.38 0.12 21.00 21.00 0.00 0.00 0.00 Fy 20 2.41 0.84 0.00 -0.98 0.69 43.98 21.00 0.11 -0.03 0.00 0.63 True 0.83 0.27 21.00 21.00 0.00 0.00 0.00 Fy 22 1.47 0.66 0.00 -0.60 0.54 43.99 21.00 0.10 -0.02 0.00 0.63 True 0.53 0.22 21.00 21.00 0.00 0.00 0.00 Fz 25 5.97 2.42 0.00 -2.43 1.97 43.81 21.00 0.1.9 -0.06 0.00 0.63 True 2.10 0.79 21.00 21.00 0.00 0.00 0.00 Fz 17 -0.37 0.19 0.00 0.16 0.16 44.00 21.00 0.05 0.00 0.03 0.63 True 0.14 0.06 21.00 21.00 0.00 0.00 0.00 Mx 15 2.04 0.79 0.00 -0.83 0.64 43.98 21.00 0.11 -0.02 0.00 0.63 True 0.71 0.26 21.00 21.00 0,00 0.00 0.00 Mx 26 6.36 2.47 0.00 -2.59 2.01 43.80 21.00 0.19 -0.07 0.00 0.63 True 2.22 0.81 21.00 21.00 0.00 0.00 0.00 My 15 2.04 0.79 0.00 -0.83 0.64 43.98 21.00 0.11 -0.02 0.00 0.63 True 0.71 0.26 21.00 21.00 0.00 0.00 0.00 My 26 6.36 2.47 0.00 -2.59 2.01 43.80 21.00 0.19 -0.07 0.00 0.63 True 2.22 0.81 21.00 21.00 0.00 0.00 0.00 Mz 15 2.04 0.79 0.00 -0.83 0.64 43.98 21.00 0.11 -0.02 0.00 0.63 True 0.71 0.26 21.00 21.00 0.00 0.00 0.00 Mz 26 6.36 2.47 0.00 -2.59 2.01 43.80 21.00 0.19 -0.07 0.00 0.63 True 2.22 0.81 21.00 21.00 0.00 0.00 0.00 22 CONNECTION DESIGN RR J end - End Plate Connection END PLATE Depth of Cut u 6.28 Len h u 6.50 Bolt Count 4 Weld Size 0.13 Width of cut n) 6.00_ Width in 6.00 Bolt Size fml 0.63 Weld Square Thicker 0.63 Vert. Spread(in) 1.75 Angle ideg1 90.00 Hor. S read in 3.75 Fu 58.00 Flange 0.00 Pt 36.00 23 C. Rbt. Bar Location Fx Fy Fz MX Mz Allow. Label C. Name Num Num.K) Mu(K-in) MK JM aLigI(K-in) Increase Max Fx MCICBC(12-9)WX 17 20 5 0.42 0.01 -0.11 -2.20 -0.30 0.00 Min Fx MCICBC(12-9)WY 18 20 5 -0.25 -0.02 -0.02 2.41 0.24 0.00 Max Fy MCICBC(12-9)EX 19 18 5 0.16 0.03 0.00 -1.47 -0.05 0.00 Min Fy MCICBC(12-10)EY 22 24 5 0.09 -0.03 -0.08 -1.31 0.05 0.00 Max Fz MCICBC(12-10)EX 21 17 5 0.19 0.01 0.07 -1.33 -0.02 0.00 Min Fz MCICBC(12-9)EY 20 23 5 0.07 -0.01 -0.15 -1.45 0.02 0.00 Max Mx MCICBC(12-7)D 15 17 5 0.13 0.00 -0.04 -1.46 0.00 0.00 Min Mx MCICBC(12-11)EY 26 24 5 0.11 -0.02 -0.07 -3.68 0.03 0.00 Max My MCICBC(12-9)WX 17 19 5-0.25 0.02 -0.02 2.41 -0.24 0.00 Min My MCICBC(12-8)L 16 24 5 0.13 0.00 -0.04 -4.43 0.00 0.00 Max Mz MCICBC(12-9)WX 17 21 5 0.42 -0.01 -0.11 -2.20 0.30 0.00 Min Mz MCICBC(12-9)WX 17 20 5 0.42 0.01 -0.11 -2.20 -0.30 0.00 23 Tu(K) Vu K{) Tn(K) VVn(K-) Reu• Size in Mu(K-in) Rnd• T(in) Act. T in Bolt Bolt Bolt Bolt Bolt Plate Plate Plate Label C. Num Fh Fv My Weld Weld Weld Weld Weld Flange Flange Che4 Max Fx 17 0.43 0.02-2.20 0.61 0.01 44.00 21.00 0.07 0.01 0.05 0.63 0.25 0.01 21.00 21.00 0.00 0.00 0.00 True Min Fx 18 -0.23 0.10 2.41 0.92 0.08 44.00 21.00 0.09 0.02 0.07 0.63 0.50 0.03 21.00 21.00 0.00 0.00 0.00 True Max Fy 19 0.15 0.06-1.47 0.40 0.05 44.00 21.00 0.06 0.01 0.05 0.63 0.19 0.02 21.00 21.00 0.00 0.00 0.00 True Min Fy 22 0.11 0.06-1.31 0.37 0.05 44.00 21.00 0.06 0.01 0.04 0.63 0.18 0.02 21.00 21.00 0.00 0.00 0.00 True Max Fz 21 0.16 0.12 -1.33 0.35 0.10 44.00 21.00 0.06 0.01 0.04 0.63 0.17 0.04 21.00 21.00 0.00 0.00 0.00 True Min Fz 20 0.11 0.12-1.45 0.40 0.10 44.00 21.00 0.06 0.01 0.05 0.63 0.20 0.04 21.00 21.00 0.00 0.00 0.00 True Max Mx 15 0.14 0.00-1.46 0.39 0.00 44.00 21.00 0.06 0.01 0.05 0.63 0.18 0.00 21.00 21.00 0.00 0.00 0.00 True Min Mx 26 0.13 0.05 -3.68 1.08 0.04 44.00 21.00 0.1.0 0.03 0.08 0.63 0.54 0.01 21.00 21.00 0.00 0.00 0.00 True Max My 17 -0.23 0.10 2.41 0.92 0.08 44.00 21.00 0.09 0.02 0.07 0.63 0.50 0.03 21.00 21.00 0.00 0.00 0.00 True Min My 16 0.14 0.00-4.43 1.28 0.00 44.00 21.00 0.11 0.03 0.09 0.63 0.65 0.00 21.00 21.00 0.00 0.00 0.00 True Max Mz 17 0.43 0.02 -2.20 0.61 0.01 44.00 21.00 0.07 0.01 0.05 0.63 0.25 0.01 21.00 21.00 0:00 0.00 0.00 True Min Mz 17 0.43 0.02-2.20 0.61 0.01 44.00 21.00 0.07 0.01 0.05 0.63 0.25 0.01 21.00 21.00 0.00 0.00 0.00 True 23 MEMBER DESIGN RTI Rafter Tail Title: RTI Count: 8 Horizontal Angle Start end: -17.12 Horizontal Angle Finish end: 0.00 Vertical Angle Start end: 0.00 Vertical Angle Finish end: 0.00 Ky 2.10 Kz 2.10 L(ft) 2.83 Ly(ft) 2.83 Lz(ft) 2.83 Section Properties Name HSS6X3X0.125 Depth (in) 6.00 Width (in) 3.00 Nominal Thickness (in) 0.13 Design Thickness (in) 0.12 Area (in ^2) 2.00 MOI Strong (in ^4) 9.43 MOI weak (in^4) 3.23 Section Mod. Strong (in ^3) 3.14 Section Mod. Weak (in ^3) 2.15 Fy (ksi) 46 Design Envelope C. Rbt. Bar Location Fx ,Fy Fz My Mz Allow. Label C. Name Num Num. Label MK LK, M (K -in) (K -W Increase Max Fx MCICBC(12-10)EX 21 60 2 0.00 0.02 0.00 0.04 0.24 0.00 Min Fx MCICBC(12-11)EX 25 64 1-0.03 0.06 0.00 -0.06 1.03 0.00 Max Fy MCICBC(12-8)L 16 57 1-0.02 0.08 0.00 0.00 1.28 0.00 Min Fy MCICBC(12-9)WY 18 64 2 0.00 0.00 0.00 0.00 0.04 0.00 Max Fz MCICBC(12-9)EY 20 57 1-0.01 0.02 0.01 -0.18 0.42 0.00 Min Fz MCICBC(12-10)EY 22 61 2 0.00 0.02-0.01 -0.01 0.09 0.23 0.00 Max Mx MCICBC(12-7)D 15 57 1-0.01 0.03 0.00 0.00 0.44 0.00 Min Mx MCICBC(12-11)EY 26 64 5 0.00 0.00 0.00 0.00 0.00 0.00 Max My MCICBC(12-9)EX 19 58 1-0.01 0.02-0.01 1.63 0.18 0.42 0.00 Min My MCICBC(12-10)EY 22 64 1 0.00 0.02 0.01 -0.18 0.42 0.00 Max Mz . MCICBC(12-8)L 16 57 1-0.02 0.08 0.00 0.00 1.28 0.00 Min Mz MCICBC(12-11)EY 26 64 5 0.00 0.00 0.00 0.00 0.00 0.00 Compactness: Slender Slender Section Properties P (K) Mprime M orth Atrans Itrans StransB Strand Q Fa Qjaft Label C. Num Axis (K -in) (K -in) (in ^2) (in^4) (in^3) (in^4) Max Fx 21 z 0.00 0.24 0.04 1.83 2.66 1.95 1.63 0.92 20.30 Min Fx 25 z -0.03 1.03 0.06 1.83 2.66 1.95 1.63 0.92 20.30 Max Fy 16 z -0.02 1.28 0.00 1.83 2.66 1.95 1.63 0.92 20.30 Min Fy 18 z 0.00 0.04 0.00 1.83 2.66 1.95 1.63 0.92 20.30 Max Fz 20 z -0.01 0.42 0.18 1.83 2.66 1.95 1.63 0.92 20.30 Min Fz 22 z 0.00 0.23 0.09 1.83 2.66 1.95 1.63 0.92 20.30 Max Mx 15 z -0.01 0.44 0.00 1.83 2.66 1.95 1.63 0.92 20.30 Max My 19 z -0.01 0.42 0.18 1.83 2.66 1.95 1.63 0.92 20.30 Min My 22 z 0.00 0.42 0.18 1.83 2.66 1.95 1.63 0.92 20.30 Max Mz 16 z -0.02 1.28 0.00 1.83 2.66 1.95 1.63 0.92 20.30 24 Member Design Results 25 Stress Allow ASD Label C. Name fa Fa fbl Fby fbz Fbz FFey F'ez Ratio Increa OSI Max Fx MCICBC(12-10)EX 0.00 20.30 0.01 27.60 0.15 27.60 138.42 47.41 0.01 0.00 True Min Fx MCICBC(12-11)EX 0.01 20.30 0.02 27.60 0.63 27.60 138.42 47.41 0.02 0.00 True Max Fy MCICBC(12-8)L 0.01 20.30 0.00 27.60 0.79 27.60 138.42 47.41 0.03 0.00 True Min Fy MCICBC(12-9)WY 0.00 20.30 0.00 27.60 0.03 27.60 138.42 47.41 0.00 0.00 True Max Fz MCICBC(12-9)EY 0.01 20.30 0.06 27.60 0.26 27.60 138.42 47.41 0.01 0.00 True Min Fz MCICBC(12-10)EY 0.00 20.30 0.03 27.60 0.14 27.60 138.42 47.41 0.01 0.00 True Max Mx MCICBC(12-7)D 0.00 20.30 0.00 27.60 0.27 27.60 138.42 47.41 0.01 0.00 True Min Mx MCICBC(12-11)EY 0.00 27.60 0.00 27.60 0.00 27.60 138.42 47.41 0.00 0.00 True Max My MCICBC(12-9)EX 0.01 20.30 0.06 27.60 0.26 27.60 138.42 47.41 0.01 0.00 True Min My MCICBC(12-10)EY 0.00 20.30 0.06 27.60 0.26 27.60 138.42 47.41 0.01 0.00 True Max Mz MCICBC(12-8)L 0.01 20.30 0.00 27.60 0.79 27.60 138.42 47.41 0.03 0.00 True Min Mz MCICBC(12-11)EY 0.00 27.60 0.00 27.60 0.00 27.60 138.42 47.41 0.00 0.00 True 25 CONNECTION DESIGN RTI I end - Welded Connection WELD Depth(in) 6.00 Throat Size(in) 0.13 Width n) 3.14 Type Square WELDED CONNECTION RESULTS C. Rbt. Bar Location Fx Fy Fz My Mz Allow. Label C. Name Num Num. Vu (K) (K) Required Throat (K -in) (K-inl Increase Max Fx MCICBC(12-10)EX 21 60 1 0.00 0.03 0.00 0.07 0.45 0.00 Mn Fx MCICBC(12-11)EX 25 64 1-0.03 0.06 0.00 -0.06 1.03 0.00 Max Fy MCICBC(12-8)L 16 57 1-0.02 0.08 0.00 0.00 1.28 0.00 Min Fy MCICBC(12-9)WY 18 64 1 0.00 0.00 0.00 0.00 0.05 0.00 Max Fz MCICBC(12-9)EY 20 57 1-0.01 0.02 0.01 -0.18 0.42 0.00 Mn Fz MCICBC(12-10)EY 22 61 1 0.00 0.02 -0.01 0.18 0.42 0.00 Max Mx MCICBC(12-7)D 15 57 1-0.01 0.03 0.00 0.00 0.44 0.00 Min Mx MCICBC(12-11)EY 26 64 1-0.02 0.06 0.01 -0.13 1.09 0.00 Max My MCICBC(12-9)EX 19 58 1-0.01 0.02 -0.01 0.18 0.42 0.00 Min My MCICBC(12-10)EY 22 64 1 0.00 0.02 0.01 -0.18 0.42 0.00 Max Mz MCICBC(12-8)L 16 57 1-0.02 0.08 0.00 0.00 1.28 0.00 Min Mz MCICBC(12-9)WY 18 64 1 0.00 0.00 0.00 0.00 0.05 0.00 WELDED CONNECTION RESULTS Vn Vu Tn Tu Required Throat Label C. Num Klin in (Win) (K/in) "in Check Max Fx 21 2.63 0.00 2.63 0.02 0.0010 True Mn Fx 25 2.63 0.00 2.63 0.05 0.0022 True Max Fy 16 2.63 0.00 2.63 0.05 0.0026 True Mn Fy 18 2.63 0.00 2.63 0.00 0.0001 True Max Fz 20 2.63 0.00 2.63 0.02 0.0011 True Mn Fz 22 2.63 0.00 2.63 0.02 0.0011 True Max Mx 15 2.63 0.00 2.63 0.02 0.0009 True Mn Mx 26 2.63 0.00 2.63 0.05 0.0024 True Max My 19 2.63 0.00 2.63 0.02 0.0011 True Mn My 22 2.63 0.00 2.63 0.02 0.0011 True Max Mz 16 2.63 0.00 2.63 0.05 0.0026 True Min Mz 18 2.63 0.00 2.63 0.00 0.0001 True 26 MEMBER DESIGN TB1 Tie Beam Title: TBI Count: 8 Horizontal Angle Start end: 22.50 Horizontal Angle Finish end: -22.50 Vertical Angle Start end: 0.00 Vertical Angle Finish end: 0.00 Ky 1.00 Kz 1.00 L(ft) 16.07 Ly(ft) 3.00 Lz(ft) 3.00 Section Properties Name HSS6X3X0.125 Depth (in) 6.00 Width (in) 3.00 Nominal Thickness (in) 0.13 Design Thickness (in) 0.12 Area (in^2) 2.00 MOI Strong (in ^4) 9.43 MOI weak (in^4) 3.23 Section Mod. Strong (in ^3) 3.14 Section Mod. Weak (in ^3) 2.15 Fy (ksi) 46 Design Envelope P MK Mprime C. Rbt. Bar Location Fx Fy Fz My Mz Allow. Label C. Name Num Num. (K -in) KLl ILSILS (K -in) fK-inl Increase Max Fx MCICBC(12-9)WY 18 9 1 1.43 0.00 -0.21 0.00 0.00 0.00 Min Fx MCICBC(12-8)L 16 16 510.59 0.00 -1.02 0.00 0.00 0.00 Max Fy MCICBC(12-9)EY 20 10 1-3.28 0.19 0.18 0.00 0.00 0.00 Min Fy MCICBC(12-10)EX 21 16 5 -3.02 -0.19 -0.16 0.00 0.00 0.00 Max Fz MCICBC(12-8)L 16 9 110.59 0.00 1.02 0.00 0.00 0.00 Min Fz MCICBC(12-8)L 16 16 510.59 0.00-1.02 0.00 0.00 0.00 Max Mi MCICBC(12-7)D 15 9 1-2.65 0.00 0.18 0.00 0.00 0.00 Min Mx MCICBC(12-11)EY 26 16 5-8.47 0.00 -0.81 0.00 0.00 0.00 Max My MCICBC(12-8)L 16 9 310.59 0.00 0.00 49.18 0.00 0.00 Min My MCICBC(12-9)WY 18 16 3 1.28 0.00 0.00 -10.21 0.00 0.00 Max Mz MCICBC(12-9)EX 19 12 3-2.03 0.00 0.00 8.71 8.93 0.00 Min Mz MCICBC(12-10)EX 21 16 3-3.02 0.00 0.00 7.84 -8.93 0.00 Compactness: Slender Slender Section Properties P MK Mprime M orth Atrans Itrans StransB StransT Q Fa fkaft Label C. Num Axis (K -in) (K -in) (in^21 fjn^4 (in^3) (in^4) Max Mz 19 z -2.03 8.93 8.71 2.00 3.23 2.15 2.15 1.00 25.29 Min Mz '21 z -3.02 8.93 7.84 2.00 3.23 2.15 2.15 1.00 25.29 Member Desim Results Stress Allow ASD Label C. Name fa Fa My Fby fl z Fbz FFev Pez Ratio Increa OK Max Fx MCICBC(12-9)WY 0.72 16.51 0.00 27.60 0.00 27.60 542.58 185.85 0.04 0.00 True Min Fx MCICBC(12-8)L 5.30 27.60 0.00 27.60 0.00 27.60 542.58 185.85 0.19 0.00 True Max Fy MCICBC(12-9)EY 1.64 27.60 0.00 27.60 0.00 27.60 542.58 185.85 0.06 0.00 True Min Fy MCICBC(12-10)EX 1.51 27.60 0.00 27.60 0.00 27.60 542.58 185.85 0.05 0.00 True Max Fz MCICBC(12-8)L 5.30 27.60 0.00 27.60 0.00 27.60 542.58 185.85 0.19 0.00 True Min Fz MCICBC(12-8)L 5.30 27.60 0.00 27.60 0.00 27.60 542.58 185.85 0.19 0.00 True Max Mx MCICBC(12-7)D 1.33 27.60 0.00 27.60 0.00 27.60 542.58 185.85 0.05 0.00 True Min Mx MCICBC(12-11)EY 4.23 27.60 0.00 27.60 0.00 27.60 542.58 185.85 0.15 0.00 True Max My MCICBC(12-8)L 5.30 27.60 15.66 27.60 0.00 27.60 542.58 185.85 0.76 0.00 True Min My MCICBC(12-9)WY 0.64 16.51 3.25 27.60 0.00 27.60 542.58 185.85 0.16 0.00 True Max Mz MCICBC(12-9)EX 1.01 25.29 2.77 27.60 4.15 27.60 542.58 185.85 0.29 0.00 True Min Mz MCICBC(12-10)EX 1.51 25.29 2.50 27.60 4.15 27.60 542.58 185.85 0.30 0.00 True 27 CONNECTION DESIGN TBI I end - End Plate Connection END PLATE Depth of Cut Lml 6.00 Len (in) 6.00 Bolt Count 2 Weld Size 0.13 Width of cut (in) 3.25 Width (in) 3.50 Bolt Size (in) 0.63 Weld Square Thick (in) 0.63 Vert. S read in 0.00 Angle LdeZ1 90.00 Hor. Suread(in) 3.75 Fu 58.00 Flange 0.00 F& 36.00 0811 C.Rbt. Bar Location Fx F Fz M Mz Allow. Label C. Name Num Num. Act. T(in) ILQ KLA f (K -in) (K -in) Increase Max Fx MCICBC(12-9)WY 18 9 1 1.43 0.00 -0.21 0.00 0.00 0.00 Min Fx MCICBC(12-8)L 16 16 110.59 0.00 1.02 0.00 0.00 0.00 Max Fy MCICBC(12-9)EY 20 10 1-3.28 0.19 0.18 0.00 0.00 0.00 Mn Fy MCICBC(12-10)EY 22 14 1-1.76 -0.19 0.16 0.00 0.00 0.00 Max Fz MCICBC(12-8)L 16 9 110.59 0.00 1.02 0.00 0.00 0.00 Mn Fz MCICBC(12-9)WY 18 16 1 1.28 0.00-0.21 0.63 0.00 0.00 0.00 Max Mx MCICBC(12-7)D 15 9 1-2.65 0.00 0.18 0.00 0.00 0.00 Min Mx MCICBC(12-11)EY 26 16 1-8.75 0.00 0.81 0.00 0.00 0.00 Max My MCICBC(12-7)D 15 9 1-2.65 0.00 0.18 0.00 0.00 0.00 Min My MCICBC(12-11)EY 26 16 1-8.75 0.00 0.81 0.00 0.00 0.00 Max Mz MCICBC(12-7)D 15 9 1-2.65 0.00 0.18. 0.00 0.00 0.00 Min Mz MCICBC(12-11)EY 26 16 1-8.75 0.00 0.81 0.00 0.00 0.00 0811 Tu(K) Vu(K) Tn Vn Res. Size in Mu(K-in) Rqd. T(in) Act. T(in) Bolt Bolt Bolt Bolt Bolt Plate Plate Plate el C. Num Fh FW MI Weld Weld Weld Weld Weld Flange Flange Che4 Fx 18 1.32 0.59 0.00 -1.08 0.96 43.95 21.00 0.13 -0.01 0.00 0.63 True 0.63 0.25 21.00 21.00 0.00 0.00 0.00 Fx 16 -9.79 4.18 0.00 7.97 6.81 41.62 21.00 0.36 0.10 0.15 0.63 True 4.60 1.81 21.00 21.00 0.03 0.00 0.00 Fy 20 -3.10 1.10 0.00 2.53 1.79 43.84 21.00 0.18 0.03 0.09 0.63 True 1.42 0.48 21.00 21.00 0.01 0.00 0.00 Fy 22 -1.56 0.86 0.00 1.27 1.40 43.90 21.00 0.16 0.02 0.06 0.63 True 0.77 0.37 21.00 21.00 0.00 0.00 0.00 Fz 16 -9.79 4.18 0.00 7.97 6.81 41.62 21.00 0.36 0.10 0.15 0.63 True 4.60 1.81 21.00 21.00 0.03 0.00 0.00 Fz 18 1.18 0.53 0.00 -0.96 0.87 43.96 21.00 0.13 -0.01 0.00 0.63 True 0.56 0.23 21.00 21.00 0.00 0.00 0.00 Mx 15 -2.45 1.03 0.00 2.00 1.68 43.86 21.00 0.18 0.03 0.08 0.63 True 1.15 0.45 21.00 21.00 0.01 0.00 0.00 Mx 26 -8.08 3.44 0.00 6.59 5.61 42.40 21.00 0.32 0.09 0.14 0.63 True 3.80 1.49 21.00 21.00 0.02 0.00 0.00 My 15 -2.45 1.03 0.00 2.00 1.68 43.86 21.00 0.18 0.03 0.08 0.63 True 1.15 0.45 21.00 21.00 0.01 0.00 0.00 My 26 -8.08 3.44'0.00 6.59 5.61 42.40 21.00 0.32 0.09 0.14 0.63 True 3.80 1.49 21.00 21.00 0.02 0.00 0.00 Mz 15 -2.45 1.03 0.00 2.00 1.68 43.86 21.00 0.18 0.03 0.08 0.63 True 1.15 0.45 21.00 21.00 0.01 0.00 0.00 Mz 26 -8.08 3.44 0.00 6.59 5.61 42.40 21.00 0.32 0.09 0.14 0.63 True 3.80 1.49 21.00 21.00 0.02 0.00 0.00 0811 CONNECTION DESIGN TBI J end - End Plate Connection END PLATE Depth of Cut (in) 6.00 Length u 6.00 Bolt Count 2 Weld Size 0.13 Width of cut (in) 3.25 Width (in) 3.50 Bolt Size (in) 0.63 Weld Square Thicki TITLE PAGE Project OC47M-P4-20-704 Author: U -M ROBOT V 18.0,0 OROOOBAT 1998-2004 AlAW.. File: OWMA430-704.rta AOOm85: Filed: OC47M-Pa20-704 NODES Det.: 080800 ..yy� A 1 0.0 __ cooro! Fa x DNa:080508 Page:3 ROBOT v 18.0.8 Au01Or. Add- (OROOOBAT 1888-2004 File:OG17Mi4-10704Ad Pm' :OC NWI 20-704 STRUCTURE R.4. 1 E t Det.: 080800 Page :1 0-9 ROBOT 1 18.0.8 OROOOBAT 19W-2004 AWlgr. File OC47MF440.704at4 AGQess: Pml.a: OCVWPa20-704 Data - Nods. R.4. z 00 r 00 z py svPp....4. support t IBAO I 8.04 0.0 __ cooro! Fa x B.04 : WAD i 0.0Fu E 1BA0 F 0.0 wecu� Fix 4 -19A0 ! 8.04 i 0.0 Fu 4 e _ IBAO804 1940 00...._L_ ............._..: �._ ...... .. ... ...__... 0,0 F... F 7 _-8.04 el IBAO 00 apccat _ F 8 1840 8.04 00 _ B 21W 80] 817 to 8.07 21.90 ? 8.17 11-B.OT 21.80 B 17 12 -21 BO BOT B I7 O .-..__ 801811 _21.80 . ._. __..._._.._.._... to e.m sl.eo e.17 B.W ! IBAO._w.._8:�i. -................. _»_.__-_........_.._._.._.___. ___.._...._----- ------------ _.... ........ 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Bq Bea 18. 48 HSSO B>9 STEK A506' 7191: OD ...................Be- ............................................. 70 ,,,h: 49 NSSO 8xS1EE1 A500. 71.81: OQ Bea 21 11:, 49 HSSO Bffi STEEL AmOi 71.81,: 0.0 Bea II -72 4B X5508ffi, STEELamO= 7107 O.q Bea D n 49 HSSO 819 STEEL Amo% 21.81; _ 19 @ee L Be - 24: -- 49 HS50 B�SiEELAW0.'; 71.87 00.-�� Bea 70 75 ?0 HSSO4x4'. STEEL A5004 1205 IBA348 Sinlaee 7e _ 28 21:H5504x4; 51EELAW6 1205 18.4749 SinpeO � i7; _ 79 HSSO4x4'.SIEELAW6( 1205 IB <34@ Si STEEL 18 1205 IB Oi48 Sitrylee ............. � ,79 30 HSSO4wa_,S)EEL,A5001 1205 18 C3a8 Snpe6 ]0 W 31j X5504 E; STEELaW0. 11.05184349 ��� Sirtpee _--_.__ _.._,a 37 HSSO4x4: STEELAWO: 12.05 IB 4348 SinpeO >Z 32-�]5HSSO4x4:S)EELAW0. �-'1205 184348 SimIMeS W __ W__ .�H5504x4-. STEELaWO{ 804; 184349 Sinpkp >r J �34 � 35 HS504x4:S1EK AW0. 8.04: IBA348 Sim4k0 HSSO4x4; STEEL AW OE 004. 18A349 Sim4k0 ............. 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Filo: OC47M?430-704.Rd Aft, File: OC47M.P430704.rtd Address: Projod: OC47M.P4-20-704 Address: P-io*..:OC476iPa20704 1-9 ROBOT v 180.6 GRoboBAT 1996'2006 ROBOTv 18.0.0 OROWBAT 1988-7d14 AWpr. Address: Fi16:OC47M74A704.dd OC47M-P4-20.704 Aa6tor. Address: File: OC47M P4-20404.It0 R0" :OC47a4P420-704 6¢0V4a) W"4.) BIrMbJCY• 18-dn ..• 0. p, In al 6 421 W 22(C) 421 NI B(C) 0. p, 421 w A(C) 121 421 ro(C) 0. 0. 421 w 24(C) 4n NI 11 (C) ... 0. NI W 2a (C) ... _._.. _ . _ 0 In I21 tt(n _-....... •• 431 W AIC) .__.....0. 121 w a(C) .0,. 0, NI w 2110) ---.. U,. IV IV tI (c) .._............._0. 421 w 201C) -___......_.....0. 4n 121 13 (C) .... ............0, NI W 28 (C) ........................ 0. I21 421 ro (CI ................0 421 w 30 (CI -._.....,0.. In W 1T (C) .__.......... 0, W W 31(C) 0. In W is (C) 0,_ ._.... :. w W 32(C) ____......._0. 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(C) NI w 1e c 1v ul a ._.._....__..._0' NI W C () ...................0_. 121 NI 6 .....................0. 131 W 20 C " (1 .._...................a. IVa () .......................0.. w ul a o, W W A(q ..._....._......._o_ In NI B (c) __ 0. - ---"- NI w Ia (C) 0. 421 W ro c (1 .--'- o. w W z4 (ct ._......--'----- o. 1 11 (C) 0. ...._._....._......_.... uI W ze cl ..._.._._ 0_ 121 Nl 12 (C) ....................._0.._ Nl w 2810) ............._...___.. 0 4W 01 13 1 ................_..._�_. NI W 20(CI 0. ...__...... 4n N13 C ((Cl) ._......__..._.._0. UI w 2B (C) p, In NII 17 0. NI W 30 C IV al 131 NI ro (d.................. ..�:.._ Iw a2 (C) ..._._.-___-__--_-__._...............-_...0 4. ul 1e Ic) In C 33 (C) ul w 3I(C) .... 0.._.... o o 1 w w as lc p Date, 080800 Page :187 Date : 08/08/08 Peg. :190 1 ROBOT 18.0.8 AtAhW.. Ad&- GRoboBA71996-2004 FiIB:OC4TMF440.704.M10 Projep:OC47"4-N?704 ROBOT 18.0.0 Auftr. Pod- ORobOBAT 1998-2004 Fi19:OU7M-P4-20404Ad PMjKV.0047WP4-2U-704 MZ Pb4N W01v4e1 B,.m•aucu• B.e d• ..• o. 0. 431 NI M(c) NI W 12(C) .L NI a(C) 0. NI W 13(C) 0, 41 NI M (C) 0. NI W 4 (C) ....... 0, IL 4l 1 0. NI W is (C) ... _.. . 0, 131 4l 2 -........ 0. NI W is --- 0. 4U NI ] o, w w (CI ..._.......... 0, a, ................0. Is NI NI 18 (C) 0, IU NI a NI W 19(C) _ ..-.._._.....0.. IV YI 0 _ ... 0. NI W (C) ..._.._. .. 0 NI IL T 4.w e In ul elcl ... 0. ,, p. �0. .1 4/ W 31(C) w w 32 (cl MI W A(cl .. 0. o. ........................ 0. 4L 41 10 (C) .....,..... 0. NI W 24 (C) ...._..,........0;. 431 NI 11(C) A(CI ............ .. 0. IL YI 12 (C) 0. NI W 26(C) 0_ IY YI N (C) ... o. NI w 27 (C) _. _ .. a.. IL NI 14 (C) 11 NI to (C) 0. 0. YI W A(C) NI W 28 (C) ...... a. 0, 431 NI 11 (C)0. o. ._...... ......o. NI W ]t (C) .................0.. 431 NI 16(C) ...... NI W 32 (C) '_...__..0. In 41 19 (C) .....0. _ ... .0. YI W 31 (C) ...-.�_-... . 0. 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