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16-100712
• . , Sign Cly of FederalWay Permit #: 16-100712-00-SG Community&Econ.Dev.Services 33325 8th Ave S Federal Way,WA 98003 Ph:(253)835-2607 Fax:(253)835-2609 Inspection Request Line: (253) 835-3050 Project Name: CHRISTIAN FAITH CENTER Project Address: 33645 20TH AVE Sar cel Number: 212104 9004 Project Description: Installation of 170 square foot internally illuminated channel letter wall sign. Owner Applicant Contractor CHRISTIAN FAITH CENTER PLUMB SIGNS INC (ELECTRICAL 04) PLUMB SIGNS INC (ELECTRICAL 04) 33645 20TH AVE S 909 S 28TH ST PLUMBSI077QS(11/10/17) FEDERAL WAY WA 98003 TACOMA WA 98409 909 S 28TH ST TACOMA WA 98409 Wall Sign Information Reg.# Sign Type Illuminated #Sign Sign Face Sign Face Building Faces Width(Ft.) Height(Ft.) Elevation Sign A N/A Channel Letters Yes 1 56.75 3.00 North Additional Permit Information Comprehensive Plan Designation Multifamily Zoning Designation RM 3600 PERMIT EXPIRES Sunday, October 9, 2016 Permit Issued on Tuesday, April 12, 2016 I hereby certify that the above information is correct and that the construction on the above described property and the occupancy and the use will be in accordance with the laws, rules and regulations of the State of Washington and the City of Federal Way. Owner or agen : Ai. A ...mr. .41,,,,A Date: i /i 7—' i r THIS CARD IS TO REMAIN ON-SITE , , Federal Wa Construction Inspection Record Way INSPECTION REQUESTS: (253) 835-3050 PERMIT#: 16-100712-00-SG Address: 33645 20TH AVE S Project: CHRISTIAN FAITH CENTER FEDERAL WAY, WA 98003 Scheduled inspections may be failed if this card is not on-site. DO NOT LOSE THIS CARD. Inspections are listed as close to sequential order as possible(read left to right,top to bottom). Please schedule inspections as appropriate. Work must not be covered until it is approved. Check with your inspector if you are unsure about any of the inspections or the inspection sequence. On-going inspections are logged on the back of this card. ❑ Footings/Setback(4110) "❑ Final-Electrical(4055) El Final-Sign (4085) Approved to place concrete Approved Approved By Date By 0-164.%•4 Date -L •••• --C:1 , ,By 0-1111.--- Date 6,,ir v 0 Attachment(4010) Approved By 0_ VS"--t. Date — h to El Rough ElectricalEl Final Electrical Right of Way Approved Approved Approved By Date By Date By Date /6_ /06R, 7 / _ S6 CITYoF �;' '" VWSIGN PERMIT TD 1 rederal Way .3 `7 - / (0 ' FEB 08 2oi&PPLICATION it PROPERTY INFORMATION 1�.it .ry SITE ADDRESS 3.3Z6 7`v " O�Q 1f t. �G• SUITE/UNIT # ASSESSOR'S TAX/PARCEL # / / eL 'Y - 7 d 4._ v__ ZONING DESIGNATION oe/09331seite) • PROJECT INFORMATION TYPE OF PROJECT(Check all that apply): C)QHEW ❑ALTERATION ❑ REFACE ❑ EXEMPT ELECTRICAL(To attach to existing J-box include on this permit) ❑ ELECTRICAL(New/altered circuit&J box added separate permit is required) NUMBER OF SIGNS APPLIED FOR WITH THIS APPLICATION: Wall Mounted: ./ Freestanding: TOTAL ESTIMATED PROJECT COST: $ .l0'P/Leo DETAILED PROJECT DESCRIPTION: /1r/.STj4-L,L 4)E-4.) 11,04 5t.#'4/ 4 -z t TTL IeI44-A.< _1-/Z-va0 BUSINESS NAME ON SIGN: e.i9-€/.S7,'/Ait) ,0-1,41---/7-i-/ GD t- 7`t0-4, e • PEOPLE INFORMATION SIGN OWNER: NAME: PRIMARY PHONE e.h/2j37' 4 I �f4.7.•1 w7e-ee b?a�)iia. -/Dia MAILING ADDRESS(STREET ADDRESS;CITY,STATE,ZIP): FAX NUMBER 33Gvs- & ) - it✓'f .S. 9',1:0413 ( ) - CITY OF FEDERAL WAY BUSINESS LICENSE NUMBER: E-MAIL ADDRESS A9,CA#141&c wwdei3',6W 14417H Cawr .e. D.eG- CONTRACTOR: COMPANY NAME APPLICANT NAME OFFICE PHONE ALI/014 J,'A c/S ! 2l4 GzrAA-4M (02s3)Y 73 -33x3 MAILING ADDRESS(STREET ADDRESS:CITY,STATE,ZIP): CELL PHONE 949 .s• 02S'"4%4 - 7-..4e.0.0,-).4 9J'Y69 ( ) - CITY OF FEDERAL WAY BUSINESS LICENSE NUMBER: EXPIRATION DATE: FAX NUMBER /9. 9, • /d•5-5-' -' • iii- 625.3) V 7cx -iia, CONTRACTORS REGISTRATION NUMBER: EXPIRATION DATE: E-MAIL ADDRESS ?.C.11#A16e3/6 77 GIS //•/G•/7 Do.414/ii 91•c a 3.6+.tS•cet. APPLICANT COMPANY NAME APPLICANT NAME PRIMARY PHONE .Ss3-me .95 •43C54 y2 ( ) MAILING ADDRESS CITY.STATE,ZIP FAX NUMBER ( ) RELATIONSHIP TO PROJECT E-MAIL ADDRESS C Contractor n Tenant ❑ Other PROJECT NAME /l 7_ PRIMARY PHONE E-MAIL ADDRESS: e--0,4/./1/1'LCONTACT Ie--0,4/./1/1'L6 E �,�h y 625.3)4/733 ,a3a 13 }t05' f' 4/tl/L PLI, rti iMbQi Cd Aryl ■ SIGNATURE I certify under penalty of perjury that the information furnished by me is true and correct to the best of my knowledge, and further, that I am authorized by the owner of the above premises to perform the work for which the permit application is made SIGNATURE %i� 1i a DATE: �'F'1•4 led8-*Zki4e COMMUNITY DEVELOPMENT SERVICES 3325 8m AVENUE SOUTH•FEDERAL WAY.WA 98003-0325•253-835-2607•FAX:253-835-2600 ■ TYPE OF SIGN(S) (Indicate number of each) PERMANENT FREE STANDING: MONUMENT PEDESTAL POLE TENANT DIRECTORY OTHER OTHER(Describe) PERMANENT BUILDING MOUNTED: AWNING CABINET X CHANNEL LETTERS TENANT DIRECTORY OTHER(Describe) • DETAILED SIGN INFORMATION FREE STANDING SIGNS SIGN TYPE SIGN AREA(SQ.FT.) ILLUMINATED? REFACE? TOTAL HEIGHT BASE HEIGHT(FT) WIDTH x HEIGHT x#OF FACES NO/ INT/ EXT YES/ NO (Fr) A x x = B x x = C x x = STREET FRONTAGE(LINEAR FEET): BUILDING MOUNTED SIGNS SIGN TYPE SIGN AREA(SQ.FT.) ILLUMINATED? BUILDING ELEVATION EXPOSED BUILDING FACE WIDTH x HEIGHT x#OF FACES NO/INT/EXT (N,S,E,W) (SQ.FT.) A 1041-1-. �� x3 ~x = /75 iNT N //. 14 o B x x = C x x = D x x = E x x = LARGEST EXPOSED BUILDING FACE(SQUARE FEET): J/, 4It **FOR OFFICE USE ONLY** ZONING DESIGNATION: PROFILE: ❑ HIGH ❑ MEDIUM ❑ LOW ❑ FREEWAY BUILDING MOUNTED SIGN(S) FREE STANDING SIGN(S) AREA PERMITTED: AREA PERMITTED: AREA PROPOSED: AREA PROPOSED: LARGEST BUILDING FACADE: STREET FRONTAGE: NUMBER OF SIGNS ALLOWED: NUMBER OF SIGNS ALLOWED: LAND USE APPROVAL BY: DATE: STRUCTURAL APPROVAL BY: DATE: REGISTRATION NUMBER: REGISTRATION NUMBER: REGISTRATION NUMBER: REGISTRATION NUMBER: REGISTRATION NUMBER: REGISTRATION NUMBER: Bulletin#IO2—January I.2011 Page 2 of 4 k:/Handouts/Sign Permit Application ag �� ERg nicgm.7-Egr, Eiri@o CONSULTING ENGINEERS/CIVIL AND STRUCTURAL Plumb Signs 909 So. 28th Street, Tacoma, WA 98409 June 13, 2016 RE: Christian Faith Center Raceway (REI 16021)— Revised Height of Raceway Supporting Frame Dear Ms. Connie Guffey, Referring to Brandon's email (Plumb Signs) dated 4`h May 2016, the height of the raceway supporting frame shall be raised 2'-0" up in order to see the bottom of raceway sign from the parking lot. By inspection, the sizes of the steel members are satisfactory with the requested frame height as noted. The connections shown in the sketch SK2 are okay for the requested frame height except the size of the bolt '/2"o used at the frame base connection to the existing steel beams W21's. The 1/2"0 bolt shall be increased to 5/8"rs A307 bolt. If you have questions, please call. ti" Yours Sincerely, t A c i ,yti�h 1Sy� ��x JB Ru(left, P & SE ( 4- President .4=f- 11103 ',� �` 44 `�U«nL E�c'�� ��' Ca 4 voNAL 1519 West Valley Highway North/Suite 101 Post Office Box 836/Auburn, WA 98071 253-833-7776 Fax 253-939-2168 1 j i G7 V G? CT i.G :W N .7' - J T ! Rl T a 41 z D G O 3"�1 M m 2 . r 3 Am ). hi—i UUflui nzz -i D m m - « 1Z D m ro Z a� -0-3 ea ''ate �o?'b n z z rr { rnm 1' O O C O Z 4 cn �� XI i; r-7"''m 3Tr. 0 „`, 2�_ gO ”§w 9 ; O * N pX rn T UZ3 7 n D -:i0 —9 0li x.�CVti Dlop I ft al.14. Ai m T c a upi Do D Z A Z m 2 m m ...3 310 :o` c��'o c, 5- ` -. 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I I n' KplarR rtgir117®93r1Ego UE@o 1 CONSULTING ENGINEERS/CIVIL AND STRUCTURAL 1 STRUCTURAL DESIGN 1 CALCULATIONS & DETAILS n1 1 1 OF AD v D -o 7 o rn W M 1 N = Q Uco 7zi U CHRISTIAN FAITH CENTER 20768 — J u c o RACEWAY SUPPORTS o D cQ No 0 33645 20TH Ave. S., Z ° 1 FEDERAL WAY,WA 98003 o _ : G7 ' n c rn � Z rn FOR 1 1 IbS C PLUMB SIGNS,IN . AF 1 28TH RESUBMITTED /9,, 909 SO. 28 STREET, TACOMA,WA 98409 z MAR 2 8 2016 CITY OF FEDERAL WAY 14/44 CDS S TUBAL EC)\ G� � S/ONAL � 1 REI Job No. 16021 1 March,2016 1519 West Valley Highway North/Suite 101 1 Post Office Box 836/Auburn, WA 98071 253-833-7776 Fax 253-939-2168 C-kIxtcASTt rte, t4._ r.+fl Qaap® ein@® f iE�7o Una, JOB \t4 o ZA 332-4t"‘‘ S" , mow , II CONSULTING ENGINEERS/CIVIL AND STRUCTURAL , � a SHEET NO. OF 07) n�`� CALCULATED BY Ta," DATE `_'�''4"( W` 1519 West Valley Highway North/Suite 101/Auburn,WA 98001 ! 253-833-7776 Fax 253-939-2168 CHECKED BY J pt� DATE M `k"' SCALE Brief: A new raceway panel weighed about 1200 lbs will be installed at the roof of north entry of the building. The dimensions of the raceway are 693"long X 46"high X 8"deep(including the 5"deep letters). The raceway panel shall be supported by the 2"steel angle barcket frame. The design of the raceway panel supports shall conform to the design codes of IBC 2012,ASCE 7-10. The raceway panel supporting frame shall be fastened to the existing roof beams W21X44 spaced at 6'-0"o.c. The Christian Faith Center Building is located at 33645 20th Ave.S.,Federal Way,WA 98003 Design loads: The Raceway Pnael dimensions are: Width of Panel= 693"or 57'-9" ' Thickness= 0'-8" (5"deep Letters, 3"deep Raceway) Height of Panel= 46 or 3'-10" Height above the ground= 20'-8" (Approximate) Assumed Overall Weight= 1200.0 lbs(Approximate) <---The gravity dead load shall be supported by six steel Front Exposure Area(ft`) 221.4 frames equally. Each frame carries dead load of 0.2 Kips I Wind (Per ASCE 7-10) Ultimate Design Wind Speed,Vun= 120.0 mph(Per Struct.Dwg S1.1) Gust effect factor,G = 0.850 Nominal Design Wind Speed,Vasd= 93.0 mph (for Raceway) Wind directionality factor,Kd= 0.85 Risk Category II 1.00 - Velocity pressure,q==0.00256 KZ KZt Kd V2 Velocity pressure coeff,KZ= 0.79 Ultimate Design Wind Pressure,qz= 24.6 psf Topographic factor, Kzt= 1.0 A51=Side Exposure Area of Raceway= 2.6 Wind Exposure B(Per old structural drawing S1.0-structural notes) As=Front Exposure Area of Raceway= 221.4 For s/h=0.1855; B/s=15.1=_> Cf= 1.90 Design Wind Pressure,qh=qZ*G*Cf(psf)= 39.72 Wind force on Front raceway, Fw=qh*As= 8.79 Kips <--- Wind force shall be resisted by 6 steel angle bracket frames Wind force on side raceway, F,N=qh*As1= 0.10 Kips <--- Wind force shall be resisted by 6 steel angle bracket frames Lateral force shall be resisted by six steel frames equally. Each steel frame carries 1.47 Kips Seismic(Per IBC 2012) I Seismic Zone D SDS= SMS*2/3= 0.854 (Per Structural drawing S1.1 -Visser Eng.) Seismic Design Category= D IE= 1.500 I Roof above grade 20.7 ft Per ASCE section 13.3.1 Raceway located at= 20.7 ft(above grade,approx.) FP= 0.4*aP*Sips*lp(1+2en)*Wp/RP= 1.2810 WP aa= 2.5 P 3.0 W Fp 1.6*Sips* R = s*Ip*WP= 2.0496P en= 1.0 WpSign 1= 1.2 Kips(max) FP= 0.3*Sos*IP*WP= 0.3843 WP I Hence,FP Sign 1= 1.281 *Wp1 Sign*D= 3.07 Kips <---Say 3.1 Kips (with factor f2=2.0) Lateral force shall be resisted by six steel frames equally. Each steel frame carries 0.52 Kips Per ASCE 7-10 Table 15.4-2,All other self-supporting structures:Non-Building Structure for su000rtinq the signs(R=1.25,.SL=2.0,Cd=2.5), Ss= 1.281 SMs= Fa*Ss= 1.281 R= 1.25 Si= 0.492 SM1= Fv*Si= 0.742 T(Sec.)_ 0.194 Fa= 1.000 SDs= SMS*2/3= 0.854 Height,h= 20.00 ESeismic Design V= 1.500 * SM1*2/3= 0.494 = Category D Seismic Base Shear,V=CS W For nonbuilding structures similar to buildings-Use Table 15.4-2"Inverted Pendulum type structure"R=2.0;0=2.0;Cd=2.0 ICs SDs/(R/I)= 1.0248 <----See above calculations. CS= S01/T(R/I)= 3.0557 Fp governs for sign supporting structure CS= 0.044Sru I= 0.0564 (or shall not be<0.003) Cs= 0.5S1/(R/I)= 0.2950 V=Cs*W= 0.6808*W See attached RISA outputs for the structural analysis and design of raceway panel support. D PRODUCT 207 I Rupert Engineering,Inc. Project Title: Christian Faith Center -z Gonsultingi=ngineersCivil/Structural Engineer: TCL • Project ID: 16021 1519 West Valley Highway N., Project Descr: Raceway Panel Supports ISuite 101 Auburn,WA 98001 Title Block Line 6 Printed:16 MAR 2016,8:23AM ASCE Seismic Base Shear File=S:120161160210-1\STRUCT-11 Design\design.ec6 I ENERCALC,INC.1983-2016,Build:6.16.3.4,Ver:6.16.3.4 Lic.#:IMf-06001423 Licensee:RUPERT ENGINEERING,INC. Determine Sesimic Coefficients IRisk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure: "II":All Buildings and other structures except those listed as Category I,III,and IV ASCE 7-10,Page 2,Table 1.5-1 ISeismic Importance Factor = 1 ASCE 7-10,Page 5, Table 1.5-2 Gridded Ss&S1values ASCE-7-10 Standard ASCE 7-10 11.4.1 Max.Ground Motions,5%Damping: Latitude = 47.311 deg North Iss1.281 g,0.2 sec response Longitude = 122.312 deg West S 1 0.4916 g,1.0 sec response Location: Federal Way,WA 98003 I Site Class,Site Coeff.and Design Category Site Classification "D":Shear Wave Velocity 600 to 1,200 ft/sec = D ASCE 7-10 Table 20.3-1 Site Coefficients Fa&Fv Fa = 1.00 ASCE 7-10 Table 11.4-1&11.4-2 I (using straight-line interpolation from table values) Fv = 1.51 Maximum Considered Earthquake Acceleration SMS=Fa*Ss 1.281 ASCE 7-10 Eq. 11.4-1 S M1=Fv*S1 = 0.742 ASCE 7-10 Eq.11.4-2 IDesign Spectral Acceleration S DSS MS2!3 = 0.854 ASCE 7-10 Eq.11.4-3 S D1 S M12/3 = 0.494 ASCE 7-10 Eq.11.4-4 Seismic Design CategoryI = p OSCE 7-10 Table 11.6-1&-2 Resisting System ASCE 7-10 Table 12.2-1 Basic Seismic Force Resisting System... Cantilevered column systems detailed to conform to specific classification Special reinforced concrete moment frames IResponse Modification Coefficient "R" = 2.50 Building height Limits System Overstrength Factor "Wo" = 1.25 Category"A&B"Limit: Limit=35 Deflection Amplification Factor "Cd" = 2 50 Category"C"Limit: Limit=35 Category"D"Limit: Limit=35 I NOTE!See ASCE 7-10 for all applicable footnotes. Category"E"Limit Limit=35 Category"F"Limit: Limit=35 Lateral Force Procedure ASCE 7-10 Section 12.8.2 I Equivalent Lateral Force Procedure The"Equivalent Lateral Force Procedure"is being used according to the provisions of ASCE 7-1012.8 Determine Building Period Use ASCE 12.8-7 I Structure Type for Building Period Calculation: All Other Structural Systems "Ct"value = 0.020 "hn":Height from base to highest level = 20.667 ft "x"value = 0.75 "Ta"Approximate fundemental period using Eq.12.8-7 : Ta=Ct*(hn A x) = 0.194 sec I "TL":Long-period transition period per ASCE 7-10 Maps 22-12->22-16 8.000 sec Building Period"Ta"Calculated from Approximate Method selected = 0.194 sec "Cs"Response Coefficient-_ ASCE 7-10 Section .:. . S Ds:Short Period Design Spectral Response"`- wv, . = 0.854 From Eq.12.8-2, Preliminary Cs — 0.342 "R":Response Modification Factor =--,...,...., 2,50 From Eq.12.8-3&12.8-4,Cs need . - -ed = 1.020 "I":Seismic Importance Factor = M"1^•°---_„ From Eq.12.8-5&1 , -s not be less than = 0.038 ICs:Seis r' ponse-Coefficient = Seismic Base Shear ASCE 7-10 Section 12.8.1 Cs = 0.3416 from 12.8.1.1 W(see Sum Wi below) = `0:00-k•,I M �.. Seismic Base Shear V= Cs*W = 0.00 k __ ' • z '• x 1 7 6 4 5 Envelope Only Solution IRupert Engineering, Inc. SK- 1 11/ TCL Christian Faith Center-Raceway Supporting Frame Mar 16, 2016 at 3:16 PM 16021 Raceway-Steel.r3d IY , • z /• X 1 111 •4041 1 ' 6 0._ 1 5 Envelope Only Solution IRupert Engineering, Inc. SK-2 TCL Christian Faith Center-Raceway Supporting Frame Mar 16, 2016 at 3:17 PM 16021 Raceway-Steel.r3d Y I s z X 7 r I J v et 1-44-4* �fz. Cl--6449) ) 4i. tA.c..4 Xt V4, ',...A., 4)t 4) ' 6 �} v X � J w • 4/ 74 x1'4"4 5 Envelope Only Solution I Rupert Engineering, Inc. SK-9 TCL Christian Faith Center-Raceway Supporting Frame Mar 16, 2016 at 3:26 PM I16021 Member Sizes of Supporting Frame Raceway-Steel.r3d Y Z " X 7 I -.2 I .08;k-ft I I hJlIk I 4 5 Loads:BLC 2,Dead-DL Envelope Only Solution IRupert Engineering, Inc. SK-3 TCL Christian Faith Center-Raceway Supporting Frame Mar 16, 2016 at 3:18 PM 1 16021 Gravity- Dead Load 0.2 Kips and Eccentric Moment= 0... Raceway-Steel.r3d Y Z /, X y -.1 6 I h 5 ILoads:BLC 3,Live(Snow)-SL Envelope Only Solution IRupert Engineering, Inc. SK-4 TCL Christian Faith Center-Raceway Supporting Frame Mar 16, 2016 at 3:18 PM 16021 Gravity- Snow 25psf Raceway-Steel.r3d y Z X : , N 7 I 1 I 1 ai1 I !1 I .477k! Iktg II 6 5 1 Loads:BLC 4,Wind-Wx Envelope Only Solution IRupert Engineering, Inc. SK-5 TCL Christian Faith Center-Raceway Supporting Frame Mar 16, 2016 at 3:19 PM 1 16021 Lateral -Wind in X-Dir 39.72psf* 12'/1000 = 0.477 klf Raceway-Steel.r3d I . ' z ', X 1 7 A 1 -.03k! 6 •• 4111111 , rn 5 1 Loads:BLC 5,Wind-Wz Envelope Only Solution Rupert Engineering, Inc. SK-6 TCL Christian Faith Center-Raceway Supporting Frame Mar 16, 2016 at 3:20 PM 16021 Lateral -Wind in Z-Dir 39.72psf*0.67'/1000 = 0.03 klf Raceway-Steel.r3d I t® Y I // I Z /• x 7 I I I .52k I I 1 hJIIk 1 �y 5 I 1 1 Loads:BLC 7,Seismic-Fpx Envelope Only Solution IRupert Engineering, Inc. SK-7 TCL Christian Faith Center-Raceway Supporting Frame Mar 16, 2016 at 3:20 PM 1 16021 Lateral -Seismic in X-dir(See page 1) Raceway-Steel.r3d 1 1 , ‘t y 1 z %.0X 1 1 I 7 I I I .52k cI I 111 6 1 1 111‘\'' , . 5 1 1 iLoads:BLC 8,Seismic-Fpz Envelope Only Solution IRupert Engineering, Inc. SK- 8 TCL Christian Faith Center-Raceway Supporting Frame Mar 16, 2016 at 3:21 PM 1 16021 Lateral - Seismic in Z-Dir(See page 1) Raceway-Steel.r3d I \I- Is Company : Rupert Engineering, Inc. Mar 16,2016 Designer : TCL Job Number : 16021 Checked By:JBR TECHNOLOGIES Model Name Christian Faith Center-Raceway Supporting Frame 1 Global Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 I Include Shear Deformation? Yes Include Warping? Yes Trans Load Btwn Intersecting Wood Wall? Yes Increase Nailing Capacity for Wind? Yes I Area Load Mesh (inA2) 144 Merge Tolerance(in) .12 P-Delta Analysis Tolerance 0.50% I Include P-Delta for Walls? Yes Automaticly Iterate Stiffness for Walls? Yes Maximum Iteration Number for Wall Stiffness3 Gravity Acceleration (ft/sec^2) 32.2 I Wall Mesh Size (in) 12 Eigensolution Convergence Tol. (1.E-) 4 Vertical Axis Y Global Member Orientation Plane XZ I Static Solver Sparse Accelerated Dynamic Solver Accelerated Solver Hot Rolled Steel Code AISC 14th(360-10): ASD I Adjust Stiffness? Yes(Iterative) RISAConnection Code AISC 14th(360-10): ASD Cold Formed Steel Code AISI S100-10: ASD I Wood Code AF&PA NDS-12: ASD Wood Temperature < 100F Concrete Code ACI 318-11 Masonry Code ACI 530-11: ASD IAluminum Code AA ADM1-10: ASD- Building Number of Shear Regions 4 Region Spacing Increment(in) 4 I Biaxial Column Method Exact Integration Parme Beta Factor(PCA) .65 Concrete Stress Block Rectangular Use Cracked Sections? Yes I Use Cracked Sections Slab? Yes Bad Framing Warnings? No Unused Force Warnings? Yes Min 1 Bar Diann. Spacing? No I Concrete Rebar Set REBAR SET ASTMA615 Min % Steel for Column 1 Max% Steel for Column 8 I I I I IRISA-3D Version 12.0.2 [S:\...\...\Structural\RISA\Raceway-Steel.r3d] Page 1 I sir Company : Rupert Engineering, Inc. Mar 16,2016 Fropl. re 0 5 i � AP, Designer : TCL ' Job Number : 16021 Checked By:JBR TE T E C H N O L OO G G I E S Model Name Christian Faith Center-Raceway Supporting Frame IGlobal, Continued Seismic Code ASCE 7-10 Seismic Base Elevation (ft) Not Entered I Add Base Weight? Yes Ct Z .02 Ct X .02 T Z(sec) Not Entered I T X(sec) Not Entered RZ 3 RX 3 Ct Exp. Z .75 ICt Exp. X .75 SD1 1 SDS 1 I S1 1 TL(sec) 5 Risk Cat I or II Om Z 1 I OmX 1 Rho Z 1 Rho X 1 111 Member Primary Data Label I Joint J Joint K Joint Rotate(d... Section/Shape Type Design List Material Design Rules I 1 M1 N1 N2 Bracket Base Beam Single Angle A36 Gr.36 Typical 2 M2 N2 N3 Bracket Base Beam Single Angle A36 Gr.36 Typical 3 M3 N3 N4 Bracket Base Beam Single Angle A36 Gr.36 Typical 4 M4 N4 N5 Bracket Base Beam Single Angle A36 Gr.36 Typical I 5 M5 N2 N6 90 Bracket Braces VBrace Single Angle A36 Gr.36 Typical 6 M6 N4 N6 180 Bracket Braces VBrace Single Angle A36 Gr.36 Typical 7 M7 N3 N6 _ Bracket Post Column Single Angle A36 Gr.36 Typical 8 M8 N6 N7 Bracket Post Column Single Angle A36 Gr.36 Typical I Hot Rolled Steel Properties I 1 Label E[ksi] G[ksi] Nu Therm(\1 E...Densitv[k/ft... Yield[ksi] Ry Fu[ksi] Rt A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 1.2 2 A572 Gr.50 29000 11154 .3 .65 .49 50 1.1 65 1.1 3 A992 29000 11154 .3 .65 .49 50 1.1 65 1.1 I 4 A500 Gr.42 29000 11154 .3 .65 .49 42 1.4 58 1.3 5 A500 Gr.46 29000 11154 .3 .65 .49 46 1.4 58 1.3 iHot Rolled Steel Section Sets Label Shape Type Design List Material Design R... A jin2] lyy[in4]_ Izz[in4] J[in4] 1 Bracket Base L4x4x4 Beam Single Angle A36 Gr.36 Typical 1.93 3 3 .044 I 2 Bracket Braces L3x3x4 VBrace Single Angle A36 Gr.36 Typical 1.44 1.23 1.23 .031 3 Bracket Post L4x4x8 Column Single Angle A36 Gr.36 Typical 3.75 5.52 5.52 .322 iHot Rolled Steel Design Parameters Label Shape Lengthfftl Lbvvfftl Lbzzfftl Lcomp topfft1 Lcomp botfft L-torciu... Kvy Kzz Cb Function 1 M1 Bracket Base .167 Lbyy Lateral I 2 3 M2 Bracket Base .833 Lbyy Lateral M3 Bracket Base .833 Lbyy Lateral 4 M4 Bracket Base .167 Lbyy Lateral iRISA-3D Version 12.0.2 [S:\...\...\Structural\RISA\Raceway-Steel.r3d] Page 2 I .. . , . 0- rppr:-is : Rupert Engineering, Inc. Po Designer : TCL Mar 16,2016 111 4, Job Number : 16021 Checked By:JBR TECHNOLOGIES Model Name : Christian Faith Center-Raceway Supporting Frame IHot Rolled Steel Design Parameters (Continued) Label Shape Length[ft] Lbyy[ft] Lbzz[ft] Lcomo top[ft] Lcomp bot[ftl L-torqu... Kyy Kzz Cb Function 5 M5 Bracket Bra... 1.716 Lbw Lateral I 6 M6 Bracket Bra... 1.716 Lbyy Lateral 7 M7 Bracket Post 1.5 Lbw Lateral 8 M8 Bracket Post 4.667 Lbyy Lateral 1 Joint Coordinates and Temperatures Label X[ft] Y[ft] Z[ft] Temp[F] Detach From Diap... I 1 N1 0 0 0 0 2 N2 .167 0 0 0 3 N3 1 0 0 0 4 N4 1.833 0 0 0 I 5 N5 2 0 0 0 6 N6 1 1.5 0 0 7 N7 1 6.167 0 0 1 Joint Boundary Conditions Joint Label X[k/in] Y[k/in] Z[k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad] Footing I 1 2 N2 Reaction Reaction Reaction Reaction N4 Reaction Reaction Reaction Reaction 1 Member Point Loads (BLC 2 : Dead- DL) Member Label Direction Magnitude[k.k-ft] Location[ft,%] 1 M8 Y -.2 2.334 1 2 M8 Mz .083 2.334 Member Point Loads (BLC 3 : Live (Snow) - SL) I Member Label Direction Magnitude[k,k-ft] -.1 Location[ft,%] 1 M8 Y 2.334 Member Point Loads (BLC 7: Seismic- Fpx) I Member Label Direction Magnitude[k,k-ft] 52 Location[ft,%] 1 M8 X 2.334 I Member Point Loads (BLC 8 : Seismic- Fpz) Member Label Direction Magnitude[k,k-ft] Location[ft,%] 1 M8 Z .52 2.334 1 Member Distributed Loads (BLC 4 : Wind- Wx) Member Label Direction Start Magnitudefk/ft.F1 End Magnitude[k/ft,F] Start Location[ft.%] End Location[ft,%] I1 M8 X .477 .477 .833 6.167 Member Distributed Loads (BLC 5 : Wind- Wz) I Member Label Direction Start MagnitudeFk/ft.F1 End Magnitude[k/ft,Fl_ Start Location[ft.%] End Location[ft,%j 1 M8 Z -.03 -.03 I .833 6.167 I 1 RISA-3D Version 12.0.2 [S:\...\...\Structural\RISA\Raceway-Steel.r3d] Page 3 Ie� F° Company : Rupert Engineering, Inc. Mar 16,2016 1 OF r r0 Fair0;C.44 Designer TCL Job Number 16021 Checked By:JBR 1 TECHNOLOGIES Model Name : Christian Faith Center-Raceway Supporting Frame IBasic Load Cases BLC Description Category X Gray...Y Gray..Z Gray... Joint Point Distrib...Area(Memb... Surface(Pla... I 1 2 Self DeDL -1 Dead - DL DL 2 3 Live (Snow)-SL SL 1 4 Wind-Wx WL 1 I 5 Wind -Wz WL 1 7 Seismic- Fpx EL 1 8 Seismic- Fpz EL 1 ILoad Combination Design Description ASIF CD ABIF Service Hot Rolled Cold For... Wood Concrete Masonry Footings Aluminum Connecti... I 1 D 2 D + S Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes 3 D + 0.6W Yes Yes Yes Yes Yes Yes Yes Yes 4 D-0.6W Yes Yes Yes Yes Yes Yes Yes Yes I 5 D + 0.7E , Yes Yes Yes Yes Yes Yes Yes Yes 6 D -0.7E Yes Yes Yes Yes Yes Yes Yes Yes 7 D+0.75L+.. Yes Yes Yes Yes Yes Yes Yes Yes 8 D+0.75L-... Yes Yes Yes Yes Yes Yes Yes Yes g D+0.75L+.. Yes Yes Yes Yes Yes Yes Yes Yes 10 D+0.75E+.. Yes Yes Yes Yes Yes Yes Yes Yes 11 0.6D+0.6W Yes Yes Yes Yes Yes Yes Yes Yes 1 12 0.6D-0.6W Yes Yes Yes Yes Yes Yes Yes Yes 13 0.6D+0.7E Yes Yes Yes Yes Yes Yes Yes Yes 14 0.6D-0.7E Yes Yes Yes Yes Yes Yes Yes Yes 15 0.6W Yes Yes Yes Yes Yes Yes Yes Yes I 16 0.7E Yes _ Yes Yes Yes Yes Yes Yes Yes Envelope Joint Reactions IJoint X fkl LC Y[k] LC Z fkl LC MX[k-ft] LC MY[k-ft] LC MZ[k-ft] LC 1 N2 max .479 4 3.008 4 .179 14 .688 6 0 1 0 1 2 min -.29 16 -1.862 _ 7 -.185 16 -.692 5 0 1 0 1 I 3 N4 max .647 12 2.246 7 .186 6 .712 6 0 1 0 1 4 min -.607 7 -2.74 12 _ -.179 5 -.711 5 0 1 0 1 5 Totals: max 1.097 12 .411 9 .364 14 6 min -.823 7 .036 16 -.364 _ 13 1 Envelope Joint Displacements I Joint X finl LC Y[in] LC Z finl LC X Rotation ... LC Y Rotation ... LC Z Rotation[...LC 1 Ni max 0 16 .001 6 .001 6 0 5 7.057e-4 6 5.154e-4 16 2 min 0 4 -.001 16 , -.001 16 0 6 -6.974e-4 16 -5.298e-4 6 3 N2 max 0 16 0 _ 7 0 16 0 5 7.057e-4 6 5.154e-4 16 I 4 min 0 4 0 0 4 0 14 0 6 -6.974e-4 16 -5.298e-4 6 5 N3 max 0 4 16 .002 16 2.37e-3 5 8.826e-5 4 1.164e-4 7 6 min 0 7 0 6 -.002 6 -2.37e-3 6 -6.209e-5 7 -1.657e-4 4 7 N4 max 0 7 0 12 0 5 0 5 6.996e-4 16 5.224e-4 _ 6 I8 min , 0 12 0 7 0 6 0 6 -7.08e-4 6 -5.117e-4 16 9 N5 max 0 7 .001 6 .001 6 0 5 6.996e-4 16 5.224e-4 6 10 min 0 12 -.001 16 -.001 16 0 6 -7.08e-4 6 -5.118e-4 16 I 11 N6 max 003 7 0 16 .049 5 3.259e-3 5 1.676e-3 4 1.84e-3 4 12 min _ -.004 4 0 6 -.049 6 -3.221e-3 14 -1.185e-3 7 -1.303e-3 7 13 N7 max 337 7 0 16 .347 4 7.333e-3 4 1.676e-3 4 1.086e-2 4 IRISA-3D Version 12.0.2 [S:\...\...\Structural\RISA\Raceway-Steel.r3d] Page 4 Company : Rupert Engineering, Inc. Mar 16,2016 Opr�� Designer : TCL ` Job Number : 16021 Checked By:JBR ' `. TECHNO L o 0 i E s Model Name : Christian Faith Center-Raceway Supporting Frame IEnvelope Joint Displacements (Continued) Joint X finl LC Y finl LC Z finl LC X Rotation... LC Y Rotation ... LC Z Rotation f... LC 14 min -.488 4 0 6 -.259 14 -5.136e-3 7 -1.185e-3 7 -7.49e-3 7 I Envelope Member Section Deflections I Member Sec x[in] LC y[in] LC z[in] LC x Rotate[r... LC (n)L/y Ratio LC (n)Liz Ratio LC 1 M1 1 max 0 1 .001 6 .001 6 Roto 1 NC 1 NC 1 2 min 0 1 -.001 16 -.001 16 0 1 NC 1 NC 1 3 2 max 0 1 0 6 .001 6 0 1 NC 1 NC 1 I 4 5 min 0 1 0 16 -.001 16 0 1 NC 1 NC 1 3 max 0 1 0 6 0 6 0 1 NC 1 NC 1 6 min 0 1 0 16 0 16 0 1 NC 1 NC 1 7 4 max 0 1 0 6 0 6 0 1 NC 1 NC 1 I 8 min 0 1 0 16 0 16 0 1 NC 1 NC 1 9 5 max 0 1 0 1 0 1 0 1 NC 1 NC 1 10 min 0 1 0 1 0 1 0 1 NC 1 NC 1 11 M2 1 max 0 1 0 1 0 1 0 1 NC 1 NC 1 I 12 min 0 1 0 1 0 1 0 1 NC 1 NC 1 13 2 max 0 4 0 16 .001 16 5.925e-4 5 NC 1 NC 1 14 min 0 7 0 6 -.001 6 -5.924e-4 6 NC 1 9920.532 6 I 15 3 max 0 4 0 16 .002 16 1.185e-3 5 NC 1 NC 1 16 min 0 7 -.001 6 -.002 6 -1.185e-3 6 NC 1 8983.544 6 17 4 max 0 4 0 16 .002 16 1.777e-3 5 NC 1 NC 1 18 min 0 7 0 6 -.002 6 -1.777e-3 6 NC 1 NC 1 19 5 max 0 4 0 16 .002 16 2.37e-3 5 NC 1 NC 1 I 20 min 0 7 0 6 -.002 6 -2.37e-3 6 NC 1 NC 1 21 M3 1 max 0 4 0 16 .002 16 2.37e-3 5 NC 1 NC 1 22 min 0 7 0 6 -.002 6 -2.37e-3 6 NC 1 NC 1 I 23 24 2 max 0 4 0 16 .002 16 1.777e-3 5 NC 1 NC 1 min 0 7 0 6 -.002 6 -1.777e-3 6 NC 1 NC 1 25 3 max 0 _ 4 0 16 .002 16 1.185e-3 5 NC 1 NC 1 26 min 0 7 0 6 -.002 6 -1.185e-3 6 NC _ 1 9371.094 6 I 27 4 max 0 4 0 16 .001 16 5.925e-4 5 NC 1 NC 1 28 min 0 7 0 6 -.001 6 -5.924e-4 6 NC 1 NC 1 29 5 max 0 _ 1 0 1 0 1 0 1 NC 1 NC 1 I 30 min 0 1 0 1 0 1 0 1 NC _ 1 NC 1 31 M4 1 max 0 1 0 1 0 1 0 1 NC 1 NC 1 32 min 0 1 0 1 0 1 0 1 NC , 1 NC 1 33 2 max 0 1 0 _ 6 0 6 0 1 NC 1 NC 1 I 34 min 0 1 0 16 0 _16 0 1 NC 1 NC 1 1 NC 1 NC 1 35 3 max 0 1 0 6 0 6 0 36 min, 0 1 0 16 0 16 0 1 NC _ 1 NC 1 37 4 max 0 1 0 6 .001 6 0 1 NC 1 NC 1 I 38 min 0 1 0 16 -.001 16 0 1 NC 1 NC 1 39 5 max 0 1 .001 6 .001 6 0 1 NC 1 NC 1 40 min 0 1 -.001 , 16 -.001 16 0 1 NC 1 NC 1 41 M5 1 max 0 1 0 1 0 1 6.17e-4 6 NC 1 NC 1 I 42 min 0 1 0 1 0 1 -6.097e-4 16 NC 1 NC 1 43 2 max 0 7 _ .006 5 .002 6 3.994e-4 4 NC 1 NC 1 44 _ min 0 4 -.006 6 -.002 16 -2.748e-4 7 3801.393 6 6507.908 5 45 3 max 0 7 .018 5 .003 4 1.021e-3 4 NC 1 NC 1 I46 min -.001 4 -.018 6 -.002 7 -7.244e-4 7 1501.644 6 1748.593 5 47 4 max .001 7 _ .033 5 .002 4 1.643e-3 4 NC , 1 NC 1 48 , min -.002 4 -.033 6 -.001 7 -1.174e-3 7 871.068 6 883.985 5 I 49 5 max .001 7 .049 5 .003 7 2.265e-3 4 NC 1 NC 1 50 min -.002 4 -.049 6 -.004 4 -1.624e-3 7 604.975 5 585.26 5 51 M6 1 max 0 1 0 1 0 1 6.116e-4 16 NC 1 NC 1 I RISA-3D Version 12.0.2 [S:\...\...\Structural\RISA\Raceway-Steel.r3d] Page 5 Company : Rupert Engineering, Inc. Mar 16,2016 F-r r r Designer : TCL �, � Job Number : 16021 Checked By:JBR ITECHNOLOGIC; Model Name : Christian Faith Center-Raceway Supporting Frame I Envelope Member Section Deflections (Continued) Member Sec x fin) LC v finl LC z fin) LC x Rotate fr... LC (n)L/v Ratio LC (n)Uz Ratio LC 52 min 0 1 0 1 0 1 -6.19e-4 6 NC 1 NC 1 53 2 max 0 12 .002 6 .006 16 3.226e-4 4 NC 1 NC 1 I 54 min 0 7 -.002 4 -.006 6 -2.352e-4 7 3794.096 6 6305.383 6 55 3 max .001 12 .002 7 .018 16 5.457e-4 6 NC 1 NC 1 56 min 0 7 -.003 4 -.018 6 -5.334e-4 16 1479.447 6 1725.378 6 I 57 4 max .002 12 .002 7 .033 5 1.128e-3 6 NC 1 NC 1 58 min -.001 7 -.002 4 -.033 6 -1.106e-3 16 846.777 6 893.484 6 59 5 max .002 12 .004 4 .049 5 1.71e-3 6 NC 1 NC 1 60 min -.002 7 -.003 7 -.049 6 -1.678e-3 16 580.529 6 608.044 5 I 61 M7 1 max 0 16 0 7 .002 16 8.826e-5 4 NC 1 NC 1 62 min 0 6 0 4 -.002 6 -6.209e-5 7 NC 1 NC 1 63 2 max 0 16 .001 7 .012 5 4.853e-4 4 NC 1 NC 1 I64 min 0 6 -.002 4 -.012 63 .428e-4 7 2393.969 5 2410.475 6 65 3 max 0 16 .002 7 .023 5 8.823e-4 4 NC 1 NC 1 66 min 0 6 -.002 4 -.023 6 -6.235e-4 7 1163.541 5 1187.312 6 67 4 ,max 0 16 0 7 .035 5 1.279e-3 4 NC 1 NC 1 68 min 0 60 _ 4 -.035 6 -9.042e-4 7 743.168 5 770.584 6 I 69 5 max 0 16 .004 4 .049 5 1.676e-3 4 NC 1 NC 1 70 min 0 6 -.003 7 -.049 6 -1.185e-3 7 527.131 6 552.557 5 71 M8 1 max 0 16 .004 4 .049 5 1.676e-3 4 NC 1 NC 1 I 72 min 0 6 -.003 7 -.049 6 -1.185e-3 7 NC 1 NC 1 73 2 max 0 16 .07 4 .1 5 1.676e-3 4 NC 1 NC 1 74 min 0 6 -.049 7 -.098 14 -1.185e-3 7 1384.678 6 697.36 4 75 3 max 0 16 .19 4 .157 5 1.676e-3 4 NC 1 NC 6 I 76 min 0 6 -.132 7 -.151 _ 14 -1.185e-3 7 632.943 6 250.714 4 77 4 max 0 16 .335 4 .244 4 1.676e-3 4 NC 1 NC 6 78 min 0 6 -.232 7 -.205 14 -1.185e-3 7 405.852 6 141.646 4 79 5 max 0 16 .488 4 .347 4 1.676e-3 4 NC 1 NC 6 I80 min 0 6 -.337 7 _ -.259 14 -1.185e-3 7 298.723 6 97.315 4 I Envelope Member Section Forces Member Sec Axial[k] LC y Shear[k] LC z Shear[k] LC Torque[k-ft) LC y-y Mome... LC z-z Mome... LC 1 M1 1 max 0 1 0 1 0 1 0 1 0 1 0 1 2 min 0 1 0 1 0 1 0 1 0 1 0 1 I 3 2 max 0 _ 1 0 16 0 16 0 1 0 16 0 5 4 min 0 1 0 5 0 10 0 1 0 5 0 16 5 3 max 0 1 0 16 0 16 0 1 0 16 0 5 I6 min 0 1 0 5 0 10 0 1 0 5 0 16 7 4 max 0 1 0 16 0 16 0 1 0 16 0 5 8 min 0 1 0 5 0 10 0 1 0 5 0 16 9 5 max 0 1 0 16 0 16 0 1 0 16 0 5 I 10 min 0 1 -.001 _ 5 0 10 . 0 1 0 5 0 16 11 M2 1 max .559 7 .51 5 .365 16 .01 6 .457 6 .099 7 12 min -.796 4 -.497 14 -.365 6 -.01 5 -.457 5 -.135 4 13 2 max .559 7 .508 5 .365 _ 16 .01 6 .331 6 .091 14 I 14 min -.796 4 -.497 14 -.365 6 -.01 5 -.328 16 -.108 4 15 3 max .559 7 .507 5 .365 16 .01 6 .204 6 .111 14 16 min -.796 , 4 -.498 14 -.365 6 -.01 5 -.201 16 -.117 5 17 4 max .559 7 .505 5 .365 16 .01 6 .1 7 .131 14 I 18 .min -.796 4 -.499 14 -.365 6 -.01 5 -.128 12 -.138 5 19 5 max .559 7 .504 5 , .365 16 .01 6 .128 7 .151 14 20 min -.796 4 -.499 14 -.365 6 -.01 5 -.164 12 -.159 5 I 21 M3 1 max_ .796 4 .547 14 .377 6 .01 5 .123 4 .181 14 22 min -.559 7 -.588 5 -.376 16 -.01 6 -.077 14 -.275 4 23 2 max .796 4 .547 14 .377 6 .01 5 .061 6 .156 14 1 RISA-3D Version 12.0.2 [S:\...\...\Structural\RISA\Raceway-Steel.r3d] Page 6 I \b reoICompany : Rupert Engineering, Inc. Mar 16,2016 r ribr Designer : TCL � v Job Number : 16021 Checked By:JBR TECHNOLOGIES Model Name : Christian Faith Center-Raceway Supporting Frame IEnvelope Member Section Forces (Continued) Member Sec Axialfkl LC v Shearfkl LC z Shearfkl LC Torauefk-ft] LC y-v Mome... LC z-z Mome... LC 24 min -.559 7 -.59 5 -.376 16 -.01 6 -.053 16 -.18 4 I 25 3 max .796 4 .546 14 .377 6 .01 5 .195 6 .131 14 26 min -.559 7 -.591 5 -.376 16 -.01 6 -.191 16 -.137 5 27 4 max .796 4 .545 14 .377 6 .01 5 .33 6 .105 6 28 min -.559 7 -.593 5 -.376 16 -.01 6 -.331 5 -.105 5 I 29 5 max .796 4 .545 14 .377 6 .01 5 .465 14 .106 4 30 min -.559 7 -.594 5 -.376 16 -.01 6 -.473 5 -.077 16 31 M4 1 max 0 1 .001 5 0 10 0 1 0 16 0 5 I 32 min 0 1 _ 0 16 0 13 0 1 0 5 0 16 33 2 max 0 1 0 5 0 10 0 1 0 16 0 5 34 min 0 1 0 16 0 13 0 1 0 5 0 16 35 3 max 0 1 0 5 0 10 0 1 0 16 0 5 I 36 min 0 1 0 16 0 13 0 1 0 5 0 16 37 4 max 0 1 0 5 0 10 0 1 0 16 0 5 38 min 0 1 0 ,16 0 13 0 1 0 5 0 16 39 5 max 0 1 0 1 0 1 0 1 0 1 0 1 I 40 min 0 1 0 1 0 1 0 1 0 1 0 1 41 M5 1 max 3.434 4 .549 6 .315 7 .003 14 .359 5 .741 6 42 min -2.161 7 -.545 16 -.448 4 -.003 4 -.355 14 -.742 5 43 2 max 3.432 4 .549 6 .316 7 .003 14 .245 5 .517 14 I 44 min -2.162 7 -.545 16 -.447 4 -.003 4 -.245 6 -.527 5 45 3 max 3.431 4 .549 6 .317 7 .003 14 .133 16 .296 14 46 min -2.164 7 -.545 16 -.446 4 -.003 4 -.136 6 -.374 4 47 4 max 3.429 4 .549 6 .318 7 .003 14 .134 7 .358 7 I48 min -2.166 7 -.545 16 -.445 4 -.003 4 -.189 4 -.508 4 49 5 max 3.427 4 .549 6 .319 7 .003 14 .233 7 .451 7 50 min -2.168 7 -.545 16_ -.444 4 -.003 4 -.325 4 -.641 4 I 51 M6 1 max 2.861 7 .358 4 .561 6 .003 16 .37 16 .766 5 52 min -3.588 12 -.255 7 -.556 16 -.003 6 -.376 6 -.758 14 53 2 max 2.859 7 .359 4 .561 6 .003 16 .241 16 .555 5 54 min -3.59 12 -.254 7 -.556 16 -.003 6 -.243 6 -.55 6 I 55 56 3 max 2.857 7 .36 4 .561 6 .003 16 .17 4 .344 5 min -3.591 12 -.253 7 -.556 16 -.003 6 -.123 7 -.342 6 57 4 max 2.855 7 .361 4 .561 6 .003 16 .29 4 .134 16 58 min -3.592 12 -.252 7 -.556 16 -.003 6 -.205 7 -.135 6 ' 59 5 max 2.854 7 .362 4 .561 6 .003 16 .409 4 .13 7 60 min -3.593 12 -.251 7 _ -.556 16 -.003 6 -.286 7 -.181 4 61 M7 1 max 1.092 5 1.592 4 .736 16 .019 7 .186 7 .272 4 62 _min -1.047 14 -1.117 7 -.746 , 6 -.026 4 -.265 4 -.191 7 I63 2 max 1.087 5 1.592 4 .736 16 .019 7 .131 4 .367 16 64 min -1.049 14 -1.117 7 -.746 6 -.026 4 -.095 7 -.374 6 65 3 max 1.081 5 1.592 4 .736 16 .019 7 .527 4 .688 16 I 66 min -1.051 14 -1.117 7 -.746 6 -.026 4 -.376 7 -.71 6 67 4 max 1.076 5 1.592 4 .736 16 .019 7 .923 4 1.009 16 68 min -1.054 14 -1.117 7 -.746 6 -.026 4 -.656 7 -1.073 4 69 5 max 1.071 5 1.592 4 .736 16 .019 7 1.319 4 1.329 16 I 70 min -1.056 14 -1.117 7 -.746 6 -.026 4 -.937 7 -1.521 4 71 M8 1 max .36 2 .817 7 .355 14 0 1 2.351 4 1.449 7 72 min .031 16 -1.107 4 -.386 5 0 1 -1.637 7 -2.054 4 73 2 max .345 2 .745 7 .355 14 0 1 1.377 4 .811 7 I 74 75 min .029 16 -1.011 4 -.386 5 0 1 -.944 7 -1.225 4 3 max .33 2 .495 7 .355 14 0 1 .62 4 .317 7 76 min .027 16 -.677 4 -.386 5 0 1 -.414 7 -.588 4 77 4 max .017 _ 5 .244 7 -.002 7 0 1 .156 4 .1 7 I78 min .002 16 -.344 4 -.041 4 0 1 -.105 7 -.128 12 79 5 max 0 1 0 16 -.002 16 0 1 -.002 16 0 16 80 min 0 1 -.01 4 -.022 5 0 1 -.016 5 -.007 5 I RISA-3D Version 12.0.2 [S:\...\...\Structural\RISA\Raceway-Steel.r3d] Page 7 I Z 1 \� Company : Rupert Engineering, Inc. Mar 16,2016 dF R , Designer : TCL Job Number : 16021 Checked B JBR I T E C H N o 1 o c I E s Model Name : Christian Faith Center-Raceway Supporting Frame IEnvelope Member Section Stresses Member Sec Axial[ksi] LC y Shear[... LC z Shear[... LC y-Too[ksi] LC y-Bot[ksi] LC z-Top[ksi] LC z-Bot[ksi] LC I 1 M1 1 max 0 1 0 1 0 1 0 1 0 1 0 1 0 1 2 min 0 1 0 1 0 1 0 1 0 1 0 1 0 1 3 2 max 0 1 0 16 0 1 0 16 0 5 0 16 0 5 4 min 0 1 0 5 0 1 0 5 0 16 0 5 0 16 I 5 3 max 0 1 0 16 0 1 0 16 0 5 0 16 0 5 6 min 0 1 0 5 0 1 0 5 0 16 0 5 0 16 7 4 max 0 1 0 16 0 1 0 16 0 5 0 16 0 5 8 min 0 1 -.001 5 0 1 0 5 0 16 0 5 0 16 I 9 5 max 0 1 0 16 0 1 0 16 0 5 0 16 .001 5 10 min 0 1 -.001 _5 , 0 1 0 5 0 16 -.001 5 0 16 11 M2 1 max .289 7 .612 5 .438 16 .922 4 .676 7 6.442 6 7.076 5 12 min -.412 4 -.596 14 -.438 6 -.676 , 7 -.922 4 -6.437 5 -7.082 6 I13 2 max .289 7 .61 5 .438 16 .738 4 .622 14 4.659 6 5.087 16 14 min -.412 4 -.597 14 -.438 6 -.622 14 -.738 4 -4.628 16 -5.121 6 15 3 max .289 7 .608 _5 .438 16 .799 5 .757 14 2.873 6 3.116 16 I 16 min -.412 4 -.598 14. -.438 6 -.757 14 -.799 5 -2.834 16 -3.158 6 17 4 max .289 7 .606 5 .438 16 .944 5 .893 14 1.413 7 1.979 12 18 min -.412 4 -.598 14 -.438 6 -.893 14 -.944 5 -1.8 12 -1.554 7 19 5 max .289 7 .605 _ 5 .438 16 1.086 5 1.03 14 1.807 7 2.547 12 I 20 min -.412 4 -.599 14 -.438 6 -1.03 14 -1.086 5 -2.317 12 -1.986 7 21 M3 1 max .412 4 .657 14 .452 6 1.88 4 1.237 14 1.734 4 1.2 14 22 min -.289 7 -.706 5 -.451 16 -1.237 14 -1.88 4 -1.092 14 -1.907 4 23 2 max .412 4 .656 14_ .452 6 1.231 4 1.064 14 .859 6 .824 16 I 24 min -.289 7 -.708 5 -.451 16_ -1.064 14 -1.231 4 -.75 16 -.945 6 25 3 max .412 4 .655 14 .452 6 .937 5 .891 14 2.754 6 2.96 16 26 min -.289 7 -.709 5 -.451 16 -.891 14 -.937 5 -2.693 16 -3.027 6 27 4 max .412 4 .654 14 .452 6 .717 5 .719 6 4.646 6 5.12 5 I 28 min -.289 7 -.711 5 -.451 16 -.719 6 -.717 5 -4.658 5 -5.107 6 29 5 max .412 4 .654 14 .452 6 .527 16 .722 4 6.548 14 7.325 5 30 min -.289 7 -.713 5_ -.451 16 -.722 4 -.527 16 -6.664 5 -7.197 14 I 31 M4 1 max 0 1 .001 _ 5 0 1 0 16 0 5 0 16 .001 5 32 min 0 1 0 16 0 1 0 5 0 16 -.001 5 0 16 33 2 max 0 1 .001 5 0 1 0 16 0 5 0 16 0 5 34 min 0 1 0 _16 0 1 0 5 0 16 0 5 0 16 I 35 36 3 max 0 1 _ 0 5 0 1 0 16 0 5 0 16 0 5 min 0 1 0 16 0 1 0 5 0 16 0 5 0 16 37 4 max_ 0 1 0 5 . 0 1 0 16 0 5 0 16 0 5 38 min 0 1_ 0 16 0 , 1 0 5 0 16 0 5 0 16 I 39 5 max_ 0 1 0 1 0 1 0 1 0 1 0 1 0 1 40 min 0 1 0 1 0 1 0 1 0 1 0 1 0 1 41 M5 1 max 2.385 4 .879 6 .503 7 9.2 5 9.185 6 8.992 5 10.207 14 42 min -1.5 7 -.872 16 -.717 4 -9.185 6 -9.2 5 -8.87 14 -10.347 5 I43 2 max 2.384 4 .879 6_ .505 7 6.533 5 6.417 14 6.125 5 7.057 6 44 min -1.502 7 -.872 16 -.716 4 -6.417 14 -6.534 5 -6.133 6 -7.048 5 45 3 max 2.382 4 .879 6 .507 7 4.633 4 3.666 14 3.323 16 3.908 6 I 46 min -1.503 7 -.872 16 -.714 4 -3.666 14 -4.633 4 -3.396 6 -3.824 16 47 4 max 2.381 4 .879 6 .508 7 6.294 4 4.438 7 3.345 7 5.445 4 48 min -1.504 7 -.872 . 16 -.712 4 -4.438 7 -6.294 4 -4.732 4 -3.85 7 49 _ 5 max 2.38 4 .879 6 .51 7 7.951 4 5.598 7 5.834 7 9.364 4 I 50 min -1.506 7 -.872 16 -.711 4 -5.598 7 -7.951 4 -8.137 4 -6.713 7 51 M6 1 max 1.987 7 .573 4 .898 6 9.394 14 9.498 5 9.247 16 10.814 6 52 min -2.492 12 -.408 7 -.889 16 -9.498 5 -9.394 14 -9.398 6 -10.641 16 53 _ 2 max 1.985 7 .575 4 .898 6 6.817 6 6.885 5 6.027 16 6.992 6 I 54 min -2.493 12 -.406 7 -.889 16 -6.885 5 -6.817 6 -6.076 6 -6.936 16 55 3 max 1.984 7 .577 4 .898 6 4.245 6 4.268 5 4.255 4 3.544 7 56 min -2.494 12 -.404 7 -.889 16 -4.268 5 -4.245 6 -3.08 7 -4.897 4 RISA-3D Version 12.0.2 [S:\...\...\Structural\RISA\Raceway-Steel.r3d] Page 8 , , I r. Company : Rupert Engineering, Inc. Mar 16,2016 r r f,1 Designer : TCL t, A Job Number : 16021 Checked By:JBR ITECHNOLOGIES Model Name : Christian Faith Center-Raceway Supporting Frame I Envelope Member Section Stresses (Continued) Member Sec Axial[ksiL LC y Shear[... LC z Shearj... LC y-Too[ksi] LC y-Botjksi] LC z-Top[ksi] LC z-Bot[ksi] LC 57 4 max 1.983 7 .578 4 .898 6 1.676 6 1.658 16 7.244 4 5.893 7 I 58 min -2.494 12 -.403 7 -.889 16 -1.658 16 -1.676 6 -5.121 7 -8.336 4 59 5 max 1.982 7 .58 4 .898 6 2.242 4 1.607 7 10.241 4 8.233 7 60 min -2.495 12 -.401 7 -.889 16 -1.607 7 -2.242 4 -7.154 7 -11.784 4 61 M7 1 max .291 5 .955 4_ .442 16 .691 7 .984 4 1.319 7 2.349 4 I 62 min -.279 14 -.67 7 -.448 6 -.984 4 -.691 7 -1.881 4 -1.646 7 63 2 max .29 5 .955 4 .442 16 1.357 6 1.331 16 .931 4 .842 7 64 min _ -.28 14 -.67 7_ -.448 6 -1.331 16 -1.357 6 -.674 7 -1.163 4 65 3 max .288 5 .955 4 .442 16 2.571 6 2.493 16 3.744 4 3.33 7 I 66 min -.28 14_ -.67 , 7 -.448 6 -2.493 16 -2.571 6 -2.667 7 -4.675 4 67 4 max .287 5 .955 4 . .442 16. 3.887 4 3.655 16 6.557 4 5.818 7 68 min -.281 14 -.67 7 -.448 6 -3.655 16 -3.887 4 -4.659 7 -8.188 4 69 5 max .285 5 .955 4 .442 16 5.51 4 4.817 16 9.37 4 8.306 7 I 70 min -.282 14 -.67 7 -.448 6 -4.817 16 -5.51 4 -6.652 7 -11.7 4 71 M8 1 max .096 2 .49 7 .213 14 7.442 4 5.249 7 16.698 4 14.512 7 72 min .008 16 -.664 4 -.232 5 -5.249 7 . -7.442 4 -11.622 7 -20.851 4 73 2 max .092 2 .447 7 _ .213 14 4.438 4 2.938 7 9.776 4 8.368 7 I 74 min .008 16 -.607 4 -.232 5 -2.938 7 -4.438 4 -6.701 7 -12.207 4 75 3 max .088 2 .297 7 .213 14 2.131 4 , 1.149 7 4.403 4 3.674 7 76 min .007 16 -.406 4 , -.232 5 -1.149 7 -2.131 4 -2.943 7 -5.498 4 I 77 4 max .004 5 .147 7 -.001 7 .462 12 .363 7 1.11 4 .928 7 78 min 0 16 -.206 4 -.025 4 -.363 7 -.462 12 -.744 7 -1.386 4 79 5 max 0 1 0 16 -.001 16. .025 5 -.003 16 -.012 16 .145 5 80 min 0 1 -.006 4 -.013 5 .003 16 -.025 5 -.116 5 .015 16 I Envelope AISC 14 - p th(360 10):ASD Steel Code Checks I Member Shape Code Check Loc[ft]LCShear..Loc[ft]DirLCPnc/om...Pnt/om ...Mnyy/o...Mnzz/o...Cb Eqn 1 M1 L4x4x4 .000 .167 5_ .000 .167 v 5 37.914 41.605 2.088 4.589 2.. H2-1 2 M2 L4x4x4 .241 0 5 .082 0 y.5 37.63 41.605 2.088 4.468 1.. H2-1 3 M3 L4x4x4 .248 f .833 5 .089 .833 v 5 37.63 41.605 2.088 4.468 1.. H2-1 I 4 M4 L4x4x4 .000 .668 0 5, .000 0 _y 5 37.914 41.605 2.088 4.589 2.. H2-1 5 M5 L3x3x4 0 6 .074 0 v 5 29.082 31.042 1.123 2.499 1.. H2-1 6 M6 L3x3x4 .649 0 5 .078 .018 z 6 29.082 31.042 1.123 2.499 1.. H2-1 7 M7 L4x4x8 .548 1.5 4 .093 0 .v 4.78.581 80.838 3.646 8.366 1.. H2-1 I8 M8 L4x4x8 .895 0 4 .043 0 y 4 61.452 80.838 3.646 8.366 2.. H2-1 I 41.A.1- M. ..A A‘35ne._c •Ur..-* 1. -- .* . SSE ,c.,-.(.,.t-'4 vJ\�tk `rte I I I I 1 RISA-3D Version 12.0.2 [S:\...\...\Structural\RISA\Raceway-Steel.r3d] Page 9 IEap®E gEglinQ®E6DJo Dm, JOB 6� I CONSULTING ENGINEERS/CIVIL AND STRUCTURAL SHEET NO. ` OF CALCULATED BY DATE N4044.1L 1519 West Valley Highway North/Suite 101/Auburn,WA 98001 253-833-7776 Fax 253-939-2168 CHECKED BY DATE SCALE c _ .ti, o = CP . en-)(,b.W x tt,)I tt C A s ctv+ cAlre_fAc kc. 514 sr-pwc.'Y S R, vs c - ..z D PRODUCT 207 1 2) mp®Bll AugjMuDQ®L Ug9 Una:, JOB l 7-6 L CONSULTING ENGINEERS/CIVIL AND STRUCTURAL SHEET NOOFy�y/yy�� �[[CALCULAT7 L DATE `d1 '("""'is 11519 West Valley Highway North/Suite 101/Auburn,WA 98001 \253-833-7776 Fax 253-939-2168 CHECKED 3 V712. DATE t`' $4 1 z.� L SCALE 11 7 -r '$y CTS i I (>4., ! it, hto?u` S 4 hd \1): i Tz _ Z,,. .e,SAty (4,1• , 1 + r,,�,, 1. , H (_3.ate ► ._±, 0,ss 4�..\� O 7 4.--t x �, . . e -9 t t ( 214) 1 j 3 / S'T ccn �z�. 11.4 t \.,fS o•t.Y► e 4.?-7 Y.;\(Lie Tr.3,7g N `�t9►4oL A Y4? /s , ,L47 - ji%(j tom_ ti, .1 tk , 1 `M1'• 'Co'— MzIM C's`I,l fel, k,o0‘,10-7 •S $c7.- \.Cj ig4" Wtcrwe' t 1D zi2✓ p. t ` I ` v'' � , - j, 1/.96 0 . • 13 fzst - '• -Qu' 1 D PRODUCT 207 I Jl1Wp@IJ a Engin I ©® Jrfog9 Eta, JOB \C)41 1 i CONSULTING ENGINEERS/CIVIL AND STRUCTURAL SHEET NO. OF CALCULATED BY DATE i 1519 West Valley Highway North/Suite 101/Auburn,WA 98001 253-833-7776 Fax 253-939-2168 CHECKED BY d c , DATE M" Y6 , SCALE i I ). • 5.,o,64-7.K C-: o e Cir,? k } 1 1 ( L4-4404114, ' `fix = °,7� 2 �� C- °'711 ) At, cf) 47A.,07...4%Vc. t . 4 k 4 , z, G"la4sC I i 6 a �3K < . �-e) _ °. � � 402X off . I I ilxtTel =LZ) C 0bccr-4 0.I%al- U5� CO '11/" 4 Lt.-‘5 w/ N urns; ._ ,, � . t ' a st, Ccc .- I I I I D PRODUCT 207 1 ECII fa glEgaal®®ft j9 UrE©, JOB `65 7J` CONSULTING ENGINEERS/CIVIL AND STRUCTURAL SHEET NO. Z e OF AA CALCULATED BY -C-64-•-C-64-• DATE `"'w 1 MCA, 1519 West Valley Highway North/Suite 101/Auburn,WA 98001 253-833-7776 Fax 253-939-2168 CHECKED BY DATE 1,04Arti SCALE ... .. ''ZiA7rtle:AA6rrzA., ItZe.k-ck-saXmve,- 4t1V1trvr1 \?-cE;14.4;sz-116,:-1" 14 ---7-:±---4447 A!E Ta u►t y E "r4e-v4 D,1 cseN o.O t�� c 5�-� o�\� ) VritkP ttirt-W'-mit w ) .T ‘ s ,c,, , _ ,. Ste- 115't� r 3 te4.4.4s SO+ey : 17 Vg7r.4.3.t T-do�./ . V",sTs.1.10?-c •egrNe-Tw..4.4 c-1444-t,-11a— --co _ .. • 1 I � � $jC A --t•5&5‘4 ' C Al 11-4 c3. 3 Ski l ' 0-) t,: c 4,a fn.74k V vc D PRODUCT207 t x I BOXBOItTm fi BOBOItTM The Expansion Bolt vl ,--if fr For Structural Tube �_ The BoxBolt is an expansion anchor I for steel that can be used to make connections to structural j_wow I tube sections. The BoxBolt is suitable for use with _ rer�tanrnilar, Cciui r and rirriilar cartinnc or other t.-74., s_3 ° types of steelwork where access is restricted to one side only. The shoulder of the BoxBolt is hexagonal.This -, . 10itl' t. ir allows it to be held in position with an open ended �b . '� wrench while a torque wrench is used to tighten the core bolt. As the core bolt is tightened the threaded $ i *1%, i: wedge is drawn up inside the body,the fins expand, x and a secure connection is made. To reduce I installation time, BeamClamp can provide a one v,,.;,-. TM ,� .� piece accessory called the BoxSok that will attach i to most air and power tools. Contact Kee Industrial Products for further information. BoxBolt Advantages: Shoulder Body Wedge I ® Simple connections to structural tube a o Guaranteed Safe Working Load ® 5:1 Factor of Safety la No close tolerance holes requiredI �� ® Available in zinc plate finish II .. ,„. ® Available in hot dip galvanized finish I III Available in stainless steel -■ ■ Large combined material clamping range ■ Special lengths available Core Bolt BoxBolt is suitable for use with a wide variety of steelwork. 1 ,, e I::41:,..;;;;174..._.* ite lt."—:: :,.I - - ----- '. j$ 'XaEYfa-' M Y'1._i yam '-r i I,. - __....., ,. ..I .. _ a 2 11 F�1 2 jj �.t -;l+x'Y.. ..t {fit BoxBolt ensures safe and secure steel to I �� V to r: �� �, o steel connections. � `�" e. A 1. _ - 1- cam . . Kee Industrial Products•Toll Free USA 1-800-851-5181 •Toll Free Canada 1-877-505-5003 w Website:www.beamclamp.com•Email: info@beamclamp.com I BoxBoltTm Technical Data Part Number&Description Dimensional Information Load Information Across Safe Working Product Bolt Description Screw Clamping Range(X) Flats of Shoulder Hole BoxBolt Structural Load(lbs) Torque 2 Code Dia. Length Min Max Shoulder Thickness Dia. Dia, Tube Tensile Shear (ft Ib) I— limil BQ1Z08 16 16 BoxBolt Size 1 2 'A 1 A '/4 N 16 4 x4 x 16 607 — BQ2Z08 16 16 BoxBolt Size 2 2 A A 1 115 'A '/4 A 16 4 x 4 x''/4 or A6 1012 1574 18 x BQ3Z08 16 546 BoxBolt Size 3 3 9/i6 1 2 N A 'A4 % 16 4 x4 x 1 or A 1349 0 BQ1Z10 A A BoxBolt Size 1 2 A 'A 15/16 '/ '/ A 4 x4 x3/16 1012 m BQ2Z10 it A BoxBolt Size 2 2 A 3 1 11/6 1%6 ''A 'A 'A 4 x 4x'/4 1888 2922 33 BQ3Z10 A l BoxBolt Size 3 3%s 1 1/15 2 A 15/16 1/4 % 'A 4 x 4 x 16,%or X,0586-) BQ1Z12 A A BoxBolt Size 1 216 A 1 1 sA6 13,6 / 4 x4 x3/16 1012 BQ2Z12 A A BoxBolt Size 2 3 A A 2 1 16 116 A 4 x 4 x A4 1753 BQ3Z12 A A BoxBolt Size 3 4 1',6 2''A 1 /6 133/+5 f 4 x4 0/16 2945 3372 59 A 4x4x'Aor1/2 3462 BQ1Z16 % 1 BoxBolt Size 1 3 A 1 3A 1'/16 A 1 'A 1 4 x4 OA 1439 BQ2Z16 SA SA BoxBolt Size 2 4 1 2 3A 1'/1s 3A 1 A SA 4 x 4 x'/4 1843 BQ3Z16 SA 1 BoxBolt Size 3 4'A 1'A 3 A 1 1/16 3A 1 'A SA 4 x4 x 16 3125 7868 140 6A 4x4x3A 5328 % 4x4x% 6969 BQ1Z20 3/4 A BoxBolt Size 1 4 A 1 6A 1 l34 7/46 13/1 3A 4 x 4 x'/4 1798 BQ2Z20 'A '/4 BoxBolt Size 2 4'/4 1'/16 2 116 1 316 ',6 13A 'A 4 x4 x 16 3439 BQ3Z20 A 3A BoxBolt Size 3 6 2'A 4 1 116 'A6 1N A 4 x4 x 34 6384 8992 221 '/4 4 x4 x'A 9824 Do not exceed the Safe Working Loads(SWL)specified.All loads include a 5:1 Factor of Safety The tensile load of the BoxBolt is based upon the strength of the structure being connected to.Please consult a licensed structural engineer to establish the load for steel sections other than those shown above. Product Notes:The standard finish for the BoxBolt is zinc plate,this is indicated by the letter Z in the product code. If you require the BoxBolt with a hot dip galvanized finish, please substitute the letter G. If you require the BoxBolt in stainless steel, use the letter S.For example,SA"diameter Size 1 BoxBolt with a hot dip galvanized finish will be product code BQ1G16 and a 34"Size 1 BoxBolt in stainless steel will be BCH S10. The BoxBolt is only available with a metric internal bolt.Bolt diameters shown above in inches are converted from metric sizes. Clamping Range Hole Dimensions&Positioning The clamping range of the BoxBolt is the combined thickness It is important that the correct hole size is drilled to of the steel being connected and the steelwork being accommodate the body of the BoxBolt. Dimensions are I connected to. Each diameter of BoxBolt has three shown in the table below. If a BoxBolt is being used close to ' overlapping lengths designed to accommodate a wide the edge of a section or in close proximity to another BoxBolt, range of material thicknesses. If your clamping range a minimum spacing is required to Min,edge exceeds those stated above, special lengths are available. ensure that the fins are free to distance Contact Kee Industrial Products for further information, expand correctly. - 11 Clamping Range A x erAm. ,IHI..,_ co ,,_ up! l co O co -U/\ BoxBolt Dim Dim Dim ,' Size A B C _ a 1 %6 %s 3/4 O ■%\ l� 2 �y6 13/16_ 2%6 % 1 o O\ % 2 A 1 1 Minimum edge distance=Dim B+structural tube thickness Rupert Engineering,Inc.I Project Title: Christian Faith Center ConsultingEngineersCivil/Structural Engineer: TCL , Project ID: 16021 21 1519 West Valley Highway N., Project Descr: Raceway Panel Supports Suite 101 I Auburn,WA 98001 Title Block Line 6 Printed:17 MAR 2016,9:13AM Steel Beam File=S:\2016\16021C-1\STRUCT-1\Design\design.ec6 ENERCALC,INC.1983-2016,Build:6.16.3.4,Ver:6.16.3.4 I Lic.#:KW-06001423 Licensee:RUPERT ENGINEERING,INC. Description: Existing roof beam W21 X44 for supporting new raceway Calculations CODE per RISCREFERENCES 360-05, IBC 2009,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties I Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending I D(o.09;(0.15) + + I S(0.24) f i i i D(0.09)S(0.15) + *D(0.axa(y61o)ogr d�sl.sw54 0.163) _ M _ i i I Applied Loads Service loads entered.Load Factors will be applied for calculations. I Beam self weight calculated and added to loading Load for Span Number 1 talar .C.' Uniform Load: S=0.240 k/ft,Extent=0.0->>10.0 ft, Tributary Width=1.0 ft,(Roof Loads) .. \S Uniform Load: D=0.090, S=0.150 k/ft,Extent=10.0-->>57.0 ft, Tributary Width=1.0 ft,(Roof Loads) I Load for Span Number 2 S,I&rks tr'C s.)4\r lb`s Uniform Load: D=0.090, S=0.150 klft, Tributary Width=1.0 ft,(Roof Loads) V�e5v -tom per, Point Load: D=0.20, S=0.0540, W=-4.665, E=-1.163 k @ 11.833 ft,(Raceway Reactions) S q 1,rr.J c_TrAp4 Point Load: D=0.10, S=0.0540, W=4.665, E=1.214 k @ 10.166 ft,(Raceway Reactions) I DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.411 : 1 Maximum Shear Stress Ratio= 0.060 : 1 Section used for this span W21x44 Section used for this span W21x44 Ma:Applied 97.802 k-ft Va:Applied 8.735 k I Mn/Omega:Allowable 238.024 k-ft Vn/Omega:Allowable 144.90 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 26.220ft Location of maximum on span 57.000 ft I Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 1.272 in Ratio= 537>=360 Max Upward Transient Deflection -0.836 in Ratio= 430 >=360 I Max Downward Total Deflection 2.253 in Ratio= 304 >=180. Max Upward Total Deflection -1.441 in Ratio= 250 >=180. Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega 40+H Dsgn.L= 57.00 ft 1 0.181 0.028 43.17 -18.46 43.17 397.50 238.02 1.00 1.00 4.06 217.35 144.90 Dsgn.L= 15.00 ft 2 0.078 0.016 -18.46 18.46 397.50 238.02 1.00 1.00 2.31 217.35 144.90 I +D+L+H Dsgn.L= 57.00 ft 1 0.181 0.028 43.17 -18.46 43.17 397.50 238.02 1.00 1.00 4.06 217.35 144.90 Dsgn.L= 15.00 ft 2 0.078 0.016 -18.46 18.46 397.50 238.02 1.00 1.00 2.31 217.35 144.90 +D+Lr+H I Dsgn.L= 57.00 ft 1 0.181 0.028 43.17 -18.46 43.17 397.50 238.02 1.00 1.00 4.06 217.35 144.90 Dsgn.L= 15.00 ft 2 0.078 0.016 -18.46 18.46 397.50 238.02 1.00 1.00 2.31 217.35 144.90 +D+S+H Dsgn.L= 57.00 ft 1 0.411 0.060 97.80 -36.52 97.80 397.50 238.02 1.00 1.00 8.73 217.35 144.90 Dsgn.L= 15.00 ft 2 0.153 0.032 -36.52 36.52 397.50 238.02 1.00 1.00 4.67 217.35 144.90 I +D+0.750Lr+0.750L+H Dsgn.L= 57.00 ft 1 0.181 0.028 43.17 -18.46 43.17 397.50 238.02 1.00 1.00 4.06 217.35 144.90 Dsgn.L= 15.00 ft 2 0.078 0.016 -18.46 18.46 397.50 238.02 1.00 1.00 2.31 217.35 144.90 +D+0.750L+0.750S+H Dsgn.L= 57.00 ft 1 0.353 0.052 84.14 -32.01 84.14 397.50 238.02 1.00 1.00 7.57 217.35 144.90 I Dsgn.L= 15.00 ft 2 0.134 0.028 -32.01 32.01 397.50 238.02 1.00 1.00 4.08 217.35 144.90 +D+0.60W+H I Rupert Engineering,inc. ConsultingEngineersCivillStructural Project Title: Christian Faith Center Engineer: TCL . Project ID: 16021 Z6 1519 West Valley Highway N., Project Descr: Raceway Panel Supports Suite 101 IAuburn,WA 98001 Title Block Line 6 Printed:17 MAR 2016,9:13AM File=8:12016116021C-1 1STRUCT-1\Design\design.ec6 Steel Beam ENERCALC,INC.1983-2016,Build:6.16.3.4,Ver:6.16.3.4 ILic.#:KW-06001423 Licensee:RUPERT ENGINEERING,INC. Description: Existing roof beam W21 X44 for supporting new raceway Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values I Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn.L= 57.00 ft 1 0.191 0.027 45.37 -13.79 45.37 397.50 238.02 1.00 1.00 3.98 217.35 144.90 Dsgn.L= 15.00 ft 2 0.058 0.016 2.74 -13.79 13.79 397.50 238.02 1.00 1.00 2.31 217.35 144.90 +D+0.70E+H I Dsgn.L= 57.00 ft 1 0.183 0.028 43.63 -17.46 43.63 397.50 238.02 1.00 1.00 4.05 217.35 144.90 Dsgn.L= 15.00 ft 2 0.073 0.016 -17.46 17.46 397.50 238.02 1.00 1.00 2.35 217.35 144.90 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 57.00 ft 1 0.188 0.028 44.82 -14.96 44.82 397.50 238.02 1.00 1.00 4.00 217.35 144.90 IDsgn.L= 15.00 ft 2 0.063 0.016 1.58 -14.96 14.96 397.50 238.02 1.00 1.00 2.31 217.35 144.90 +D+0.750L+0.7505+0.450W+H Dsgn.L= 57.00 ft1 0.360 0.052 85.76 -28.51 85.76 397.50 238.02 1.00 1.00 7.51 217.35 144.90 Dsgn.L= 15.00 ft 2 0.120 0.028 0.20 -28.51 28.51 397.50 238.02 1.00 1.00 4.08 217.35 144.90 +D+0.750L+0.7505+0.5250E+H I Dsgn.L= 57.00 ft 1 0.355 0.052 84.48 -31.26 84.48 397.50 238.02 1.00 1.00 7.55 217.35 144.90 Dsgn.L= 15.00 ft 2 0.131 0.028 -31.26 31.26 397.50 238.02 1.00 1.00 4.11 217.35 144.90 +0.60D+0.60W+0.60H Dsgn.L= 57.00 ft 1 0.118 0.016 28.12 -6.41 28.12 397.50 238.02 1.00 1.00 2.36 217.35 144.90 Dsgn.L= 15.00 ft 2 0.027 0.017 3.51 -6.41 6.41 397.50 238.02 1.00 1.00 2.42 217.35 144.90 I +0.60D+0.70E+0.60H Dsgn.L= 57.00 ft 1 0.111 0.017 26.37 -10.08 26.37 397.50 238.02 1.00 1.00 2.42 217.35 144.90 Dsgn.L= 15.00 ft 2 0.042 0.010 0.21 -10.08 10.08 397.50 238.02 1.00 1.00 1.42 217.35 144.90 I Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 2.2526 27.816 0.0000 0.000 2 0.0000 27.816 +D+5+H -1.4407 15.000 I Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 7.453 13.403 Overall MINimum 0.025 0.026 I +D+H 2.674 6.374 +p+L+H 2.674 6.374 +D+Lr+H 2.674 6.374 +D+S+H 7.453 13.403 I +D+0.750Lr+0.750L+H 2.674 6.374 +D+0.750L+0.7505+H 6.258 11.646 +D+0.60W+H 2.756 6.292 +D+0.70E+H 2.692 6.392 I +D+0.750Lr+0.750L+0.450W+H 2.736 6.312 +0+0.750L+0.750S+0.450W+H 6.320 11.584 +D+0.750L+0.750S+0.5250E+H 6.272 11.659 +0.60D+0.60W+0.60H 1.686 3.742 I +0.60D+0.70E+0.60H 1.622 3.843 D Only 2.674 6.374 Lr Only L Only I S Only W Only 4.779 7.029 0.136 -0.136 E Only 0.025 0.026 H Only IRupert Engineering,Inc. Project Title: Christian Faith Center 4 21 ConsultingEngineersCivil/Structural Engineer: TCL Project ID: 16021 1519 West Valley Highway N., Project Descr: Raceway Panel Supports Suite 101 IAuburn,WA 98001 Title Block Line 6 Printed:17 MAR 2016,9:13AM File=S:12016\16021C-1\STRUCT-1\Design\design.ec6 Steel Beam ENERCALC,INC.1983-2016,Build:6.16.3.4,Ver:6.16.3.4 I Lic.#:KW-06001423 Licensee:RUPERT ENGINEERING,INC. Description: Existing roof beam W21X44 for supporting new raceway I 140 I 66 . iiiiiiiimiim.iii.„. ME= III1 I 2 IL, AM 31 ti"`"' 0 III E MEMBER•.. >I hi „id'..,00A111111111 lift rilliiiih'' _ ..or:.'s 37 6.$4 1331 2038 28,04 35,11 4218 4925 5632 6330 7038 I I Distance(ft) 1+D+H I+D+L+H 1+D+L+H 1+D+5+H I+D+6.7SDLi+6.7S6L+H I+6+6.7561+6.7SD5+H iS+D+6.66W+H I+D+6.ItE+H I+6+6.I5Dli+6.7561+6.456W+H I+D+DISDL+6,7SD5+D,4SDW+H I+6+6,756L+DJSD5+6.5ZSDE+H I+6.666+6.6DW+6.66H I 1+6.6D6+6,7DE+6.6DH } I I ii 2 MENiBiR... .. . _ 111 L 0 I .s I 23 6.84 1331 2038 28,04 3511 4218 4925 5632 6330 7038 I Distance(ft) I1+D+H I+D+t+H I+6+11+H I+6+5+H I+6+6.I56L1+6.75DL+H 1+D+D.756L+6.7565+H 1+6+6.66W+H I+D+6.76E+H I+6+t,75011+6.7561+D.4StW+H I+6+6.7561+6,7565+D.4SDW+H I+D+6.7561+6.7565+6.SZ56E+H I+6.666+6.66W+6,66H I+6.666+6,76E+6.66H I Rupert Engineering,In. ConsultingEngineersCivil/Structural Project Title: Christian Faith Center Engineer: TCL . Project ID: 16021 0 1519 West Valley Highway N., Project Descr: Raceway Panel Supports Suite 101 I Auburn,WA 98001 Title Block Line 6 Printed:17 MAR 2016,9:13AM Steel Beam File=S:12016116021C-11STRUCT-1\Design\design.ec6 ENERCALC,INC.1983-2016,Build:6.16.3.4,Ver:6.16.3.4 ILic.#:KW-06001423 Licensee:RUPERT ENGINEERING,INC. Description: Existing roof beam W21X44 for supporting new raceway 1 1S IOS prilree,/r*::: IMEMEER...�›,_ r 1 ° . - - -- - .,t-ii . - A •1,4 1Mill ill 11111114111111111114111111.1111.1111111a1111 •2,3 I 6,84 1391 2038 28.44 3511 42,18 4925 5632 6414 7158 Distance(ft) II+D+N I+D+L+H 1+D+L1+H I+D+S+H I+6+6.75DU+6.75D1+H I+D+0.7g1.+6J56S+H 1+6+6.6DW+H 1+6+1)7 E+H I+D+6.7SDL'+D.75DL+D.45DW+H I+D+6.756L+6,7565+1),456W+H I+D+1),7561+6.7565+6.5Z5DE+H I 0.60+6.6DW+6.6D11 I 4.6664.76E466H I DOnly I LiOnly LOnly 0 SOnIy 1 WOnIy I1 EOnly 1 HOnly I I I I I I I I I t rrl� c. x 1 QaD ®u as o liaQ®�a� Um, JOB '(602..\ - �S �4 c r f FBF -4'a1N• 151" ' p �7 9 1 CONSULTING ENGINEERS/CIVIL AND STRUCTURAL SHEET NO. 94'i . OF (,�/ ,�K�,'�/ Z"Z CALCULATED BY L� DATEO`6 I 1519 West Valley Highway North/Suite 101/Auburn,WA 98001 253-833-7776 Fax 253-939-2168 CHECKED BY A8e`- DATE 1' tio - SCALE 1 l CHRISTIAN FAITH CENTER RACEWAY SUPPORT DESIGN CODES: 2012 INTERNATIONAL BUILDING CODE&ASCE 7-10 1 DESIGN LOADS: WEIGHT OF RACEWAY,Wp=1,200 LBS(APPROXIMATE) WIND SPEED,VASD=93.0 MPH(VULT=120 MPH);WIND EXPOSURE C UTLIMATE DESIGN WIND PREESURE qh=gz*G*Cf=39.72PSF(G=0.85,Cf=1.90) I SEISMIC FORCE, Fp=0.4*ap*SDS*Ip(1+2 z/h)*Wp/Rp=1.281 *0*Wp (Wp=WEIGHT OF SIGN-SEE ABOVE, O=2.0) RACEWAY SUPPORT NOTES: . DIMENSIONS OF RACEWAY: 57-9"(L)X 3'-10"(H)X 0'-8"(D) Ii 2.WEIGHT OF RACEWAY(W/LETTERS)=1,200 LBS 3.VERIFY THE LOCATION OF RACEWAY WITH THE OWNER PRIOR TO THE RACEWAY INSTALLATION 14:ASSUME EXISTING ROOF STEEL BEAM W21X44 TO BE SPACED AT 6-0"ON CENTERS.THE NEW RACEWAY STEEL SUPPORTING FRAME ARE SPACED AT 12'-0"ON CENETRS 5.RACEWAY CABINET AND LETETR ATTACHMENTS SHALL BE DESIGNED BY RACEWAY SUPPLIER. 6.NEW RACEWAY SUPPORTING FRAME MEMBERS(STEEL ANGLES)SHALL BE WELDED BY THE CERTIFED WELDERS IN THE SHOP. I 7.FASTEN NEW RACEWAY SUPPORTING FRAMES(SIX PLACES)TO EXISTING ROOF STEEL BEAMS W21'S BY USING(2)1/2“421A307 BOLTS W/NUTS AND WASHERS PER EACH SUPPORTING FRAME. 8.FASTEN NEW RACEWAY CABINET TO SUPPORTING FRAME ANGLES BY USING MINIMU(2)3/8N)X 3 9/16 LONG BOX-BOLTS I (PRODUCT CODE BQ3Z10)OR EQUALS PER EACH SUPPORTING FRAME. __ ---- 792.000' - -— ---_.__ —_---. _— _ [66'-0'] FASCIA ERUAL �— --..� ----- 693.000'----.— - -- -----'-- MAL RACEWAY 681.000' (56'- CNAI4vEL LETTERS i 1 66.IW2OY36OR9'34:I0T CHRISTIAN FAITH CENTER JtJt F45C14 F45C1: 1 12.000'-�-- L44.000' 120 000, I --141.000'----- I 1120.000' `� 144.000' --1. 12 000' MUM BETREE BET E N BETWEEN /yy BETNEEN ly, S TS ,k' SUPPORTS 1 ENS SUPPORTS RBRTB Jr BUPPORTs IR+R"E, I 252.000' 1 208.000' V 233 000' [21'-0'j (171-41) [19-5') RACE"AY SECTION I RACEWAY SECTION 2 AS.EYMT SECTION 3 CHANNEL LETTERS ON RACEWAY-ATTACHMENT DETAIL la . I Trim Capes a/s°self tapping bolts 5.000' 3,4000 \(min 2 per bracket) LISTEN] LTTER$ tcscEWAY ELECTRIC RIGS 063" I *Centers of the supporting frame I Aluminum—> 1 Letter base bolts shall be placed and are I 4 / Off toggle Grounding lug/wire fastened at existing top beam . LED I flange. (See sketch SK2) 4,-°STEEL Illumination I� welded 4' Verify locations of existing roof i :TORTS 1 --_ l ' steel angle White bracket beams W21's prior to the l SE Sk Acrylic A ; Flex/sealtite conduit supporting frame installation. Skz) Face pass thru roof 1 LED Transformer in A To power 2.000" Aluminum Raceway YZt°boltIA'la 120.500"t ATTACHMENT POINTS thru steel angle + t )® / REQUIRED & roof support I - )min 2 per bracket) F FasCJA-T—48.0000 NOTE: 1 U This sign Intended to be instated in accordance with the requirements of 1 UNKNOWN ROOF 1 Article 600 of the National Electrical Code and/or other applicable local codes. DIMENSIONS/SPECS CHRISTIAN FAITH CENTER 20768- RACEWAY SUPPORT DETAIL 1 D PRODUCT 207 t1 rt4 c — l7U ^ni mmgMui)G^�Amgo En@JOB t`G E 9? *Z.-2,141 thgr-. ' , ,Vis. ,,,, .,•. I CONSULTING ENGINEERS/CIVIL AND STRUCTURAL SHEET NO. 5V-z OF 41@Z CALCULATED BY "rcl" DATE pse f 7-40\-4. 1519 West Valley Highway North/Suite 101/Auburn,WA 98001 I 253-833-7776 Fax 253-939-2168 CHECKED BY d DATE VA-31.,04z1 7-e,t t, SCALE 5 _3 1-3�, 'f46'C .S' - . Itt ' ' -i'-e: t41,,,c+ ' h e t 9.431-€6,. i , . t_ ___:-.-..1-3,50 t. 1 -59�f b MCp cxCr S _•iadt3-4;1o) lir/ (M►.41 Mc_5.s, Z LTS , x2. E,►c+-i St g rot-41-44 .— Vie•) I : e : . ...c.,„,4.....,. . • . , ,,D . . , 7._\ . : , , ... y,. . 0„,......, , :t,4 ® w . .,,..,,,c.,,,.... ,,,es,....,„..,. . , t. , , 7, , . , : . . , . A ' : * -t i?,.aa tb4. I = .. LAX�t.. Co-S Ast0+ 21" • t4,/- -� • '' l.A./ , n bIX. 4aw L .arc . Tl. L Y 3x 1 Cis-c7+,c t61. I >L . o y - 4 _.�sc�s�tg � ti .. ,� �i .Y z 1 r" Z. 4Gc I : . ' . 11..________12...„,.,„:4M4c - . it ;� _ ` e lye w n \g" art ' 11 /_Z t'-Z1t r' t W464HiS. .- IA C> -boil 2 1. ._. . I / Y"t�lc44 Zr gu / ' . ' :; 4. . I ', C ‘VA0 . le _Rom �q _- -*Air C'' CvE z.t F.1) .� 1,. su.GZ o- • t .er. 11_ 1 : ..i „ .. , „ ,, ,.: „ ,. ._, : : ,. .,, „ i , ,„ , , _ :5,141.TAir...7:el ,,r, . : : : : : .,' . : ., . .. . ' D PRODUCT 207