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Home My WebLink About1200 5TH ST_BLD20120063_2026 BUILDING INSPECTION REPORT G>>Y (je, Permit No. Address: 1;zeO 1 5,-77 +ltNG10 Contractor: S �f Owner: Date: APPROVAL ® PARTIAL APPROVAL VIOLATION ® CORRECTION REQUEST Corrections listed below MUST BE MADE before work can be approved Please contact inspector Was not able to perform inspection Call 360-435-0674 FOR RE-INSPECTION by 5:00 pm the day before ' Inspector: ��, Date: ® Under-floor ® Framing ® Gas Piping XFooting ® Drywall, nailing ® Consultation ® Foundation ® Shear Nailing ® Groundwork ® Mechanical ® Grid ® Struct. Slab CO Wood Stove ® Rough-in ® Final ® Masonry ® Drainage ® Insulation Other: /,Faz r� j •� 1 ti I '_ . . �.� -1�1".! •.1.�.. f,'.. 1:\:. •. is ' �•�•.:it;j I V is oh: ' I CITY OF ARLINGTON 238 N.OLYMPIC AVE.-ARLINGTON,WA 98223 PHONE:(360)403-3421 BUILDING PERMIT Address:512 5TH ST,ARLINGTON Permit#:BLD20120063 Parcel#:31050100300500 Valuation:$4,000.00 'OWINER, APPLICANT CONTRACTOR IMMACULATE CONCEPTION CHURCH IMMACULATE CONCEPTION CHURCH IMMACULATE CONCEPTION CHURCH TERRY DOIRON TERRY DOIRON TERRY DOIRON 512 5TH ST 512 5TH ST 512 5TH ST ARLINGTON,WA 98223 ARLINGTON,WA 98223 ARLINGTON,WA 98223 Lic#: Exp: PLUMBING CONTRACTOR M1ECE-IIANICAL CONTRACTOR 7r' Lic#: Exp, Lic#: Exp: JOB DESCRIPTION Bell Tower PERMIT TYPE: Commercial PERMIT GROUP: Miscellaneous STORIES: 0 CONST TYPE: DWELLINGUNITS: 0 OCC GROUP: CODE: OCC LOAD: PFRNIIT APPROVAL - - I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18:27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED.IBC110/IRC110. SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arli on#3101. Sig Wint N Date eleased B Da ARCHIVE APPLICANT ASSESSOR OTC BLD20120063 CONDMONS THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY.ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.)WILL REQUIRE SEPARATE PERMISSION. • None PERMIT FEES 1)atc Description Fee Amount Paid Balance Due 2/13/2012 Building Permit Fee(QTY.1) $124.40 $0.00 $124.40 2/13/2012 Building Plan Check Fee(QTY.1) $80.86 $0.00 $80.86 2/13/2012 State Building Code Surcharge(QTY.1) $4.50 $0.00 $4.50 Total Due: $209.76 $0.00 $209.76 CALL FOR INSPECTIONS BUILDING/ENGIi M",ING/PARKS[LTUITIFS/FINAL(360)435-0674 FIRE(360)403-3607 When calling for an inspection please leave the following information: Permit Number,Job Site Address,Type of Inspection being requested,Contact Name and Phone Number,Date Prefereed,and whether you prefer morning or afternoon. • None C O N S U L T I N G 503.222.4453 Kmiff-1196 E N G I N E E R S 503.248.9263 vlmk@vlmk.com 3933 SW Kelly Avenue • Portland a Oregon 97239-4393 www.vlmk.com STRUCTURAL CALCULATIONS for Immaculate Conception Bell Tower Addition 1200 East 5t" Street Arlington, Washington 98223 for Immaculate Conception 1200 East 5t" Street Arlington, Washington 98223 JOB COPY CITY OF ARLINGTON_ BUILDING DEPARTMENT, APPROVED GI 16 DATE Z'' BY ffO C IANGES AUTHORIZED UNLESS APPROVED BY TH BUILDING INSPECTO Prepared By: Justin Elliott, PE RECEIVED VLMK Job Number. 20120059 FEB 10 2012 February 6, 2012 COA PERMIT CENTER b Lb 01--0 I0-L 00(9:5 ,Structural Engineering-Civil Engineering•Industrial Engineering-Plan ningeStudieslEvaluations•Entitlement VLMK Consulting Engineers, Inc. �. ., I I I -. 1 � � �� ;; - � • , . .1 Structural Calculations DC-1 Immaculate Conception - Bell Tower Addition Immaculate Conception Bell Tower Addition 1200 East 5th Street Arlington, Washington 98223 VLMK JOB NO. 20120059 STRUCTURAL CALCULATIONS FOR BUILDING PERMIT TABLE OF CONTENTS Design Outline and Criteria DC-1 thru DC-2 Structural Details S-1 thru S-2 Structural Calculations C-1 thru C-9 Reference Material R-1 File:G:Wcad2012120120059120120059 DC docu Page 1 Printed:February 06,2012 .�; ,. I I I 4 Structural Calculations DC-2 Immaculate Conception - Bell Tower Addition DESIGN CRITERIA CODES: 2009 International Building Code (IBC) as amended by the State of Washington DESIGN LOADS: Dead Loads: Steel tower cap 1300 lbs Bell 500 Ibs Wind: Basic Wind Speed (3-second gust) 85 mph Wind Importance Factor, I„, IW = 1.0 Occupancy Category II Wind Exposure C Seismic: Seismic Importance Factor 1.0 Occupancy Category II Mapped Spectral Response Accelerations S., = 104.3% S1 = 35.5% Site Class D (assumed) Spectral Response Coefficients Sds = 75.3% Sd1 = 40.0% Seismic Design Category D Component Anchorage Factors an R, Signs 2.5 2.5 1.0 MATERIALS Concrete: Footings f = 2,500 psi Reinforcing Steel: ASTM A615, Gr.60 Fy = 60 ksi Structural Steel: Plates, Shapes ASTM A36 Fy = 36 ksi Structural Tubes ASTM A500 Gr.B Fy = 46 ksi Anchors Bolts: Threaded Rods ASTM A36 (typical U.O.N.) F,, = 36 ksi SOILS Allowable Soil Bearing Pressure (Assumed) 1,500 psf Passive Earth Pressure (Assumed) 250 pcf Coefficient of Friction 0.30 File:WAcad2012120120059120120059 DC.docx Page Printed:February 06,2D12 � q � 7r—ou i EQUAL 4'-0" EQUAL J ' HSS8x8x1/4, TYPICAL w c OO O s 1 N - - - - - -- — I :t Q � � J FF-- 12" 2" TYP � C•1 Or W CONCRETE FOOTING 1 S-2 A FOOTING PLAN S_ 20120059 FTG PLN.dwg 3/4" V-0" 20120059 20120059 FDN PLN.dwg 06 Fab 2012 - 2.31 pm Justin MA C 0 N 5 U L T I N G IMMACULATE CONCEPTION BELL ER Zm�o ozr12 TOUV WNYME N G I N E E R S 1200 EAST 5TH STREET JJE KMK ORMN oEof➢ 3933 5W Kelly Avenue • Portland • Oregon 97239-4393 ARLINGTON, WASHINGTON 98223 1 503.2 . 3 vlmk@vl n S- 503.2 48.9263 www.vlmkcom FOOTING PLAN �� .. I I I I I 1 I I I I I I I COLUMN PER PLAN 1" x REQUIRED BASE PLATE WITH (4) 1" DIA x REQUIRED THREADED RODS (Fyr-36ksi) PROVIDE DOUBLE NUTS AND 3/8"x3"0" PLATE WASHERS ' 1/4 1 i I I CONCRETE FOOTING ' I I 1 •I I.I. Z Z iV co J(10) #5 BARS TRANSVERSE (6) #5 BARS LONGITUDINAL TYPICAL TOP AND BOTTOM T%m1^"' TOP AND BOTTOM Foo 6, % ,v�_, ?� e WGS fi t i-� " . " X 20120059 20120059 FDN DTL.dwg 06 Fab 2012 CON 5 U L' :LL TOWER zo,�zooss o2�12 Lmnw"�,. ENGINE JJE KMK aw�w "� 3933 SW Kelly Avenue • Portland • Oregon 9 --.- 503.222.4453 vlmK@vlmkcom FOOTING DETAIL S—2 503-248.9263 www.vimkcom swr w �:� I I I CONSU L T I NG Job�' cCTfll� �.�ut�,o� E N G I N E E R S Client 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 Job No.?^Q11ilry-15g By SJ 503.222.4453 503.248.9263 Date Sheet No. '1 •�w..e�w.�KVt- r--Tr m?.VJC�eWx+ar.r• .,•zr -vat K: i.t y�� '� � �`-4saYw•�nra'►R's� ,w•q 4�`T-z^ •1tfl:mL e s C-4> ,.�. F 'oS,IG.ti ;._� � _I Cis - --� + M •" � � I � r • '� - f 'V�-��I 1 _�� •c. ' _• -l�ru� f_ ' L.+ f -l� M1 � 1 C�• , I _ 1 4-- 4ls,_ I � 7 r 16 r f+ 1-4 � � _ •-o"'r ! 1. - ---I••1• • � _I _j-` '_ � � � _.�' _l.-4. � - _�..L_�_--� _ 1 _ ILL rN � � � ' _ _ � � .. i � !L!9�a_ �3 cry� '� .- •_'r.T..�t4+• � ��!�.- �_ � i I �.___�.! � vl _ _ Li I I �-_ M !y •-� �t'1.33 d7 L-- � t G Si �L �.`�• I _ + _.1._. •��t_ .._ i"' j",'- ---+ - a � i � t{� :.--�-(�--� �I 1 l I�+`•toll �� f?O� Cam_ !�L�-�y-' - -;- ,- -I -- ; :--J�• I I , {' •y,eer -'•a �- d c 1 I r 1 l i -f-<-t-t- _i-- -: T +-} 1 1_ I ' _r I .rt_ _-_+. .a"�...�, ..•.3:�¢:a.i•r,.:s•r va�_:]I,sty-Nf�At�r C�Y P�l•'i;t;Mni� �.av c+-.�..�. •_-� - :7:u l•1 Y I I VA C O N S U L T I N G 503.222.4453 Job Bell Tower Addition E N G 1 N E E R 5 503.248.9263 Job No. 20120059 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 vlmk@vlmk.com Date 02/12 www.vimk.com v2.00-So`tware Copyright 2009 VLMK Consultinq Engineers. All Rlahts Reserved) Sheet No. C- '—'Z_ Wind Loads on Solid Freestanding Walls and Solid Signs Based on the 2009 International Building Code and ASCE 7-05 6.5.14 SOLID FREESTANDING CASE A SINGLE POST WALL OR SOLID SIGN�� B F enu� ¢otat. CASE B DOUBLE POST Lr 7 F 0.2B EW�L [GUa_ r� JF WIND M,,,x CASE C WALL KVL— D LEVEL balance 11 s r s WIND SIDE SUPPORT F F F F Input F Exposure' .& "s~ „tmJ exposure category [6.5.6.3] K. = topographic factor[Figure 6-4] importance factor [Table 6-1] V = , `; mph basic wind speed (3-second gust) h = ' �i�ft height from ground level to top of sign '�'Z4y , ft vertical dimension of sign B =f?!E[ r ft horizontal dimension of sign Lr =I ft horizontal dimension of return corner Ao ft2 total area of openings type of sign support Boost = m:n in average width of one post Analysis Asign = 18.68 ft2 gross area of wall or sign normal to wind direction Aoost = 18.67 ft2 area of post(s) E = 1.00 ratio of solid area to gross area R.F. = 1.00 reduction factor for openings, R.F. Kh = 0.98 velocity pressure exposure coefficient [Table 6-3] Kd = 0.85 wind directionality factor [Table 6-4] qh = 15.4 psf velocity pressure, qh = 0.00256KhKrtKdV2I [Equation 6-151 G = 0.85 gust effect factor [6.5.8.1] Cr = 1.80 sign force coefficient for Cases A& B [Figure 6-20] Cr = 0.00 average sign force coefficient for Case C [Figure 6-20] Results Cases A & B Case C Max. Case C Ave. (B/s<2 therefore Case C does not apply) P = 23.6 0.0 0.0 Ib/ftz design wind pressure, P = ghGCf F = 882 0 0 lb wind force, F=ghGCfAs [Equation 6-27] Vmax = 882 lb maximum total shear force at base Mmax = 10149 lb-ft maximum total moment at base Tmax = 412 lb-ft maximum total torsion at base _ , � :: :.> {' I I I 1 C w3 �r•k .IIC-• tl- �,� _ Printed:6 FEB 201Z i r56Fid :i>t«7 .i ' zr»:.`�I•.;f.�,r�;;:*' l nec��- `� L'�� I ` .r:�r_.,• Qs 'siia:zUti• ,iR ,fir: 1 ;011i?�; . • Description: Spread Footing General Infortti'atton 4tls. `'"` -i l -. __- it Calculations per ACI 31H8,IBC 2009,CBC 2010,ASCE 7-05 Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pef Concrete Density - 145.0 pcf Solt/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.850 Analysis Settings Increases based on footing Depth Min Steel%Bending Reinf. = 0.00140 Footing base depth below soil surface = ft Allowable pressure increase per foot of dept= ksf Min Allow /il Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.50 :1 Min.Sliding Safety Factor = 1.50 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dep= ksf Use ftg wt for stability,moments&shears: Yes when maximum length or width is greater-- ft Include Pedestal Weight as DL No Dimensions ;; !,.q.q i!1l 1 g I 1 nra r Width parallel to X-X Axis = 4.50 ft z Length parallel to Z-Z Axis = 3.50 It Footing Thlcknes = 24.0 in .r N 7 ` Pedestal dimensions... px:parallel to X-X Axis = 16.0 in pz:parallel to Z-Z Axis = 16.0 in Height — in Rebar Centerline to Edge of Concrete. at Bottom of footing = 3.250 in 4 6 Bars parallel to X-X Axis Number of Bars = 6.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 8.0 Reinforcing BarSizi = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separatiomg Z-Z Axis #Bars required within zone 87.5% #Bars required on each side of zone 12.5% Applied Loads j l:' i,r, t,'1 D Lr L S W E H P:Column Load = 2.264 k OB:Overburden = ksf M-xx = k-ft M-zz 5.075 6.165 k-ft V-x = 0.4410 _ 0.420 — k-- V-z = k - - ` .,. I I C —LI Ot Pnrtd:6FEBX121k:56P&I Nk r-Iq;s M W59jDeq:[qWerAdd r 4T ml r2A 462- Description Spread Foo*V 0 0%, Design OK Min.Ratio Item Applied -Capacfty Governing Load Combination PASS 0.6451 Soil Bearing 0.9677 ksf 1.50 ksf +0,6-0D+W+—H PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overtuming PASS 1.548 Overturning-Z-Z 5.957 k-ft 9.223 k-ft 0.6D+W PASS 2.788 Sliding-X-X 0.4410 k 1.230 k 0.6D+W PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.02582 Z Flexure(+X) 1.243 k-ft 48.127 k-ft +0.90D+1.60W+1.60H PASS 0.008889 Z Flexure(-X) 0.4331 k-ft 48.725 k-ft +1.20D+0.50Lr+0,50L+1.60W PASS 0.002369 X Flexure(+Z) 0.1181 k-ft 49.852 k-ft +11.40D PASS 0.002369 X Flexure(1) 0.1181 k-ft 49.852 k-ft +11.4013 PASS n1a 1-way Shear(+X) 0.0 psi 85,0 psi n/a PASS 0.0 1-way Shear(-X) 0.0 psi 0.0 psi n/a PASS n/a 1-way Shear(+Z) 0.0 psi 85.0 psi n/a PASS n/a 1-way Shear(-Z) 0.0 psi 85.0 psi n/a PASS n/a 2-way Punching 0.4553 psi 85.0 psi +0,90Q+1.60W+1.60H Company name: . ........... ......... Project: Date:2/612012 Version: 2.0.4003.23895 Project number: Page: 115 Geometry: W M T'd J 4 6 Load actions: [1b], [ft-lb] z Design loads actions N. Nu 0 Y VUX 820 M." /V vUY 0 .............. MUX 0 -.....-V........ ........ M'Y MUY 10149 k --------No. x MUZ 0 Vw M"' Eccentric profile ex = 0.00 inch; ey = 0.00 inch Jnput data and results must be checked for agreement with the existing circumstances,the standards and guidelines and must be checked for plausiblltty- Lowers 2 Powers Lane,Brewster,NY 10509,USA,http:liwww.powers.com/ I I i Company name: Project: Date:2/6/2012 Version: 2.0.4003,23895 Project number: Page: 2/5 Calculations: Selected anchor: Hex Bolt F1554 Gr 36- 1", Grade 36(CIP) Effective embedment depth: hefi= 8.00 inch Approval: ACI 318 Appendix D Issued: 1/1/2002 Basic principles design: Design method: ACI 318-05(Appendix D) Concrete: Normal weight concrete, cracked concrete, f� = 2500 psi Load combination: taken from Section 9.2 Reinforcement: no reinforcement to limit splitting cracks available none edge reinforcement or<#4 bar Condition B Distance mounting: not existent Temperature range: Long term temperature: 75°F,Short term temperature: 1040F Torque (cast in place): Yes ACI 318 D.8 Seismic Loads: Yes Resulting anchor forces/load distribution: 01 02 Anchor No. Tension load Shear load #1 4727 lb 205 lb #2 4727 lb 205 lb #3 0 lb 205 lb #4 0 lb 205 lb hrre� ,z,•: c.,t��'El ' -��-1. +I Maximum 4727 lb 2051b Max. concrete compression strain: 0.08%0 Max. concrete compression stress. 352 psi Resulting tension force: 9455 lb Resulting compression force: 9454 lb Summary: Design proof Demand Capacity Status Tension load 9455 lb 20269 lb 0.47 s 1.0 Shear load 820 lb 12440 Ib 0.075 1.0 OK Interaction - - 0.44 5 1.0 Anchor plate: Material: fvk= 36000 psi Length x width: 16.00 inch x 16.00 inch Actual plate thickness: 0.75 inch Calculated plate thickness: 0.71 inch, OK Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines and must be checked for plausibility. Powers Fasteners,2 Powers Lane,Brewster,NY 10509.USA,hltpJ/www.powers.ccm/ c --I Company name: Project: Date:2/6/2012 Version: 2.0.4003.23895 Project number: Page: 315 Design proof tension loading• Reference Steel strength: Nsa = 35148 Ib D.5.1 (1) * Nsa = (Pseis* 4) * Nsa,,,,: 0.75 * 0.75 ' 35148 Ib = 19771 Ib D.5.1.2 Nsa =4727 Ib Design proof: N„a/ (c)* Nsa) =4727 Ib 119771 Ib = 024 :5 1.00 Concrete strength: hef = 8.000 inch kc = 24.0 Nb = kc* fc 0.5* hef1.5= 24.0 * 50.00 * 22.627 = 27153 Ib D_5.2.2 ANcO = 576.00 inch2 ANc = 840.00 inch tPec,N,x = 1.000 D.5.2.4 LPec,N,y = 1.000 D.5.2.4 4Wed,N = 0.975 D.5.2.5 Wc,N = 1.00 D.5.2.6 4Pcp,N = 1.000 D.5.2.7 0 * Ncbg =Osels*0*(ANc I ANcO)*4rec,N,x *Wec,N,y *Wed,N*Wc,N*4tcp,N*Nb D.5.2.1 =0.75*0.70*(840.00/576.00)* 1.000*1.000*0.975* 1.00* 1.000*27153 Ib=20269 Ib N„a = 9455 Ib Design proof: Nua/ (4)* Ncbg) = 9455 Ib /20269 Ib = 0.47 s 1.00 Pullout/Bond strength: (1) * Npn = Oseis* 4) * 4tc,P* 8 * Abrg * fc' = 0.75 * 0.70 * 1.0 * 8 * 1.16 * 2500 = 12180 1b Nsa =47271b Design proof: Nua I (4)* Npn) =4727 Ib 112180 Ib = 0.39 <_ 1.00 Inpul data and results must be checked for agreement wgh the existing circumstances,the standards and quidWinns and must be checked for plausibility. Powers Fasteners,2 Powers Lane,Brewster,NY 10509,USA,hltpJMnwi.powers.com, ■ Company name: — - Project: Date: 2/6/2012 Version: 2.0.4003.23895 Project number: Page: 4/5 Design Proof shear loading: Reference Steel strength(without lever arm): Veq = 21089 lb D.6.1 0 * Veq = Osels* 4) * Veq = 0.75 * 0.65 ` 21089 lb = 10281 lb D.6.1.2 Vua =205 lb Design proof: Vua/(10* Veq) = 205 lb 110281 lb = 0.02 <_ 1.00 Concrete breakout strength, direction xt: le = 8.00 inch D.6.2 do = 1.00 inch Cal = 16.00 inch Vb = 7 * (le/d0)0.2 * d00.5* fc,0.5* eal1.5 = 7 * 1.516 * 1.000 * 50.000 * 64.00 = 33952 lb AVco = 1152.00 inch? AVc = 960.00 inch2 Wed,V = 0.838 D.6.2.6 Wa,v = 1.000 D.6.2.1c Wec,V = 1.000 D.6.2.5 WC,V = 1.000 D.6.2.7 4) * Vcbg = Oseis* 0 * (AVc/Avco) * Wed,V* Wa,V* Wec,V * Wc,V Vb =0,75*0.70*(960.00(1152.00)*0.83B* 1.000.1.000*1.000*33952 Ib= 12440 It D.6.2.1 Vua = 820 lb Design proof. Vua/ (0* Vcbg) = 820 lb / 12440 lb = 0.07 5 1.00 Input data and results must be checked for agreement with the ex1sUng oircumstances,the standards and guidelines and must be checked for plauslblEity. Powers Fasteners,2 Powers Lane,Brewster,NY 10509,USA,httpJMrww.powers.com! J � �1• - I ti Company name: . Project: Date:2/6/2012 Version: 2.0.4003.23895 Project number: Page: 5/5 Pryout strength: hef = 8.000 inch kc = 24.0 Nb = kc * fc'0.5* hef1.5= 24.0 * 50.00 * 22.627= 27153 lb D.5.2.2 ANc = 1260.00 inch ANco = 576.00 inch' Wec,N,x = 1.000 D.5.2.4 4fec,N,y = 1.000 D.5.2.4 4Ved,N = 0.975 D.5.2.5 Wcp,N = 1.000 D.5.2.7 4fc,N = 1.000 D.5.2.6 kcp = 2.0 D.6.3.1 4) * VCP9 _ Oseis*0*(ANc/ANc0)*tPec,Nx *Wec,N,y *Wed,N*Wcp,N*Uic,N*Nb*kcp D.6.3.1 =0.75*0.70*(1260.00/576.00)*1.000* 1.000*0.975* 1,000*1.000*27153 Ib*2.0=60808 lb Vua = 820 Ib Design proof: Vua/ (0*Vcp) = 820 Ib/ 60808 lb = 0.01 5 1.00 Combination tension!shear load: Interaction: Design proof: (Nu/ (4* Nn) + Vu/ P* Vn))11.2 = (0.47 +0.07)/ 1.2 = 0.44 <_ 1.0 Fastening okl Warnings/remarks: Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines and must be checked for plausibility. Powers Fasteners,2 Powers Lane,Brewster,NY 10509,USA,hltp9Avww.powers.com! (rrll � 1 StERRI� Job No. Ci@II� _ Job Nam® Date UCT10N COMPANY, INC. Subject -- Sheet of 16715 NE 79th Street,Redmond,Washington 9W524425 BY Phone: (425) 685-3707 Fax (425)8854M FOR IFEREhCEf�I�Lr .� Z/ . SAVED TO SERVE .., I ' I Meyers Metal LYorks,Inc. 5 Me_ lA ever- . _ January 30, 2012 QUOTE: Bell Tower for Catholic Church ATTN: Terry Doiron Project Scope Description: Purchase of materials, fabrication in shop per print, steel erection on-site per prints. Leas: 8" x 8" X W, Roof: 12" x 3" x W, Base Plates: W x 16" x 16" Pricing: Materials: $1,500.00 Shop Labor: $780.00 Field Labor: $1,000.00 Equipment Rental: $550.00 TOTAL: $3,830.00+ local tax (if applicable) NOTES: 1. Quote does not include paint or primer. 2. Materials will be re-quoted after 30 days from date of quote. 3. Any work beyond that included in the quote once it is accepted by the customer will be billed at the "Time & Materials" rate of$75.00/hr/man. 4. This quote is provided for your information only. Please contact me if you have any questions. Thanks, Strength For Your Vision! PO Box 528 Arlington,WA 98223 425-350-9353 • 360-403-8800 (fax) r (' arw-i��c'�l r q,Qt�irt�'f F +i'iC n .�5 � �yjJ. �"_�'+`"r'�.'• '