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12-102174
, Sign CityFederalWay Permit #: 12-102174-00-SG Community&Econ.Dev.Services 33325 8th Ave S Federal Way,WA 98003 Inspection Request Line: (253) 835-3050 Ph:(253)835-2607 Fax: ec (253)835-2609 p q • Project Name: WELLS FARGO BANK Project Address: 1424 S 320TH ST Parcel Number: 082104 9052 Project Description: Install(3) internally illuminated wall signs and(1)internally illuminated free standing sign. To attach to existing J-boxes. • Owner Applicant Contractor FARGO BANK WELLS MEYER SIGN CO INC MEYER SIGN CO INC 3476 STATEVIEW BLVD 2608 HWY 99 S MEYERSA038QE(2/6/11) FT MILL,SC 29715 MOUNT VERNON WA 98273-9016 2608 HWY 99 S MOUNT VERNON WA 98273-9016 Additional Permit Information Comprehensive Plan Designation City Center Frame Zoning Designation CC-F PERMIT EXPIRES Saturday, December 8, 2012 Permit Issued on Monday, June 11, 2012 I hereby certify that the above information is , ct and that the construction on the above described property and the occupancy and the use will be in accordance he laws, rules and regulations of the State of Washington d th Ci , of Federal Way. Owner or agent: Date: 411.4.. • THIS CARD I REMAIN ON-SITE CITY OF " Construction s ection Record Federal Way INSPECTION REQUESTS: (253) 835-3050 PERMIT#: 12-102174-00-SG Address: 1424 S 320TH ST Project: FARGO BANK WELLS FEDERAL WAY, WA 98003-5341 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. 0 Footings/Setback(4110) ❑ Final-Electrical(4055) 0 Final-Sign (4085) Approved to place concrete Approved Approved By �j Date 4., — 19,47). .By C_ \., Date .1 _t ,Z By ( . Date ') ,i 6 ❑ Attachment(4010) Approved By Date o Rough ElectricalEl Final Electrical El Right of Way Approved Approved Approved By Date By Date By Date RECEIVED2 Q Z ( -71 - 00 Sif 's.,°F SICI°N PERMIT TD Federal Wa AY16 2012APPLI CATI O N /( /( 2 • • ! ± i C C • PROPERTY INFORMATION SITE ADDRESS 1�( •(f` J 3 2O ` T: SUITE/UNIT# ASSESSOR'S TAX/PARCEL# O S 0 �( - O 5 ZONING DESIGNATION • PROJECT INFORMATION TYPE OF PROJECT(Check all that apply): ;KNEW 0 ALTERATION ❑ REFACE ❑EXEMPT ILECTRICAL(To attach to existing J-box-include on this permit) o 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: $ -,' JJ� 54`4."1"4.-c 1 DETAILED PROJECT DESCRIPTION: t"^S1- t ' • 'cAlt 5 t.1AS G^ p V H Fc et S4`4. `1"4.-c 5t — eAl stav-S (atce . 1ct'sf:t^c St �Ack-c-� BUSINESS NAME ON SIGN: Wel` S Vck C c3SO • PEOPLE INFORMATION SIGN OWNER: NAME: C" r Q PRIMARY PHONE �el�S rW(���\\ (25-3) (33ck - 431J. MAILING ADDRESS(STREET ADDRESS;CTfY,STATE,ZIP): AOU FAX NUMBER khat S 32n't 57— �� �,1�w� w Pt `� 3 ( ) CTTY OF FEDERAI,WAY BUSINESS LICENSE NUMBER: E-MAIL ADDRESS CONTRACTOR: COANY NAME APPLICANT NAME OFFICE PHONE 1i-e1 St 4ti 4- Mu-�r-�,'st�.,\ 2:0'(1 NeAck 3 t'( ({ - 132.s` MAILING ADDRESS(SI ET ADDRESS;CITY,STATE,ZI ,^ ��Qgn'23ELL PHONE 2.edg {w/ 9 ck .So u-{'� V'�vu�I U-2.lttuy ``��LG ( ) COY OF FEDERAL WAY BUSINESS LICENSE NUMBER: EXPIRATION DATE: FAX NUMBER Q �] (36� ) k 2(( -�..`.j ESS M-e`fCONTRAcTOR'S REGISTRATION NUMBER:u-S R o3 S Q E. 9,- 6 I(TION DATE: I( -eye st t �.COti APPLICANT COMPANY NAME APPLICANT NAME PRIMARY PHONE MAILING ADDRESS CITY,STATE,ZIP FAX NUMBER l ) RELATIONSHIP TO PROJECT E-MAIL ADDRESS >&ontractor 0 Tenant ❑ Other PROJECT NAME PRIMARY PHONE E-MAIL B RESS: CONTACT 5 i.(( Lys-C('\ ( ) 4.i� -1 b c i( ' -t s qH. • SIGNATURE 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 caner of the above premises to perform the work for which the permit application is made Qe SIGNATURE �1�"L` DATE: 57- /6 - r COMMUNITY DEVELOPMENT SERVICES•33325 8TM AVENUE SOUTH•FEDERAL WAY.WA 98003-6325•253-835-2607•FAX:253-835-2609 • TYPE OF SIGN(S) (Indicate number of each) • PERMANENT FREE STANDING: I MONUMENT PEDESTAL POLE TENANT DIRECTORY OTHER OTHER(Describe) PERMANENT BUILDING MOUNTED: AWNING CABINET 2 CHANNEL LETTERS TENANT DIRECTORY OTHER(Describe) • DETAILED SIGN INFORMATION FREE STANDING SIGNS SIGN TYPE SIGN AREA(SQ.FT.) ILLUMINATED? REFACE? TOTAL HEIGHT BASE HEIGHT(Fr) WIDTH x HEIGHT x#OF FACES NO/INT/ EXT YES/ NO (FT) A Pale x x = . No P( 1\-V C x x = 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! CES NO/INT/EXT (N,S,E,W) (SQ.FT.) A w wt t 20"x 21" X t (° i7 ( 0° J, B wit ty Igo dx \Sx \ 332.9 y,,,� l�J u0$0 \ b2.0 c Ww cV 0"x `on x t 6 \Lt.4 ��� IJ \W° 1 125 °' x x = x = LARGEST EXPOSED BUILDING FACE(SQUARE FEET): 16 SVG **FOR **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#102—January 1,2011 Page 2 of 4 k:/Handouts/Sign Permit Application -9(- -11: ��� tV J �„ 11, E oW 0 co c Lo g g ii.4Z 6 s ! 2 "s g g a iA i ,A — }o rCD x $ � ° a g a$ sE '� Mo W �E o a ii •8 < m 2�$ in : b cc = f l � _ gibQQ ! gait w :; s! ^off , i dF Ill 3 ;1 i v.,y 111): ____ i�3 SIL n5E SE a� �i€ <777777 ^s a �j cN� r e 4 d CV O ,( / ru : N O C N 9(41 • ` (� w' c e JiI �J 1 to• 0 ykW1 N ['Olio CI 0CD a — >� N T 1 U a. 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R aJ w 4•J — �M»)nn))))))nn vU»»)v)D) r)gainrir65u tDD >- 2 p:aumai v. it,' V a, d =N O = c — I ' N VW u- NAGCr'13 /) uy = Er Z 1 � sc� ' H0J r E w � W d ® O U O W b, C) Ei o N > cdd0 ri b0 ... '. f., N 3 O •i O A2 ) -,.J U rn 'b N 0 U m a 7, ".. V] x Q C o Q d 4=1o F4 b7 '" o sem.. N U H ., $:1H N d i d - ,' rr, rn0C ., ) . t 00 i-. J .•.rte- F7 rn C`l PERMIT #: 12-102174-00-SG FILE ADDRESS: PROJECT: 1424 S 320th St Wall & Monument Signs DATE: WELLS FARGO BANK 5/22/12 iir 0 >- < Liu e...i > g.1 g I-1 go 1E-121 (f) L11 r.1 tii 8 t 0 >•-• u_ ail < 0 Ce 6 PI s.la4aw 00 T 1.D@4 LIT.] e Digo OD 1.• ••••• . ..4 _ . YM `i 4 BM leJaPed 1iS 1-110ZC tiZtli74,_Ji . -4.- , . ik •1 141 , S .4 ...-ir 44140,2„' ''''% ., , .31600s 1,0.c7 - `,.,,..,,. 4 . lotti„4,„,.. 4;,.., • .„ : . .• ro. 1 , ,- , .. ..,„. ,, • - .. Al - Er s. 4,, or' .k. ..4.07` ,,,,,N;k.' 11C-,01.` 1."'. -,,=',,.• : -.,..,'.::' L'PL. or,. . ... = ,. -4,.. ..,...1. gle .k .,.. - 4.- -.." ' ,. # , .,. •. . .t . '41*, ' .b.:-..•.t. 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P. co V) = 0 0 • d O 4 CD w CD R W 0 • • • FILE _ _ STURDY ENGINEERING C - O R P O R AT IO N Civil • Structural Date: May 15, 2012 Job No. 0238-253C Pole & Foundation Design for Meyer Sign & Advertising Wells Fargo Bank 192671 E04 1424 S 320th Street Federal Way, WA Building Code 2009-IBC Seismic Design Category: D Ss Si Fa Wind: 85-mph Exp 'C' Ground Snow/ Dead: N/A Floor Live / Floor Dead: N/A Assumed Soil Bearing: 1,500-psf Note: Sturdy Engineering Corporation does not assume any liability for elements that are not specifically addressed in this analysis. This report is valid only for the specific project shown above and herein. Any sheets, which are not bound to the original complete set are not valid and shall not be used (excluding authorized, stamped addendum). Contents: Page .. P� L STU9 f. C.�P W ASAI `j)"Pole, Foundation, Details Si �ti , �G'j, E04 Pylon Signage 1 �� } Pole Sizing 2 _. ' Lateral Foundation Analysis 3-5rci • Base Plate 6-7 �0 , 2603 9 qk' RECEIVED Anchor Bolts 8-12 �� �cisTOL' � Foundation Transverse 13 4'6''ONAL ti1� MAY 16 2012 Reinforcement o 5/(¢ CITY OF FEDERAL WAIC pyri ght SEC 2012 CDS 7168 San Juan Hill Ln. • Anacortes, Washington 98221 • Phone: (360) 299-2511 • Fax: (360) 299-2698 E-mail: sturdy@sturdyengineering.com n i r ... ,,\Sttl1/4f..kk\',, • t . • AA 19 I • i . ' - $•NI 1 -• . • 111 s 4 • 4 , 4 - ak - t • r a) < 4" cr) " • ,,,,. 't "y •••• .g4 ...- 4... - A' 04 4 • .'`‘. l' _ Irk : ,,,. 4 • ti; - . ' t 4', ' k / i •• ' Ira n'''''''•—•`. .' 'ii-r.-.4-''.',,!4,. : .4't •Z ,r a - ‘. ,. ...„6 . ( i. * ••• : c - / 'r ,. t, - '' 404 . . 2,...- , 4.0 • c .- 0 -.45:-", ,..... 4> , • • 0 T2 .• 1 '1 ..$ •4 C0 .. . 1. 4" '..., p.• ' 1 i 1 11111141414/1111111111/114411/444/10 ........., A^t ... /41 1 r. ..1. . 1 c•-•., *la i-- * CM P. 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Ca. i,; in 3 •as E ••• ti'' 7- 17 4 <"; = ..,-,' = ,9 0- ''' Zii• 0 1 - Q...) 1 -,- c13 L-... ..! *a r 1 - c) co E 1.- - , .„ - = : ..p, , ` ..... ,, vo TA E ' - „,c:, ,. , ra „., 01 ,•;-• • .'" 1, 22 .' ••••= 471 6. C3 ' _ istr ... S CD 1 ILU • . -2- Date 5/15/2012 Loacation 1424 S 320th Street Federal Way 0238-253C Client Meyer Wind/Exp 85-mph 'C' GLS Sign WF192671 Sign Height E02 24-FT Sturdy Engineering Wind loading, 25-psf Upper Pole Sign designation Area, sf Wind, psf Load, lbs Arm, ft Moment, lb-ft Main Sign 34 25 850 3 2550 34 850 3.00 I 2550 kips' 0.85 Pole sizing Moment, k-in Pipe Fy, ksi Pipe Fb, ksi Reqd S, in3 Pipe selected S, in3 30.6 46 27.54 1.11 HSS4x4x3/16 3.3 Lower Pole Sign designation Area, sf Wind, psf Load, lbs Arm, ft Moment, lb-ft . Main Sign 34 25 850 11.4 9690 Pole Cladding 25.2 25 630 4.45 2803.5 59.2 1480 8.44 I 12493.5 kips' 1.48 Pole sizing Moment, k-in Pipe Fy, ksi Pipe Fb, ksi Reqd S, in3 Pipe selected S, in3 149.922 46 27.54 5.44 HSS5x5x1/4 6.78 Sign weight Pole ht, ft Pole wt, lbs/ft Pole wt, lbs Pier Load, k 170 5.5 10 55.0 1.00 8.4 16 134.4 189.4 • • -3- Lateral Foundation Analysis Organization: Meyer Sign Project Name: Wells Fargo 192671 14-ft sign Job#: 0238-253C Design by: GLS Date: 5/15/2012 Laterally Loaded Pier - Structural Data Units: English Top of Pier Condition: Free Head Variable Value Variable Value Pier Length 5.0 ft Lateral Load (Shear) 0.0 kips Pier Diameter 3.00 ft Moment Load 12.5 kip-ft Conc. Strength (cc) 2500 psi Vertical Load 1.0 kips F.S. Vertical Load 2.0 Uplift Load 0.0 kips Geotechnical Properties # Material Type USCS Layer Consistency Lat. S.G, kcf Skin Fric, ksf Thick, ft TOP BOTTOM 1 Cohesive Soil ML 10.0 Soft 20.0 20.0 0.50 0 - 10 2 -5.0 20.0 0.0 0.00 • - 10 -5 Results Ult. Vertical Capacity 47.1 kips Concrete Modulus 2850 ksi Allow. Vert. Capacity 23.6 kips Cross. Area Pier 1017.9 in2 Allow. Uplift Capacity 10.6 kips Section Mod. Pier 4580.5 in3 Mom. of Inertia Pier 82448 in4 Pier is Adequate for Vertical Load Pier is Adequate for Uplift Load Lateral Deflection is less than 0.5 inch -4- Table of Test Results Soil Modulus, Node# Depth, Shear, Moment, Deflection, ksf ft kips kip-ft in 60 1 0.000 0.00 12.50 0.02 60 2 0.125 -0.01 12.50 0.01 60 3 0.250 -0.02 12.50 0.01 60 4 0.375 -0.03 12.49 0.01 60 5 0.500 -0.04 12.49 0.01 60 6 0.625 -0.05 12.49 0.01 60 7 0.750 -0.05 12.48 0.01 60 8 0.875 -0.06 12.47 0.01 60 9 1.000 -0.07 12.46 0.01 60 10 1.125 -0.08 12.45 0.01 60 11 1.250 -0.09 12.44 0.01 60 12 1.375 -0.10 12.43 0.01 60 13 1.500 -0.10 12.42 0.01 60 14 1.625 -0.11 12.41 0.01 60 15 1.750 -0.12 12.39 0.01 60 16 1.875 -0.13 12.38 0.01 60 17 2.000 -0.14 12.36 0.01 60 18 2.125 -0.14 12.34 0.01 60 19 2.250 -0.15 12.32 0.01 60 20 2.375 -0.16 12.30 0.01 60 21 2.500 -0.16 12.28 0.01 60 22 2.625 -0.17 12.26 0.01 60 23 2.750 -0.18 12.24 0.01 60 24 2.875 -0.19 12.22 0.01 60 25 3.000 -0.19 12.19 0.01 60 26 3.125 -0.20 12.17 0.01 60 27 3.250 -0.20 12.15 0.01 60 28 3.375 -0.21 12.12 0.01 60 29 3.500 -0.22 12.09 0.01 60 30 3.625 -0.22 12.06 0.01 60 31 3.750 -0.23 12.04 0.01 60 32 3.875 -0.24 12.01 0.01 60 33 4.000 -0.24 11.98 0.01 60 34 4.125 -0.25 11.95 0.01 60 35 4.250 -0.25 11.92 0.01 60 36 4.375 -0.26 11.88 0.01 60 37 4.500 -0.26 11.85 0.01 60 38 4.625 -0.27 11.82 0.01 60 39 4.750 -0.27 11.78 0.01 60 40 4.875 -0.28 11.75 0.01 60 41 5.000 -0.28 11.71 0.01 • • -5- Shear, kips Moment(service level), kip-ft -0.25 -0.2 -0.15 -0.1 -0.05 0 11.85 12 12.15 12.3 12.45 0 . _ • 0 fi s • 1. i 1 f 1 •i w l,1 . 1* ccoo T co I � 2 { � 2 {' __ CP 7 m r r o fk 2 11 t'771 Cr) +f o 1 . o , .0 3 3 p ..c o f 0 O. 1 / 7ii fri 4 ` .. 4 1 5 + 5.' Deflection, inch 0.009 0.011 0.012 0.013 0.015 0 • 11 1 1 2( { 1 w {r ai f 2 r 0 r i c ,( 0 v' f o f References: 76 .0 3 f f1. "Analytical and Computer Methods in Foundation Engineering", J.E. Bowles, 1974 t 2. "Foundation Analysis", R.F. Scott, 1981 4 3. "Foundation Analysis and Design", 5th Ed., J.E. Bowles, 1996 f 4. "Roark's Formulas for Stress and Strain", 7th Ed., t W.C. Young & R.G. Budynas, 2002 ft 5. "Single Piles and Pile Groups Under Lateral Loading", 2nd Ed., L.C. Reese&W.F. Van Impe, 2011 5 • 6. Lateral Foundation Software by SoilStructure.com 0 S -6- DESIGN SHEET - JOB NO. 0238-253C DATE 5/15/2012 - DESIGN BY GLS CHECKED BY GLS REV. NO. 0 REV. DATE DESCRIPTION Design of HSS & Pipe Column Base Plate with Moment&Axial Compression. d i ► Input Data: Geometrical Data: <.) ' ' CD z • d (Column Depth) = 5 in I _— I Q xi , w 00 • w(Column Width) = 5 in lI, • N (Base Plate Length) = 12 in \ y T • B(Base Plate Width) = 12 in o 1 0_..:.._......1.._..__.___._.__....-__._ _.__.L • t(Assumed Base Plate Thickness) = 1 in m 1 0.95d 1 m • X(Bolt to HSS Face Distance) = 1.5 in N • X1 (Bolt Edge Distance) = 2 in Structural Data: • P(Max.Compression Reaction) = 1 K 'te • M(Max.Applied Moment) = 150 K-in f X' x P e�-{- IF:- • f'c (Concrete Compressive Strength ) = 2.50 ksi .-.......IL ?i Ali • F y (Base Plate Yield Stress) = 36.00 ksi •BT— — 1 , i- q E ► Check Eccentricity: I I f+N/2-Y/2r Y/2 • fp(max)(Concrete Bearing Strenght) = 0.85 ksi r qY r N f p(max) =0.85 f'c/12c(4c=2.5), As per AC1 318-02 / a • qmax(Max. Bearing Pressure) = 10.20 K/in Large Eccentricity Case qmax =f p(max)x B ---.-._____. • ecrit(Critical Eccentricity Value) = 6.0 in f e ecrit=N/2-P/2qmax I P • e(Actual Eccentricity Value)=M/P= 150.() in ?P±. 1_I __ •A e > ecrit , Large Eccentricity CaseT I 117 � — - a There is Tendency To Overturn. Anchor Rods are Required for Moment Equilibrium. Y'2 Y/2 N 9Y i Small Eccentricity Case Cont. • . -7- • ► Compute Y& T : • f — 4.00 in f=N/2-X1 O1 Real Solution for Y Exists When e > ecrit. • Y= 1.65 in Y=(N-2e),When e=ecrit. Y=(f +N/2)- [(f +N/2)2-2P(e+f)/gmax] A %z,When e>ecrit. • T= 15.78 K T(Anchor Rod Tension)=qmax*Y-P,When e>ecrit. ► Check Bearing Pressure : • F n(Actual Compression Stress)= 0.85 ksi Fp=P/(Y*B),When e<- ecrit. Fp=fp(max), When e>ecrit. OK, =fp(max) ► Determine Plate Thk: Al Base Plate Yeilding Limit at Bearing Interface: • m= 3.63 in m = ( N - 0.95d ) / 2 • n = 3.63 in n = ( B- 0.9_5w ) / 2 • tp(req)1 0.85 in tp(req)=1.83*m*sqrt(fpmax/Fy),When Y=m tp(req)=2.58*sgrt(fpmax*Y(m-Y/2)/Fy),When Y< m 12) Base Plate Yeilding Limit at Tension Interface: • The Tension Force T in The Anchor Rods Will Cause Bending in The Base Plate. • Cantilever Action is Conservatively assumed With The Span Length Equals to X. • Mpl= 1.97 K*in/in Mpl(Plate Bending Moment Per Unit Width)=T*X/B,When e > ecrit. • tp(req)2= 0.60 in tp(req)=2.58*SQRT(T*X/B*Fy)When e>ecrit. • t req. = 0.85 in (Minimum Required Base Plate Thickness)=The Larger of treq.1 & treq.2 OK, if<t • • -B- AC1318-08 APPENDIX D-ANCHORING TO CONCRETE Version 1.4 oEa. GLS DATE 5/15/2012 0238-253C DATE Meyer Sign WF192671 E02 CONCRETE ANCHOR DESIGN BASED ON ACI378-08 APPENDIX D °Basic Design Parameters: (SEC 0.3-0.4) NOTES 8,SKETCHES Loads: (Per Applicable Loads Combinations in Sect.9.2;load applications that are predominantly high cycle fatigue or impact loads are not covered.) Nua — 25.6 k Ultimate Factored Tensile Load(kips) Vua = 2.4 k Ultimate Factored Shear Load(kips) 4,Factor Conditions: Ductile • Steel Element Yes • Potential Failure Surfaces crossed by supplementary reinforcement proportioned to tie prism into the structural member? Headed Bolt • Anchor Type • N/A-Only applicable to Post-installed anchors Yes . • Anchor located in a region of concrete member where analysis indicates no cracking at service load levels?(YES=No Cracking Anticipated) Yes ♦ Anchors are located in structure assigned to Seismic Design Category C,D,E,or F.(Sect.D3.3) User must verify that anchors are designed to meet 03.3.4 or satisfy D3.3.5 or D3.3.6 Normalweight Concrete Type °Steel strength of anchor in tension: (SEC D.5.1) Nsa= nAsefuta Assumes no eccentricity in bolt group loading (D-3) n = 4 Number of Anchors in a Group _ z Ase,N— 0.334 In Effective Cross Sectional Area of Anchor luta — 58 ksi Specified Tensile strength of anchor steel fy= 36 ksi Specified Yield strength of anchor steel Sorel failure —12— °Continued �ec,V= 1 < 1 Modification factor for eccentrically loaded anchor groups ( 1 + 3c1 ) Ted,V= 1.0 f C e2 > 1.5 C„ Modification factor for edge effects = 0.7+0.3 caz if C,<1.5 C., Modification factor for edge effects 1.5 cal • —9— • O Concrete Breakout strength of anchor in tension: (SEC D.5.2) Ncb= Anc 4Ied,N4rc,N4rcp,NNb Single Anchor (D-4) N. N. Anw 777-77177-77, 7 Ncbg = Anc 4rec,N4'ed,N4rc,NYcp,NNb Group of Anchors (D-5) , Anco Omen*Frrukoui 2 Anc= 1056 in Projected concrete failure area of anchor or group of anchors. See RD.6.2.1(b) het= 8 in Effective anchor embedment depth Ca,min= 9.25 in The smallest edge distance Ca,max= 17.25 in The largest edge distance fc= 2500 psi eN= 0 in Eccentricity of Normal Force on a group of anchor. See Figure RD.5.2.4 Edges= 1 Number of Edges surrounding anchor or group of anchors. See Figure RD.5.2.4 Commentary in Anco= 9het2 Projected area of the failure surface of a single anchor remote from edges for c,,,,,,, of 1.5hef or greater ' ec,N= 1 < 1 Modification factor for eccentrically loaded anchor groups 2e,ti ( 1 + ) 3het 4red,N= 1 if C ;,>1.5h„ Modification factor for edge effects = 0 7 4-0.3 cm; if C <1.5h,, Modification factor for edge effects 1.5 het 41c,N= 1.25 for Cast-in anchors in uncracked section Ycp,N= 1.00 for Post-installed anchors in uncracked section w/o supplemental reinforcement Nb= k mf 1/2h 3/2 c c of Basic concrete breakout strength k=24 for cast-in anchor Nb= 1 6kfc1/2 het5/3 Alternative concrete breakout strength for 1 fin<het<25in. Anco= 576.0 in 2 = 0.75 4rec,N= 1.00 4'ed,N— 0.93 4'c.N= 1.25 Ycp.N= 1.00 Nb= 27.15 k Ncb g= 57.95 k 4Ncb= 32.60 k > Nu= 25.60 k • • Or Meyer Sign W F192671 C0Documents and Settings\AII Users\Documents\P\0238-253C Meyer\E04 ANCHORBOLT(318-08)..xls Page No.2 of 5 I ' • -10- °Pullout strength of anchor in tension: (SEC 0.5.3) Npn = Tc,PNp (D-14) r, 2 Bearing area of single headed stud or anchor bolt _1:= Abrg = 12.25 in See Table 1. + ... Np= Abrg$f c The pullout strength in tension of a single headed stud or bolt (D-15) Np= 0.9fcehda The pullout strength in tension of a single hooked bolt (D-16) NOTE:Hooks bolts not acceptable per Needham policy. �c,P= 1.40 4= 0.75 Np = 343.00Assume that the force is shared evenly w/other bolts,if multiple anchors. WNpg= 192.94 k > Nu= 6.40 k • • OK °Concrete Side-Face Blowout strength of Headed anchor in tension: Single Anchor: (SEC D.5.4) ♦N, Nsb= 160CalAbrg1/2Xfc1t2 (D-17) 7; Cat = 12 in Distance from center of anchor shaft to the edge of concrete Side-face blowout Cat = 20 in Distance from center of anchor shaft to the edge of concrete in direction orthogonal to C=C„See Commentary Figure 1. Factor= 0.667 Ca2<3•Ca1 41= 0.75 Nsb= 224.00 k 41Nsb= 126.00 k > Nu= 25.60 'k • • [ !A Multiple Anchors: Nsbg= (1 + S/6cal)Nsb (D-18) S= 12 in Spacing of the outer anchors along the edge in the group. Nsbg= 224.00 k 0= 0.75 sbg= 126.00 k > Nu= 25.60 k • • CK Meyer Sign WF192671 E0,Documents and Settings\All Users\Documents\P\0238-253C Meyer\E04 ANCHORBOLT(318-08)..xls Page No.3 of 5 0 0 -11- ®Steel strength of anchor in shear: (SEC D.6.1) <4. Vsa= DAse,vfuta For cast-in headed stud anchors (D-19) un c .Z,.:.1. Vsa= O.6nAse,vfuta For cast-in headed bolt&hooked bolt anchors (D-20) Vsa= O.6f1Ase,vfuta For post-installed anchors (D-20) raKkrr'ra—, Vsa= 46.49 k 0= 0.65 iVsa= 22.67 k > Vu= 2.40 k • • • OK 0 Concrete Breakout strength of anchor in shear: (SEC 0.6.2) Vcb= Avc ed, 4' 'I'�h,VVb Single Anchor (D-21) f0jjJ. 1.t. "J GJI 4.,.c..<„r.a 1....I.,edg' Vcbg = Avc tliec,VTed,V4jc,Vwh,VVb Group of Anchors (D-22) ._�`L_ Avco v, 4— Avc= 384 i n 2 Projected concrete failure area on an anchor or group of anchors.See Figure 4 Commentary Cal*= 12.25 in Distance from center of anchor shaft to the edge of concrete in one direction.See Commentary e<v= 0 in Eccentricity of shear force on a group of anchors. See Figure 5 Commentary le= 17 in Load bearinlength Table 9 See 2 Commentary. . da= 1.125 in Outsidem i d a eter of anchor or shaft diameter of headed stud,headed bolt,or hooked bolt. ha = 17 in Thickness of member in which an anchor is anchored, parallel to anchor axis. 0.2 1/2 1/2 1.5 b 7Oe�da) dac Cat See commentary Meyer Sign WF192671 E0Documents and Settings\All Users\Documents\P\0238-253C Meyer\E04 ANCHORBOLT(318-08)..xls Page No.4 of 5 • • -12- °Continued Pec,V= 1 < 1 Modification factor for eccentrically loaded anchor groups 2e' ( 1 + 3c1 `'ed,v= 1.0 if C az> 1.5 C„ Modification factor for edge effects = 0.7+0.3 cac if C az e 1.5 C a, Modification factor for edge effects 1.5 Cal `}'c,v= 1.4 Anchor in uncracked section 4rec,V= 1.00 4)= 0.75 Ted,V = 1.00 1.40 Y'h,v= 1.04 Th,V=(1.5C51 /ha)A 0.5 (where ha<1.5cal) Avco = 578.00 in z Vb= 24.38 k Vcb g= 23.58 k (Mb 9= 13.26 k > V = 2.40 k •------_-- - • OK OConcrete Pryout strength of anchor in shear: (SEC D.6.3) V = kcpNcb Single Anchor (D-30) I 771E7.7! Vcpg= kcpNcbg Group of Anchors (D-31) ' Curr rr p.w .anrh..r(ara front air,cage Kcp = 1 - - for hef<2.5 Kcp= 2 for hef>2.5 Ncb g= 57.95 k 4)= 0.75 Vcp g= 115.89 k 4)Vcp g= 65.19 k > Vua= 2.40 k • ♦ OK OInteraction of tensile and shear forces: (SEC 0.7) if Vua<0.20Vn ♦ • 4)Nn>NuA • _. • OK if Nua<0.20Nn • - • 4)Vn>VuA •__ • N/A if Nua>0.24)Nn&Vua >0.24)Vn ♦ -- -- • NuA VUA - + - < 1.2 • ._...._._. • F Nn F Vo N/A Meyer Sign WF192671 C0Documents and Settings\All Users\Documents\P\0238-253C Meyer\E04 ANCHORBOLT(318-08)..xls Page No.5 of 5 • • -13- us co co Q v v a) 0 N N 0 o < COG 000 CO CO D7,- l- < O O • 1 7:5 o 0) Ti 0 0 C 7 r. O a) Q U e N a) C O ,O O p N cN c0 CO 0) o. a) U) a) o V. a) O N w 0 0 U o — _ mM d co co CO C N C ,- 0 0) N O U O ua COo Cl) m (0 (0 N a) N N O < X 0 0 C (O (6 C -5, O O N . 0 C Es 4 V U _ O N • G- co D ii r- C a) HCl.) 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