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Specifications zsl 5 w £4 tCENE .D SEP 292011 CITY OF TIGARD BUILDING DIVISION Structural Calculations for Seaver Residence Remodel 12510 SW Summer Crest Dr Tigard, OR September 28, 2011 DESIGN PARAMETERS 2008 Oregon Residential Specialty Code Loads 15.0 psf (Dead) 40.0 psf (Floor) 25.0 psf (Roof, Snow) Scope of Work: •3PRO/ ., Calculations for a two-story addition to an existing two-story, wood-framed �5 G 1 NF: residence. _ o FAT 70 r Q 10. tr°N R. \ • EXP: 6/30/( ?) o A� �/1 II E \�� By: GM Date: ti l� Chk: Date: —Consulting Engineers otructuraL Lngineering Job #. 11214 (503) 968-9994(phone( (503) 968-8444(fax) Sheet: Of: ' `e M Oa\ IPacki.-VO IA, Si.I c4 C.\lri 4l k OA l(I.. 1 ...A)0 it, hc-,r l.•.. t" s4--D ✓. ndd i-lt-.1 n -6 an ( c) 2-Gni W � a �. et .� �pu - Com--clJ; +� 4 Lse\\ f lir, - `- c-11 A(k,k-Chn �, ,r 2,i Di\ cn1%a , LI 2 x 12 RAFTERS•24'o/c w/R-30 ATTIC INSULATION 1 - , L a acz..' I Dv-- ks,:.., .... ..1::' . 1-12. : csi- -D -) ' 2x12RAFTERS•24'oic �� � st�� ‘iw) wi R-30 ATTIC INSULATION ` (� _I--4 i --4- : 1.k. = Lie`),- frit O( M A I N F L O O R K L A N ti�ooYY'� bCALE. VO 4' • V- ' Y ////'��EXISTING FULL HEIGHT(S':) I /GARAGE AND PABOSEEN w (ICI r 1 q , An <��,c E,c' F G G L U d v H • __ 'r1rV F EXISTING 4 x 4 POST r`._ l ` ` y r 1 I) and 4 x 12 BEAM TO BE REMOVED N 11?-' 1q O I Y Pt. Z 1 F I I - l L .L 4- 1.," L O LU E R F L O O R P L A N SCALE. V4' . I.-O' 6), Q IISo �� 6 W) DATE I/Z5 5/II I�I H d [�i BY _DATE — __ Consulting Engineers REV __ otructuraL Enyineeriny c c 4t f < 4,.. JOB NO__ !l2 i`+ (503) 968-9994 p (503) 968-8444 f SHEET ' OF _ lA — '\ „.) likCDDC Q �����. � )O - p„ � (i54 2s)2- 1.0 ) oc 129 ' e� 2\ \Z pr-A Z �.fkY C -Z(4" 0. C, 12-Act \LV- k25) 2) ' 40 ff k % (=sl � r Uut _cacic c- kA� '� (1' _ o - Ono evc �' a 2') = 3cZ,00lt- S'C-C ? (0(1,0 0 9-cAk I kL ( c l� I('b) c4-1 c,e ec_‘ O 0 nn act L c. L-D;„d C-(s f 14 ( z) 'f Qr. ¢s.a awl kA , (,a- (A-542514T_ + 2.0') _ 3 010 C ��� ( (r z 2Lu ,k��Z 355 LI - -2001 g (`-e) c6 yxa Dc 1 0 11- III ASIE.I* BY 61ii _DATE l�Z�:I1� Consulting Ln ineREV DATE ers g 5tructuraL ingineering 6-c,-1d4 JOB NO I k ZI'-1 (503) 968-9994 p (503) 968-8444 f SHEET OF GN) Vlo -3-c).0—_, ; ),,= 141 C" 01 �2 `� C.(, W = (1c; 4-4-0)( ( t ) l*C\C w 4154q0)( 1') 2/-lo 2C a L \t" 0 . c . X01 f/y" �l� w�,� rt� _ o 25' '`�� C�' L' N °ALto C LE) olt1 V = 3 C'V An d�Jzv \ 2� 2 ` (iSp 5)(la•(015) (77,Tts) d d- r (:'. C " M= civc _ (( cod' VA z ��1� 1'33' �- Vren Xl-0 17��k1 ",ENSBY g___ DATE 126f',1-1[1114*Vi-Consulting Engineers REV DATE 5tructuraL Lnyineeriny cCek\-e .! JOB NO V7_ 114 (503) 968-9994 p (503) 968-8444 f SHEET OF rtaAkki'D `„ N3 i4 it 04 r = C (' J Lk.c" Pr-,4 22" AM e . Nip BY (? A DATE _Q�L 1111 2.ConsuLting Engineers REV DATE _ .3tructuraL Lnyineeriny 'Qa V E t JOB NO 112 Jam_ (503) 968-9994 p (503) 968-8444 f SHEET q OF Wood Beam ENERCALC,INC.1983-2011,Build:6.11.7.11,Ver:6.0.25.0 Lic.#:KW-06005543 Licensee:HAYDEN CONSULTING ENGINEERS Description: Ridge R1 Material Properties Calculations per NDS 2005, IBC 2006,CBC 2007,ASCE 7-05 - Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Pill 1,650.0 psi Eminbend-xx 930.0ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0 ksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Completely Unbraced D(0.15) Lr(0.25) t i i i + V ,-i t y ice,� sY /fw� 3. 4 s `P r4 £1 `- 3T- .�sF ¢ �r x Ce * � l � �` 4, §"' .. E S - T3 i �/z�' ,Sari ' y . , "i'toq v '3'�z �4 % t`t ��- s a p A 5.125x13.5 Span = 14.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.150, Lr=0.250, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.317'. 1 Maximum Shear Stress Ratio = 0.192 : 1 Section used for this span 5.125x13.5 Section used for this span 5.125x13.5 fb:Actual = 755.44 psi fv:Actual = 50.99 psi FB:Allowable = 2,380.38 psi Fv:Allowable = 265.00 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 7.000ft Location of maximum on span = 12.880 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection 1 Max Downward L+Lr+S Deflection 0.115 in Ratio= 1458 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.184 in Ratio= 911 Max Upward Total Deflection 0.000 in Ratio= 0 <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 C d C FN C r C m C t Mactual tb-design Fb-allow Vactual N-design Fv-allow +D Length=14.0 ft 1 0.119 0.072 1.000 1.000 1.000 1.000 1.000 3.68 283.29 2,380.38 0.88 19.12 265.00 +D+1..r+H 1.000 1.000 1.000 1.000 Length=14.0 ft 1 0.317 0.192 1.000 1.000 1.000 1.000 1.000 9.80 755.44 2,380.38 2.35 50.99 265.00 +0+0.750Lr+0.750L41 1.000 1.000 1.000 1.000 Length=14.0 ft 1 0.268 0.162 1.000 1.000 1.000 1.000 1.000 8.27 637.40 2,380.38 1.98 43.02 265.00 +D+0.750Lr+0.750L+0.750W+H 1.000 1.000 1.000 1.000 Length=14.0 ft 1 0.268 0.162 1.000 1.000 1,000 1.000 1.000 8.27 637.40 2,380.38 1.98 43.02 265.00 +D+0.750Lr+0.750L+0.5250E+H 1.000 1.000 1.000 1.000 Length=14.0 ft 1 0.268 0.162 1.000 1.000 1.000 1.000 1.000 8.27 637.40 2,380.38 1.98 43.02 265.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max. -'Defl Location in Span Load Combination Max.'+'Defl Location in Span D+Lr 1 0.1843 7.070 0.0000 0.000 5 Wood Beam ENERCALC,INC.1983-2011,Build:6.11.7.11,Ver:6.0.25.0 Lic.#:KW-06005543 Licensee:HAYDEN CONSULTING ENGINEERS Description: Ridge R1 Vertical Reactions"Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.800 2.800 D Only 1.050 1.050 Lr Only 1.750 1.750 D+Lr 2.800 2.800 (.0 Wood Beam ENERCALC,INC.1983.2011,Build:6.11.7.11,Ver:6.0.25.0 Lic.#:KW-06005543 Licensee:HAYDEN CONSULTING ENGINEERS - Description: Header Hl Material Properties Calculations per NDS 2005,IBC 2006,CBC 2007,ASCE 7-05 - Analysis Method: Allowable Stress Design Fb-Tension 1,350.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 1,350.0 psi Ebend-xx 1,600.0ksi Fc-Prll 925.0 psi Eminbend-xx 580.0ksi Wood Species : Douglas Fir- Larch Fc-Perp 625.0 psi Wood Grade : No.1 Fv 170.0 psi Ft 675.0 psi Density 32.210pcf Beam Bracing : Completely Unbraced D(1.35) Lr(2.25) I 1 ,3� 1fJ \ a ax 2 6x10 Span=6.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Point Load: D=1.350, Lr=2.250kA3.0ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.582 1 Maximum Shear Stress Ratio = 0.304 : 1 - Section used for this span 6x10 Section used for this span 6x10 fb:Actual = 783.28psi fv:Actual = 51.67 psi FB:Allowable = 1,346.94 psi Fv:Allowable = 170.00 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 3.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.028 in Ratio= 2568 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.045 in Ratio= 1605 Max Upward Total Deflection 0.000 in Ratio= 0 <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 C d C FN C r C m C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow Length=6.0 ft 1 0.218 0.114 1.000 1.000 1.000 1.000 1.000 2.03 293.73 1,346.94 0.68 19.38 170.00 +D+Lr+H 1.000 1.000 1.000 1.000 Length=6.0 ft 1 0.582 0.304 1.000 1.000 1.000 1.000 1.000 5.40 783.28 1,346.94 1.80 51.67 170.00 +D+0.750Lr+0.750L+H 1.000 1.000 1.000 1.000 Length=6.0 ft 1 0.491 0.256 1.000 1.000 1.000 1.000 1.000 4.56 660.89 1,346.94 1.52 43.60 170.00 +D+0.750Lr+0.750L+0.750W+H 1.000 1.000 1.000 1.000 Length=6.0 ft 1 0.491 0.256 1.000 1.000 1.000 1.000 1.000 4.56 660.89 1,346.94 1.52 43.60 170.00 +0+0.750Lr+0.750L+0.5250E+1-1 1.000 1.000 1.000 1.000 Length=6.0 ft 1 0.491 0.256 1.000 1.000 1.000 1.000 1.000 4.56 660.89 1,346.94 1.52 43.60 170.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Dell Location in Span D+Lr 1 0.0449 3.000 0.0000 0.000 I Wood Beam ENERCALC,INC.1983-2011,Build:6.11.7.11,Ver:6.0.25.0 Lic.#:KW-06005543 Licensee:HAYDEN CONSULTING ENGINEERS Description: Header H1 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.800 1.800 D Only 0.675 0.675 Lr Only 1.125 1.125 Di-Lr 1.800 1.800 �1 ■ eve *Forte- SOLUTIONS REPORT Levet Floor:Joist PASSED software Current Solution: 1 piece(s) 2 x 10 Douglas Fir-Larch No. 2 @ 12" OC Overall Length: 14 11" 0 U' I All Dimensions are Horizontal;Drawing is Conceptual Design Results Actual;@ Location Allowed Result I_DF System:Floor Member Reaction(lbs) 404 @ 4 1/2" 2709 Passed(15%) -- Member Type:Joist Shear(lbs) 343 @ 1'2 3/4" 1665 Passed(21%) 1.00 Building Use:Residential Moment(Ft-lbs) 1380 @ 7'5 1/2" 2029 Passed(68%) 1.00 Building Code:IBC Live Load Defl.(in) 0.181 @ 7'5 1/2" 0.354 Passed(L/939) -- Design Methodology:ASD Total Load Defl.(in) 0.249 @ 7'5 1/Z' 0.708 Passed(L/683) -- TJ-Pro Rating N/A N/A -- -- 3 o `4. v r4i:AV . FYI,r; ''4 ? #,.g,'' ,; Rr' i..wzn ` its �9(ti ur n., �� tom; sx� %a �a .��s ��� day Depth SOUS _ Plies Spacing TJ-Pro Rating 'Wood Volume 9 1/4" Douglas Fir-Larch No. 2 1 12" N/A 1.85 The purpose of this report is for product comparison only.Load and support information necessary for professional design review is not displayed here. - Please print an individual Member Report for submittal purposes. Forte"Software Operator Job Notes 9/28/2011 12:24 08 PM Gab:Mdler iLevely ForteTM v2.0. Design Engine.V5.1 0 3 Hayden Consulting Engineers (503)968-9994 gabi©hayden-engineers corn n Page 1 of 1 a 0 ov\ O T 95 0 ►.�- g OPS 0• .S) 1, LI <(,. )/1.D g_ = ( . o O, Cq2 ti3 c-E = 0. 2 v( 14- V)N; S _ �� Kia = I. O l c� 1 - I9.°1 k) 0.1(7- k lel )1(- Ci o �, �� C f( � ,� IInn Nov- m Ervi- BY lC l VI DATE r CansuLting Engineers REV DATE _ _ 3tructuraL Engineering ')-(" -C( JOB NO i 2 \ (503) 968-9994 p (503) 968-8444 f SHEET `° OF 1 2�d c(vor G �' S.c. (LC) 3c. \cl (C2)1 Ell `v-- 5e - z?,r o PSC Z 3 5, 114 Nei k!D (0 6_)1 C c (. �� � f1 " 0 ( , C< <.� '- `61 �'�`�j \� z _ '1`-51) _ L ,' + '1' = L? 5 s I.Q1�(�� (`�') - t5?.:,C(?--Li(ln')L( )( �> -'fir`-s(iI)b' )7(-1) 1 C 1. «►.� /2 Th\ e 0 ( e--> t2" Oc �c1<� �.J FlT EN BY— G v y DATE- -- m Consulting Engineers REV DATE _ 5tructuraL Engineering �okJic? JOB NO 1VL ►4 (503) 968-9994 p (503) 968-8444 f SHEET 11 OF e d. CD on V- 3%14 14 i VA?1-(=z1) ' 6119 �L ,\ rtik n L'31P4V (42- )6.0t(i Y ) V-4 015 C)t V1. 11 (' V, c U," (-%(- -%( e \Z" 0 ( (--27) = 1‘cei vcs' 2-4-1.5)5—= 1� `�s' — -= 2C1 ' (�,2 s )- (‘1)(1+: )(-fix 3)- ('—Z1)(u 2c.1 1--1,25' ZkW14k e = 14444_ 4_ 2 ' ( ,,.$)(-')- 74(s' (k.5}t Lz� (�g��\`-z�(cSY(Jz od „D( e 01` c . Q�l � ���,,2 �acl� �� (1 DC lid`\ 5h. 1' X i Z /21 ✓e ictc d 11,1 '4'4 1 d J' �v Yjp n ste. BY GVV\ DATE _91 64_h_ JAL COn5ulting i=nglneers REV DATE -_ _ .5tructuraL Lnyineeriny ( JOB NO (503) 968-9994 p (503) 968-8444 f SHEET Viz OF r a6c 1 vi o • • Anchor Calculations Anchor Selector (Version 4.5.1.0) Job Name : Holddowns Date/Time : 9/28/2011 3:14:37 PM 1) Input Calculation Method : ACI 318 Appendix D For Cracked Concrete Code : ACI 318-05 Calculation Type : Analysis a) Layout • Anchor : 5/8" SET-XP Number of Anchors : 1 Steel Grade: A307 GR. C Embedment Depth : 12.5 in Built-up Grout Pads : No cx1 Cx2 Vuay cy2 Muy Ira r� by2 I �1 Mux by1 Vuax cy1 1 ANCHOR "Nue IS POSITIVE FOR TENSION AND NEGATIVE FOR COMPRESSION. +INDICATES CENTER OF THE ANCHOR Anchor Layout Dimensions : cx1 : 24 in cx2 : 3in cy1 : 24 in cy2 : 3in bx1 : 1.5 in bx2 : 1.5 in by1 : 1.5in by2 : 1.5 in about:blank 9/28/2011 rageL01 a b) Base Material Concrete : Normal weight fs : 2500.0 psi Cracked Concrete : Yes 'P v : 1.20 Condition : B tension and shear AFP : 1381.3 psi Thickness, ha : 20 in Supplementary edge reinforcement : No Hole Condition : Dry Concrete Inspection : Continuous Temperature Range : 1 (Maximum 110 °F short term and 75 °F long term temp.) c) Factored Loads Load factor source : ACI 318 Section 9.2 Nua : 4431 lb Vuax : 0 lb Vuay : 0 lb Mux : 0 Ib"ft Muy : 0 Ib*ft ex : 0in e : 0in Moderate/high seismic risk or intermediate/high design category : No Anchor w/ sustained tension : No Anchors only resist wind and/or seismic loads : No Apply entire shear load at front row for breakout : No d) Anchor Parameters From [F-SAS-CSAS2009] : Anchor Model = SETXP d° = 0.625 in Category = 1 hef = 12.5 in hmin = 15.625 in Cac = 37.5 in Cmin = 1.75 in smin = 3 in Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor#1 Nua1 = 4431.00 lb Sum of Anchor Tension Nua = 4431.00 lb ax = 0.00 in a = 0.00 in e'Nx = 0.00 in about:blank 9/28/2011 rage i or a e'Ny = 0.00 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor#1 Vuai = 0.00 lb (Vuaix= 0.00 lb , Vuaiy = 0.00 lb ) Sum of Anchor Shear EVuax = 0.00 Ib, EVuay = 0.00 lb e'vx = 0.00in e'vy = 0.00in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = nAse futa [Eq. D-3] Number of anchors acting in tension, n = 1 Nsa = 13110 lb (for a single anchor) [F-SAS-CSAS2009] = 0.75 [D.4.4] 4Nsa = 9832.50 lb (for a single anchor) 5) Concrete Breakout Strength of Anchor in Tension [Sec. D.5.2] Ncb = ANc/ANcoPed,N'Jc,N''cp,NNb [Eq. D-4] Number of influencing edges = 2 hef = 12.5 in ANco = 1406.25 in2 [Eq. D-6] ANc = 473.06 in2 Smallest edge distance, ca,min = 3.00 in `l'ed,N = 0.7480 [Eq. D-10 or D-11] Note: Cracking shall be controlled per D.5.2.6 `1'c,N = 1.0000 [Sec. D.5.2.6] Tcp,N = 1.0000 [Eq. D-12 or D-13] Nb = kca,•\/ f' c hef1-5 = 37565.05 lb [Eq. D-7] kc = 17 [Sec. D.5.2.6] Ncb = 9452.39 lb [Eq. D-4] = 0.65 [D.4.4] ONcb = 6144.05 lb (for a single anchor) 6) Adhesive Strength of Anchor in Tension [Sec. D.5.3 (AC308 Sec.3.3)] ik,cr = 718 psi [F-SAS-CSAS2009] kcr = 17 F-SAS-CSAS2009 5-- about:blank 9/28/2011 rage 4 or o hef (unadjusted) = 12.5 in Nao = tk,cr't dohef= 17622.37 lb [Eq. D-16f] tk,uncr = 2263.00 psi for use in [Eq. D-16d] Scr,Na = min[20 do,\I (tk,uncr/1450) , 3hef] = 15.616 in [Eq. D-16d] ccr,Na = scr,Na/2 = 7.808 in [Eq. D-16e] Na = ANa/ANaoTed,NaPp,NaNao [Eq. D-16a] ANao = 243.86 in2 [Eq. D-16c] ANa = 116.81 in2 Smallest edge distance, ca,min = 3.00 in = min[0.7+0.3ca,min/ccr,Na , 1.0] = 0.8153 [Eq. D-16m] Ted,Na ` p,Na = 1.0000 [Sec. D.5.3.14] Na = 6882.02 lb [Eq. D-16a] = 0.65 [F-SAS-CSAS2009] (I)Na = 4473.31 lb (for a single anchor) 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, cal < 0.4hef. Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] Vsa = n0.6Ase futa [Eq. D-20] Vsa = 7865.00 lb (for a single anchor) [F-SAS-CSAS2009] = 0.65 [D.4.4] Vsa = 5112.25 lb (for a single anchor) 9) Concrete Breakout Strength of Anchor in Shear [Sec D.6.2] Case 1: Anchor checked against total shear load In x-direction... Vcbx = Avcx/Avcoxlied,VtPc,V Vbx [Eq. D-21] cal = 3.00 in Avcx = 33.75 int Avcox = 40.50 in2 [Eq. D-23] `t'ed,V = 0.9000 [Eq. D-27 or D-28] `1'c,v = 1.2000 [Sec. D.6.2.7] 14 about:blank 9/28/2011 1-age J010 9 Vbx = 70e/do )O.2..) dok fc(ca1)1.5 [Eq. D-24] 1e = 5.00 in Vbx = 2179.25 Ib Vcbx = 1961.33 lb [Eq. D-21] = 0.70 4Vcbx = 1372.93 lb (for a single anchor) In y-direction... = Avcy/AvcoyTed,VTc,V Vby [Eq. D-21] Vcby cal = 3.00 in Avcy = 33.75 in2 Avcoy = 40.50 in2 [Eq. D-23] `1'ed,V = 0.9000 [Eq. D-27 or D-28] `1'c,v = 1.2000 [Sec. D.6.2.7] Vby = 70e/ do )O.2 doh f c(ca1)1.5 [Eq. D-24] Ie = 5.00 in Vby = 2179.25 lb Vcby = 1961.33 lb [Eq. D-21] 41) = 0.70 Vcby = 1372.93 lb (for a single anchor) Case 2: This case does not apply to single anchor layout Case 3: Anchor checked for parallel to edge condition Check anchors at cx1 edge Vcbx = Avcx/' vcoxtljed,VtPc,V Vbx [Eq. D-21] cal = 16.00 in (adjusted for edges per D.6.2.4) Avcx = 540.00 in2 vcox = 1152.00 in2 [Eq. D-23] `t'ed,V = 1.0000 [Sec. D.6.2.1(c)] `1'c,v = 1.2000 [Sec. D.6.2.7] Vbx = 7(le/do )0.2,,,1 doh fc(ca1)1.5 [Eq. D-24] - 1e = 5.00 in Vbx = 26841.45 lb 11 about:blank 9/28/2011 rage o of a Vcbx = 15098.32 lb [Eq. D-21] = 2 * Vcbx [Sec. D.6.2.1(c)] Vcby = 30196.63 lb Vcby = 0.70 Vcby = 21137.64 lb (for a single anchor) Check anchors at cy1 edge Vcby - Avcy/' vcoytYed,VPc,V Vby [Eq. D-21] cal = 16.00 in (adjusted for edges per D.6.2.4) Agcy = 540.00 in2 Avcoy = 1152.00 in2 [Eq. D-23] `l'ed,V = 1.0000 [Sec. D.6.2.1(c)] `l'c,V = 1.2000 [Sec. D.6.2.71 Vby = 7(le/do )O.2,Y d0? i fc(ca1)1.5 [Eq. D-24] le = 5.00 in Vby = 26841.45 lb Vcby = 15098.32 lb [Eq. D-21] Vcbx = 2 * Vcby [Sec. D.6.2.1(c)] Vcbx = 30196.63 lb = 0.70 OVcbx = 21137.64 lb (for a single anchor) Check anchors at cx2 edge Vcbx = Avcx/AvcoxFed,V4jc,V Vbx [Eq. D-21] cal = 3.00 in Avcx = 33.75 in2 Avcox = 40.50 in2 [Eq. D-23] `l'ed,V = 1.0000 [Eq. D-27 or D-28] [Sec. D.6.2.1(c)] Tc,V = 1.2000 [Sec. D.6.2.7] Vbx = 70e/ do )0.2,,,i doh 4 f c(ca1)1.5 [Eq. D-24] Ie = 5.00 in Vbx = 2179.25 lb Vcbx = 2179.25 lb [Eq. D-21] about:blank 9/28/2011 rage I tit l = 2 * Vcbx [Sec. D.6.2.1(c)] Vcby = 4358.51 lb Vcby = 0.70 Vcby = 3050.96 lb (for a single anchor) Check anchors at cy2 edge Vcby = Avcy/Avcoy4led,Vgjc,V Vby [Eq. D-21] cal = 3.00 in Avcy = 33.75 in2 Avcoy = 40.50 in2 [Eq. D-23] `Yed,v = 1.0000 [Sec. D.6.2.1(c)] `1'c,v = 1.2000 [Sec. D.6.2.7] Vby = 7(lel do )0.2.J doXi fc(ca1)1.5 [Eq. D-24] Ie = 5.00 in Vby = 2179.25 lb Vcby = 2179.25 lb [Eq. D-21] Vcbx 2 * Vcby [Sec. D.6.2.1(c)] Vcbx = 4358.51 lb = 0.70 (IVcbx = 3050.96 lb (for a single anchor) 10) Concrete Pryout Strength of Anchor in Shear [Sec. D.6.3] Vcp = min[kcpNa,kcpNcb] [Eq. D-30a] kcp = 2 [Sec. D.6.3.2] Na = 6882.02 lb (from Section (6) of calculations) Ncb = 9452.39 lb (from Section (5) of calculations) Vcp = 13764.04 lb = 0.70 [D.4.4] Vcp = 9634.83 lb (for a single anchor) 11) Check Demand/Capacity Ratios [Sec. D.7] Tension - Steel : 0.4506 - Breakout : 0.7212 - Adhesive : 0.9905 - Sideface Blowout : N/A N' about:blank 9/28/2011 rage o ui o r Shear - Steel : 0.0000 - Breakout (case 1) : 0.0000 - Breakout (case 2) : N/A - Breakout (case 3) : 0.0000 - - Pryout : 0.0000 V.Max(0) <= 0.2 and T.Max(0.99) <= 1.0 [Sec D.7.1] Interaction check: PASS Use 5/8" diameter A307 GR. C SET-XP anchor(s) with 12.5 in. embedment • • IV0 about:blank 9/28/2011