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Home My WebLink AboutBLD2015-00052 - DESIGN Hodge 4 • .: engineering 1/12/2015 Report #150017A RE: Fence Design and Engineering 4429 Coyle Road Quilcene WA To Whom It May Concern: At the request of the builder, Tony Peschek, I have provided design, lateral and gravity load engineering for the wood fence to be built at 4429 Coyle Road Quilcene WA. A typical chain link fabric rolling gate design is also attached. Fence Specifications: Posts — 4x6" nominal DF #2 Pressure Treated 2x6 purlins pressure treated at bottom, top, and 4' on center Fencing — solid cedar Lateral Load Calculation: Tributary area of post is = 10' wide x 8' tall = 80 sq. ft. Wind velocity pressure from Table 1609.3.2(1) attached = 18.5 psf for 85 mph wind Load on post equivalent at midpoint of 4' = 80 sq. ft. x 18.5 psf= 1,480 pounds Per Enercalc post calculation the post embed is to be 48' with 2' x 2' concrete embed. Post, purlin/brace, and embed calculations attached. See fence design attached. Please contact me with any questions regarding this project. 1/12/2015 4i7 �� 1` Report#1500 . �. i-- , p John Hod, m'. -. ›... 1 , 4788c %ct- a. 0 Lu Hodge Engineering, Inc. t..,. John E. Hodge P. F. 2615 Jahn Ave NW Ste. E5 Gig Harbor,WA 98335 (1, (253) 857-7055 Fax (253) 857-7599 I- WI Q U Li- CN O Z (5) 6, O 0 U ' -qtr �/\\�\ 4\ /.\ /. /. // /• L % \\\\\�//•. i LI F`.// Z O (f) .- S' 0_ w E e t U ;/j • - W Z I :‘,..,..,: cv -y X L RA;! s� �� SCISL E 1" ' S1O\A1 10' Y♦ is 1 r —H' ,„1 '-.I-• 4. ,.,I . --I: v -.' ... , -,,;.. i v - i 14X „.., ,..., , r,,'''' '' rl 0 ‘ .ixtv,"-- •-- al 4 Mai.r-.1- 1 4i I r. t.) i t I ....,' . z. 1,-.... .2. i FA I —1- _ = s , A 1 .•*10.4';', 4.' .... t.7.1. . .... . 4' .XV1.1..■eX 8.S N.' ,' i, 4,.4 ■.' .__ ,04. ,A. , r -,– • ?:'.” '',-,A,1' Nil D. i r r a , , '''' OE 4' 1 ',,,.. ' —Nt°,:.• ... '4:4344Kt4 ' 1 • : .4 ■,.74etr , . 6 r• ...,,,,,}.,4,..,,, .... ^– .o — tg a .4 ,•:.''.1:1:;■;i.%;t1fit ' 4:02::1- .4 ''''''''',, g – -- L.,) ...,_ .4...6 = _ o* : o-- _1 0 'IP' SA 14 . tiW 7 1 r e rs 7, U4s r 04.4 . ,. 4-- 4,1 K.-tril 044 mi , 1 I. .. Fe/ 1 ..•-.,m,... I *112.- :OZ. t2'.=_ —1 i A.,,,, •04..4 • "4...4 — , n *0 ._ t..2 7 :KN.:. ...• 1 .10•5' 1-t / ' = P1.4' air > .11 _ e 1 A 04 \I •: •_,,,,,,NAVA* ,„ * , .41-2:4„.it:, r P 4414:W4:4 P 1: • C: 4 1 La za 4,1 - 4 1 t' .= .,, -- : ----- ).- It4-4 I it s * *Is t I 00"-- . . ,. ril" or A— —j I — L a,. a J • .r.s. X rr if _ , tY. .N,,,,,• ,;.:,..' , . _.,.... , ......,„ KS . IL XI. 1 1 1. 4 ae. SS tr4– 11._.....o I 1----1 4...A.%_,..A.,-..... A ....... irii 1, - ... , ,... ..1. i. ... f Hodge Engineering,Inc. Project Title: 1 1,41k, 2615 Jahn Ave NW E5 Engineer: Project ID: E. Gig Harbor,WA Project Descr: 253-857-7055 NI pi- cnginoc nn c Inc. Printed:12 JAN 2015,7 38A File=Cl UsersI JOHNHO-11DOCUME-1\ENERCA-11AGFENC-1.EC6 Wood Column ENERCALC,INC.1983-2014,Build:6,14.11.18,Vec6.14.12.31 Lic.#: KW-06007122 Licensee : HODGE ENGINEERING INC Description: 150017A Ag Fence Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 4x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 8.0 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width 3.50 in Allow Stress Modification Factors Wood Species Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade Area 19.250 inA2 Cf or Cv for Compression 1.0 Fb-Tension 1,500.0 psi Fv 150.0 psi Ix 48.526 inA4 Cf or Cv for Tension 1.0 Fb-Compr 1,500.0 psi Ft 1,000.0 psi ly 19.651 inA4 Cm:Wet Use Factor 1.0 Fc-PrIl 1,000.0 psi Density 33.0 pcf Incisi ng Factors: Ct:Temperature Factor 1.0 Fc-Perp 1,000.0 psi for Bending 0.80 Cfu:Flat Use Factor 1.0 x-x Bending Bending Axial NDS 15.3.2 E:Modulus of Elasticity.. 9 Y Y 9 Kf:Built-up columns 1. for Elastic Modulus 0.95 1.0 Y P Basic 1,400.0 1,400.0 1,400.0 ksi Use Cr:Repetitive? No(non-sib only) Minimum 1,400.0 1,400.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axis buckling=8.0 ft K=1.20 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=8.0 ft,K=1.20 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included : 35.292 lbs*Dead Load Factor BENDING LOADS. . . Lat. Point Load at 4.0 ft creating Mx-x,W= 1.40 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9478:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W+H Top along Y-Y 0.70 k Bottom along Y-Y 0.70 k Governing NDS Forumla Comp+ Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 3.973 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.4039 in at 4.027 ft above base Applied Axial 0.03529 k for load combination: W Only Applied Mx 1.669 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 623.14 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.1818:1 Bending Compression Tension Load Combination +D+0.60W+H Cf or Cv:Size based factors 1.000 1.000 Location of max.above base 8.0 ft Applied Design Shear 32.727 psi Allowable Shear 120.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location j Stress Ratio Status Location +D+}t 1.000 0.779 0.002942 PASS 0.0 ft 0.0 PASS 8.0 ft +D+L+H 1.000 0.779 0.002942 PASS 0.0ft 0.0 PASS 8.0 ft n +D+Lr+H 1.000 0.779 0.002942 PASS 0.0ft 0.0 PASS 8.0ft CI. +D+S+H 1.000 0.779 0.002942 PASS 0.0ft 0.0 PASS 8.0 ft O +D+0.750Lr+0.750L+H 1.000 0.779 3.002942 PASS 0.0ft 0.0 PASS 8.0ft +D+0.750L+0.750S+H 1.000 0.779 0.002942 PASS 0.0ft 0.0 PASS 8.0ft ' +D+0.60W+H 1.000 0.779 0.9478 PASS 3.973ft 0.1818 PASS 8.0ft v +D+0.70E+H 1.000 0.779 0.002942 PASS 0.0ft 0.0 PASS 8.Oft +D+0.750Lr+0.750L+0.450W+H 1.000 0.779 0.7109 PASS 3.973ft 0.1364 PASS 8.0ft L +D+0.750L+0.750S+0.450W+H 1.000 0.779 0.7109 PASS 3.973ft 0.1364 PASS 8.0ft �+ +D+0.750L+0.750S+O.5250E+H 1.000 0.779 0.002942 PASS 0.0ft 0.0 PASS 8.0ft +0.60D+0.60W+0.60H 1.000 0.779 0.9476 PASS 3.973ft 0.1818 PASS 8.Oft ...m• Cn A Hodge Engineering,Inc. Project Title: 2615 Jahn Ave NW E5 Engineer: Project ID: e Gig Harbor,WA Project Descr: 253-857-7055 en >ncc-_nc inc. Printed.12 JAN 2015..7 38AM Wood Column =ilc-CAlsersI JOHNHO-10 -11ENERCA-1lAGFENC-1,EC6 ENERCALC,INC.1983-2014,Build:6.141118 Ver:6.14.12.31 Lic.#:KW-06007122 Licensee: HODGE ENGINEERING INC Description 150017A Ag Fence Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +O.60D+0.70E+O.60H 1.000 0.779 0.001765 PASS 0.Oft 0.0 PASS 8.Oft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H k k 0.035 k .D+L+H k k 0.035 k +D+Lr+H k k 0.035 k +D+S+H k k 0.035 k +D+0.750Lr+0.750L+H k k 0.035 k +D+0.750L+0.750S+H k k 0.035 k +D+0.60W+H k 0.420 0.420 k 0.035 k +D+0.70E+H k k 0.035 k +D+0.750Lr+0.750L+0.450W+H k 0.315 0.315 k 0.035 k +D+0.750L+0.750S+0.450W+H k 0315 0.315k 0.035k +D+0.750L+0.750S+0.5250E+H k k 0.035 k +0.60D+0.60W+0.60H k 0.420 0.420 k 0.021 k +0.60D+0.70E+0.60H k k 0.021 k D Only k k 0.035 k Lr Only k k k L Only k k k S Only k k k W Only k 0.700 0.700 k k E Only k k k H Only k k k Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.242 in 4.027 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.182 in 4.027 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.182 in 4.027 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.242 in 4.027 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.404 in 4.027 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft 0 0 w C.0 Hodge Engineering,Inc. Project Title: 2615 Jahn Ave NW E5 Engineer: I Project ID: 1 Gig Harbor,WA Project Descr: Fib ' 253-857-7°55 cnginoc__nc inc. Printed:12 JAN 2015,7 38A Wood CO�U�IItI File=C:Users1JOHNHO-1 100CUME-1\ENERCA-11AGFENC-1.EC6 ENERCALC,INC.1983-2014,Build:6.14.11.18,Ver:6,14.12.31 Lic.#:KW-06007122 Licensee:HODGE ENGINEERING INC Description: 150017A Ag Fence Sketches M-x Loads A r x = v; o co in Wk 0 I'l, 4c6 I I 3 60 in Loads are total entered value.Arrows do not reflect absolute direction. III a 0 w F.". CO Hodge Engineering, Inc. Project Title: > ' 2615 Jahn Ave NW E5 Engineer: Project ID: �! Hod e Gig Harbor,WA Project Descr: 1110116,..H1 253-857-7055 -444 irw° cn•ginoc__nc- inc, • 9. Printed'.12 JAN 2015,7 40A File=C:1 User stJOHNHO-11D0CUME-lENERCA-1 AGFENC-1.EC6 Pole Footing Embedded in Soil ENERCALC,INC.19B32014,Build:6.14.11,18,Ver.6.14.12.31 Lic.#:KW-06007122 Licensee: HODGE ENGINEERING INC Description AG Fence Code References Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Pole Footing Shape Rectangular Footing Width 24.0 in Calculate Min.Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive 275.0 Pcf Max Passive 1,500.0 Psf Po-M Leb ._ w -.....--+ Controlling Values p e Governing Load Combination: +D40.60W+H Lateral Load 0.840 k Soil surface No lateral resvaim Moment 3.360 k-ft NO Ground Surface Restraint .- 4 Pressures at 1/3 Depth Actual 365.269 Psf Allowable 365.957 Psf ■ Footing 4�L=Z-e' Minimum Required Depth 4.0 ft Footing Base Area 4.0 ft"2 Maximum Soil Pressure 0.0 ksf Applied Loads Lateral Concentrated Load Lateral Distributed Load Vertical Load D:Dead Load 0.0 k 0.0 k/ft 0.0 k Lr:Roof Live 0.0 k 0.0 k/ft 0.0 k L:Live 0.0 k 0.0 k/ft 0.0 k S:Snow 0.0 k 0.0 k/ft 0.0 k W:Wind 1.40 k 0.0 k/ft 0.0 k E:Earthquake 0.0 k 0.0 k/ft 0.0 k H:Lateral Earth 0.0 k 0.0 k/ft 0.0 k Load distance above TOP of Load above ground surface ground surface 4.0 ft 0.0 ft BOTTOM of Load above ground surface 0.0 ft Load Combination Results +D41 0.000 0.000 0.13 0.0 0.0 1.000 +D+L+H 0.000 0.000 0.13 0.0 0.0 1.000 +D+Lr+H 0.000 0.000 0.13 0.0 0.0 1.000 +D+S+H 0.000 0.000 0.13 0.0 0.0 1.000 >n +D+0.750Lr+0.750L+H 0.000 0.000 0.13 0.0 0.0 1.000 1m +D+0.750L+0.750S+H 0.000 0.000 0.13 0.0 0.0 1.000 0 +0+0.60W+H 0.840 3.360 4.00 365.3 366.0 1.000 +D+0.70E+H 0.000 0.000 0.13 0.0 0.0 1.000 ��•�a+g +D+0.750Lr+0.750L+0.450W+H 0.630 2.520 3.63 325.9 326.8 1.000 W Co r Hodge Engineering,Inc. Project Title: 1 141/4 2615 Jahn Ave NW E5 Engineer: Project ID: • 10 Gig Harbor,WA Project Descr: Pr' lf. 141 Hod e 253.857-7055 cn.incc-_nc inc. Printed:12 JAN 2015,7 40A Pole Footing mbedded In Soil File=C:l UsersIJOHNHO-11DOCUME-1\ENERCA-1NGFENC-1.EC6 g ENERCALC,INC.1983-2014,Build:6.14.11.18,Ver:6,14.12.31 Lic.#:KW-06007122 Licensee:HOOGE ENGINEERING INC Description: AG Fence +D+0.750L+0.750S+0.450W+H 0.630 2.520 3.63 325.9 326.8 1.000 +D+0.750L+0.750S+0.5250E+H 0.000 0.000 0.13 0.0 0.0 1.000 +0.60D+0.60W+0.60H 0.840 3.360 4.00 365.3 366.0 1.000 +0.60D+0.70E+0.60H 0.000 0.000 0.13 0.0 0.0 1.000 U. 0 0 w Co tHodge engineering mc. 1/12/2015 Report #150017A RE: Fence Design and Engineering 4429 Coyle Road Quilcene WA To Whom It May Concern: At the request of the builder, Tony Peschek, I have provided design, lateral and gravity load engineering for the wood fence to be built at 4429 Coyle Road Quilcene WA. A typical chain link fabric rolling gate design is also attached. Fence Specifications: Posts —4x6" nominal DF #2 Pressure Treated 2x6 purlins pressure treated at bottom, top, and 4' on center CFI Fencing — solid cedar 6 Lateral Load Calculation: Tributary area of post I = 10' wide x 8' tall = 80 sq. ft. Wind velocity pressure from Table 1609.3.2(1) attached = 18.5 psf for 85 mph wind c l Load on post equivalent at midpoint of 4' = 80 sq. ft. x 18.5 psf = 1,480 pounds Per Enercalc post calculation the post embed is to be 48' with 2' x 2' concrete embed. Post, purlin/brace, and embed calculations attached. See fence design attached. Please contact me with any questions regarding this project. if h 1/12/2015 ' ' Report#15001 � y� , 4 ,0 G John Ho.' e P"E. :_- v:" , qL 3,\ .0, ., i ___,.., , ,i3as I, 0 Hodge Engineering, Inc. LU John E. Hodge P. E. °�";� 2615 Jahn Ave N . Ste. E5 Gig Harbor, WA 98335 ■.1 (253) 857-7055 Fax (253) 857-7599 1 1 1 I ' l CI 0_ u Q 0 0 ci O Z cD O @ U //,\//.,/r.Z//.�'// //. • , (-3 U \�/\\ \� 0 _ 7 O E Q .----7/ Z \i // x • \ c x -cr Z oz �� 9 � , t. �� , sir' .'�lit �2 4 t!I i J .�, 37630 {� 1 \"°NAI. 1- 4, 1 t., .:-. ,v 4; t --... . , .-; la' P . 4 to Illi 1;11- V e i V A - CI 1 . I'mC. x e,....e. i P i it. o _ V 0 ___,• "----lt., , - '.--------1 0. Z > •• i •4 . .›.. =....- :4„.4;;;;;:, — 2 Z t" . .....I. • 1r fl t i, ..., 4.13.° I' k. C J1 11 s. e 4 ....1 ... tr 2 i ,fli;14"... ;:,:i ...fiti;;;K:i.;,:4 ..... VI ; 0 V 3- ... ..--... 1 X — = ;i4;;; 4',",4;;X;;;;-„44,44;.:. 4.•-i i i'.:. :§%?:%1* ;;.,"''kk'n;:;;;'; A. ..,...... ...... . • 4%... .. 4.14-.1 = 1 , 44.**t•- .4.' wt Cr .M Lj .. '''-- • 7 ---,.„. ,;:-:+;•.••• •-‘, LA ' i - . Lli t•• •t, N'- — - • X + ,■,:e ' t..4tfila,„:•,,...:*,\'--_,,,,. \ / _ _4 4 ' : A, or 0. .4;14.4684;;;;;;;; "'`.451,r;,... _ ..*:;...,*4....\.,. 4..P.: :',.- .. ; ; _ — - A 1 11 III 4, II , - ,,.._ , 4 '....1 „,,ii,,,,,,..,,,, 5 62 ----, .5 . `-- re:-y "34 Is ( — Vii.3. 1,, Q 41Ski\--4W111111R --'a ..4_ , -1f:f. ifj•:,i1:.°3:`:.*:$4,1 L3 #Y - i ,,„Aigiaxt_ 1=:••*;A::•:;;;; 1 v....„.j -7. i .-•,webv.;.: ;:,2V;?. 1 l'e /11 ---•*.— , • r ■.... N''. :•:. * "%ZOO f f f44,4f f f !Lill L, i .g, 4, . ...., 4 A !=0., ' ,‘ •--.° ..-.71-if.t.,1 .g. . '.- 1; ,.., . . 5 ;:7:.' . - % .2-__I1 / 1 • :'; '4* ' ' o.? •.. . ,„.. =7 1 •/ .. , •"•,...•,° •' t 1 ••• , •, i - ;‘•"$,' i , •- a 4 0 -1. ' 1 . al i.L.1 1 -__, I '.. -„, --.- -- 4 :I .. ..,,, 'A. n i 1 , •-i.:111%, i:' il/.1.,:e, 1 A ! i CA - ... * .... V P , 0. Lit: rie:4 r . 7_—_ fm 4 a t.L -" . rr .k• \_,,,.v•tr i • — VI' t “----,11 >- 4,1- o-,';`,,,' ''l ,01. N''''‘ • 1 1 p i! ' —'11— ,•••••• 1 727 — ., VI * *t"--..,`-,.. 1.0 , -, -- •1 ‘..--, ____ i :....... _ r-1 _ ........... liou lag , .__I i t ...._ L.:t r x - * , \ 4, 'Act . 1 I G4 g 7 1 11.1.11;ti . - '-' - _, 3 , 1 7. •, -:-:- \ : it,•;*$$ ?"'''::;$$ k _ = ',..; • J'' Liiitite° ; ,..... ,.,. 1 ., , Hodge Engineering,Inc. Project Title: 2615 Jahn Ave NW E5 Engineer: Project ID: ilk Gig Harbor,WA Project Descr: 3 253-857-7055 cngincc__ng inc. Printed 12 JAN 2015, 7:38AM -- _ - File=C.l Users`UGHNHO-1\DOCUME-11ENERCA-1AGFENC-1.EC6 Wood Column ENERCALC,INC.1983-2014,Build:6.1411.18 Ver:6.14.12.31 Lic.#: KW-06007122 Licensee:HODGE ENGINEERING INC Description 150017A Ag Fence Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 4x6 End Fixities Top&Bottom Pinned Wood GradinglManuf. Graded Lumber Overall Column Height 8.0 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width 3.50 in Allow Stress Modification Factors Wood Species Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade Area 19.250 inA2 Cf or Cv for Compression 1.0 Fb-Tension 1,500.0 psi Fv 150.0 psi lx 48.526 inA4 CforCvforTension 1.0 Fb-Compr 1,500.0 psi Ft 1,000.0 psi ly 19.651 inA4 Cm:Wet Use Factor 1.0 Fc-Pdl 1,000.0 psi Density 33.0 pcf Incising Factors: Ct:Temperature Factor 1.0 Fc-Perp 1,000.0 psi for Bending 0.80 Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial for Elastic Modulus 0.95 Kf:Built-up columns 1.0 NDS 15.3.2 Basic 1,400.0 1,400.0 1,400.0ksi Use Cr:Repetitive? No(non-glb only) Minimum 1,400.0 1,400.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axis buckling=8.0 f,K=1.20 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=8.0 ft,K=1.20 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included : 35.292 lbs*Dead Load Factor BENDING LOADS. .. Lat. Point Load at 4.0 ft creating Mx-x, W= 1.40 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9478:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0,60W+1-1 Top along Y-Y 0.70 k Bottom along Y-Y 0.70 k Governing NDS Forumla Comp+Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 3.973 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.4039 in at 4.027 ft above base Applied Axial 0.03529 k for load combination: W Only Applied Mx 1.669 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 623.14 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.1818:1 Bending Compression Tension Load Combination +D+0.60W+H Cf or Cv:Size based factors 1.000 1.000 Location of max.above base 8.0 ft Applied Design Shear 32.727 psi Allowable Shear 120.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination _ C D C p Stress Ratio Status Location Stress Ratio Status Location +D+H 1.000 0.779 D.002942 PASS 0.0 n 0.0 PASS 8.0 ft +D+L+H 1.000 0.779 D.002942 PASS 0.0 ft 0.0 PASS 8.0 ft +D+Lr+H 1.000 0.779 D.002942 PASS 0.0 ft 0.0 PASS 8.0 ft +D+S+H 1.000 0.779 0.002942 PASS 0.0 ft 0.0 PASS 8.0 ft +O+0.750Lr+0.750L+H 1.000 0.779 D.002942 PASS 0.Oft 0.0 PASS 8.0ft +D+0.750L+0.750S+H 1.000 0.779 D.002942 PASS 0.Oft 0.0 PASS 8.0 ft +D+0.60W+H 1.000 0.779 0.9478 PASS 3.973ft 0.1818 PASS 8.0 ft +D+0.70E+H 1.000 0.779 0.002942 PASS 0.0ft 0.0 PASS 8.0 ft +0+0.750Lr+0.750L+O.450W+H 1.000 0.779 0.7109 PASS 3.973 ft 0.1364 PASS 8.0 ft +D+0.750L+0.750S+0.450W+H 1.000 0.779 0.7109 PASS 3.973 ft 0.1364 PASS 8.0 ft „ y +D+0.750L+O.750S+0.5250E+H 1.000 0.779 D.002942 PASS 0.0ft 0.0 PASS 8.0 ft Lj,� +0,60D+O.60W+0.60H 1.000 0.779 0.9476 PASS 3.973ft 0.1818 PASS 8.0ft wool LL ' Hodge Engineering,Inc. Project Title: 2615 Jahn Ave NW E5 Engineer. Project ID: e" Gig Harbor,WA Project Descr: 111 ' `; +1ti 253-857-7055 'II iir5- cnginoc__nq inc. #e. Printed:12 JAN 2015,7:38AM -- - File=C:\UsersUQHNHO-11DOCUME-1\ENERCA-1WGFENC-1.EC6 Wood Column ENERCALC,INC.1983-2014,Build:6.14.11.18,Ver6,14.12,31 Lic.#:KW-06007122 Licensee: HODGE ENGINEERING INC Description: 150017A Ag Fence Load Combination Results • Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.70E+0.60H 1.000 0.779 D.001765 PASS 0.Oft 0.0 PASS 8.0ft Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base cd Top l i Base @ Top @ Base D+H k k 0.035 k +O+L+H k k 0.035 k +D+Lr+H k k 0.035 k +O+S+H k k 0.035 k +D+0.750Lr+0.750L+H k k 0.035 k +D+0.750L+0.750S+H k k 0.035 k +0+0.60W+H k 0.420 0.420 k 0.035 k +D+0.70E+H k k 0.035 k +D+0.750Lr+0.750L+0.450W+H k 0.315 0.315 k 0.035 k +0+0.750L+0.750S+0.450W+H k 0.315 0.315 k 0.035 k +D+0.750L+0.750S+0.5250E+H k k 0.035 k +O.60D+0.60W+0.60H k 0.420 0.420 k 0.021 k +0.60D+0.70E+0.60H k k 0.021 k D Only k k 0.035 k Lr Only k k k L Only k k k S Only k k k W Only k 0.700 0.700 k k E Only k k k H Only k k k Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Dstance Max.V-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0,60W+H 0.0000 in 0.000 ft 0.242 in 4.027 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.182 in 4.027 ft +0+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.182 in 4.027 ft +D+0.750L+0.7505+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.242 in 4.027 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.404 in 4.027 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 In 0.000 ft Li- 0 +0 Wp r.J +r r`. Li- Hodge Engineering,Inc. Project Title: ,;!' ik, 2615 Jahn Ave NW E5 Engineer: Protect ID: � a Gig Harbor,WA Project Descr: 116 :i■ill 253-857-7055 criginGC-'_nG inn. :-, Pinted•12 JAN 2D15,7:38AM ;�, File=C1 Users UGHNH0-11DOCUME-11ENERCA-11AGFENC-1.EC6 Wood Column ENERCALC,INC.1983-2014,Build:6.14.11.18,Ver.6.14.12.31 Lic.#:KW-06007122 Licensee: HODGE ENGINEERING INC Description: 150017A Ag Fence Sketches r M-x Loads 1 G, S _o r 46 1 to I 11 7.50 in Loads are total entered value.Arrows do not reflect absolute direction. > Lim 0 0 W ONUOI Hodge Engineering,Inc. Project Title: Or Akk 2615 Jahn Ave NW E5 Engineer: Project ID: '� � Gig Harbor,WA Project Descr: ■ 1100" 'II gird 253-857-7055 engincc'_nc- inc. Posed:12 JAN 2015 7:40PM Pole Footing mbedded in Soil File=Ca UserslJOHNHO-11DOCUME-11ENERCA-11AGFENC-1.E06 g ENERCALC,INC.1983-2014,Build:6.14.11.18.Ver 5.14.12.31 Lic.#:KW-06007122 Licensee: HODGE ENGINEERING INC Description: AG Fence Code References Calculations per IBC 2012 1807.3, CBC 2013,ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Pole Footing Shape Rectangular Footing Width 24.0 in Calculate Min.Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive 275.0 pct Max Passive 1500.0 psf Controlling Values Governing Load Combination: +D+0,60W+H Lateral Load 0.840 k Soil Surface N. iamral„,„, Moment 3.360 k-ft NO Ground Surface Restraint Pressures at 1/3 Depth Actual 365.269 psi Allowable 365.957 Psi Fooling WrIth=7 (■' Minimum Required Depth.: ', 4.0 ft Footing Base Area 4.0 ft"2 Maximum Soil Pressure C.0 ksf Applied Loads Lateral Concentrated Load Lateral Distributed Load Vertical Load D:Dead Load 0.0 k 0.0 klft 0.0 k Lr:Roof Live 0.0 k 0.0 k/ft 0.0 k L:Live 0.0 k 0.0 klft 0.0 k S:Snow 0.0 k 0.0 klft 0.0 k W:Wind 1.40 k 0.0 klft 0.0 k E:Earthquake 0.0 k 0.0 k/ft 0.0 k H:Lateral Earth 0.0 k 0.0 k/ft 0.0 k Load distance above TOP of Load above ground surface ground surface 4.0 ft 0.0 ft BOTTOM of Load above ground surface 0.0 ft Load Combination Results Forces @ Ground Surface Required Pressure at 1/3 Depth Soil Increase Load Combination Loads-(k) Moments-(ft-k) Depth-(ft) Actual-(psf) Allow-(psf) Factor +D+H 0.000 0.000 0.13 0.0 0.0 1.000 +D+L+}1 0.000 0.000 0.13 0.0 0.0 1.000 +0+Lr+H 0.000 0.000 0.13 0.0 0.0 1.000 +D+S+H 0.000 0.000 0.13 0.0 0.0 1.000 +D+0.7501r+0.750L+1-1 0.000 0.000 0.13 0.0 0.0 1.000 O +D+0.750L+0.750S+H 0.000 0.000 0.13 0.0 0.0 1.000 +D+0.60W+H 0.840 3.360 4.00 365.3 366.0 1.000 v( ' +0+0.70E+H 0.000 0.000 0.13 0.0 0.0 1.000 +D+0.750Lr+0.750L+0.450W+H 0.630 2.520 3.63 325.9 326.8 1.000 l j j .aJ .a. U. Hodge Engineering,Inc. Project Title: .,A,' I t I i:1/44 0 2615 Jahn NW E5 Engineer: Project ID: 14 trig Harbor,Ave ve Project En9ineer:253 657-7055 , Pik D11gin o"'_nC n-ic.' eter- A- Printed:12 JAN 2015,7:40AM Pole Footing mbedded in Soil File=C;Users1JOHNHO-11DOCUME-1IENERCA-1MAGFENC-1.EC6 g ENERCALC,INC.1983-2014,Build:6.14.11.18,Ver:6.14.12.31 Lic.#:KW-06007122 Licensee:HODGE ENGINEERING INC Description: AG Fence +D+0.750L+0.750S+0.450W+H 0.630 2.520 3.63 325.9 326.8 1.000 +D+0.750L+0.750S+0.5250E+H 0.000 0.000 0.13 0.0 0.0 1.000 +0.60D+0.60W+0.60H 0.840 3.360 4.00 365.3 366.0 1.000 +0.60D+0.70E+0.60H 0.000 0.000 0.13 0.0 0.0 1.000 EL 0 0 W J U. .. _• • • �'. .1 /1 Ml IPA .t.' .��'.'+• .. -. 4'i + � �7 t bn+.fn r fit-.! 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