Loading...
Plans (49) -.Cecc /3� � �� • 111111111111111111111 all- Alan V+c„� a 'Ra s} g 5c ,as A NT -- o�� ?o { 1 ( )k �sutis IYti�w.:n i�nia Soi�d b11 f IZ) C,z\v'8"4 bolt-s e . ead" end GP. blkz) t9. HC �. `� ���\� BY OC DATE t7 fr1 j I'L COfLSUL ) fiEC%$ S11J 1 'A- REV DATE 11 1 9C 5tructuraL C.ngineerinq .._ _ . .._ _ _. .. . Joe No 12217 (503)968-9994 p (503)968-8444 f SHEET L OF I. pk'hwy. 'e :u...,1 v..r. ..t tv ,r;s+-3 _ .• :Sal pa • : 1 L5-i .. 7)t . il ` .÷._:1-- MIN • _ r 14—`_ ,q goo i --- I . I oma t ., .L.....[ SECf ..........1. .I LL -I•---r -- --- — - -- FACE MOUNT RAIL =- - -.1---;---.-:- : :Y4H±rH• PARALLEL J 01 STS �- POW WOW . 11 I •• 10l�4i 1 } I I !i _• ---------1-1----.---1--i .----E-- =-_-•-• OK WO ANT $ ll 11 ei _. • 1 • { 11— Ii I 1..... ......._.4....H__:........E. .....;_...4.......i....__i . 1 \-----. • ii I___E___ , . i 1 --4—•-±-4•••• i ---,H.-4---r--+--I- •••••• 0 1 I [ • I ...........II i .—..i. t" r � --- ... - --I-. i-- _1. _. : i ••+--r-T - - •.. -� ;�1 I 1 t t r • ._ _i.. •..:._—f_..M:_.;.. _.z``~.1.'-[.—. .. _..1 -._`_-.i_. ..4i_ _i _;__. - 1s James G. Pierson, Inc. �""�" SAPA Profiles • alossi�.rna �„ Residential Guardrail Systems 2/25/2012 7*(503)12642*6 In (505)2:6313o o'"' air.. • • SAPA Rafts,Architectural Products I 122A1 0 RECEIVED DEC 1 3 2012 Structural Calculations CITY TIGARD BUILDING LDING DIVISION New Deck for Stacy Mangum 13266 SW 136th Place Tigard, OR 97223 December 6, 2012 DESIGN PARAMETERS 2011 Oregon Residential Specialty Code PIE Scope of World G Calculations for gravity and lateral support of a new wood framed deck. 0,9✓`�r to, ' RHP EXP: 6/30/13 y ' ; By: GM Dote: Chk: Date: Consulting C.ngineers structural C.ngineering Job#: 12297 (503)968-9994(phone) (503)968-8444(fax) Sheet: Of: 1 I ii 1 LI '1 A . },, t 1 I ` i IA4 . f y '�r ---— — r.— — •— — ' r 1 , 1 \. .. 1 \\\_ i i• N -/ 'L II13'-111/8' 12' Ir I I „ot.� ' 1r-27/8. ePt V>t — Kr: t x k` , �t o / 27-107/8• a,.,n of. i�4(.J—y c_c.1L.. r-T, t !/.7-) n. i o Elul' BY 6V DATE iqS (Z/ �• �I Consulting Engineers REV DATE Structural Engineering 15ZI.e(.4 `::v3 1? i ' Qk. JOB NO 12?A1 (503)968-9994 p (503)968-8444 f SHEET ' OF - ki..-0"W AIL` VA_ ©QST _ to f Wood 5 psc Ix.- rS tYl s c = 2- vb 11 p-4' Ttt c L. 12'• °"- W = 614-(4 )(1. .5 " '23 ' 4 5N1c 4Le (.? (t1+-'101 l2" Sia.e.:, u) .- (1i 1> buca --52,Dfk,DM- +-- `/-9t04,- WOMEN' BY C DATE 1214((Z Consulting Lflglneer5 REV DATE ,3tructural Engineering X34,�to ' �� 1 �U t l JOB NO V1,15A Z (503)968-9994 p (503)968-8444 f SHEET Z OF —� : 4 Q4 _ 1 pct;'' igt '717S) 7 BY ?lid DATE 1115(17 . ' Consulting Engineers REV DATE Structural Engineering 1321nb SW 131se‘`^ L JOB NO l 1-1A (503)9689994 p (503)968-8444 f SHEET 5 OF Let . ca.lk - SDs 'CVs--D1.4 ,'i li S Thr a7� t., O 40s)/t. (xi C\)(.U (154) 222�� ti..),"4:1-: 14.E fL C x? 13. c).\\ se) t`‘*.A--'";- I 3 t - -3 civ" 74;1 PL".i \k• X31 ` (1Z) \14.4p?t (1*1)(1-40 e c rs ("•o V v1. `3 �� 11 BY 6441 DATE 1 /4W REV DATE . I ' Consulting Engineers Structural Engineering M24 4 c 1-3U-*" p JOB NO PZiei (503)968-9994 p (503)968-8444 f SHEET 4- of kiA-40) (-1-0 - tot? t_.(1 e2.1kov.P 2,jC, (2 v r 0-6 SI)SLS ao e. '3 L'D V a z -51411\C }C-\ o 222.5.E h. ... — fl t. ` -c tar _ Iq I% �a -r C6) c S : Tf� — }t,04- l ► ' w= 61 if 'to \.33') _- 9,3 Pyr4 „ptr eC W`'d • g -e7-r s 4- LI) /41* 1IT _ BY V'�� DATE �'S/I� • Consulting G ngineers REV DATE Structural .ngineering \I. A-k, /1,z JOB NO I Z7 C11 CP (503)968-9994 p (503)968-8444 f SHEET b of � -,,�1 )111" Vd EL ENT E �: R . Descr I - COMULti i9 of ,gal EAcjineeriig AL„.:..1,..3" ,-..-_,Is,------ ;..--- ,,,ay ,7� rtx._.. _'A,�4%,�` - ,7'',..-j.14.,r ",.»7:47� ., � 3 :.,�,. s-' Lac r 5055 , 1 -(3-1s ha„inn ccns,,1 n3 en yin ars Description: .idsts Calculations per NDS 2005,IBC 2008.CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 575.0 psi E:Modulus of Elastic+ Load Combination ASCE 7-05 Fb-Compr 575.0 psi Ebend-ion 1,100.0ksi Fc-Prti 575.0 psi Eminbend-xx 400.0ksi wand Species :Hem Fir Fc-Perp 405.0 psi Wood Grade :No.2 Fv 140.0 psi Ft 375.0 psi Beam Bracing : Completely Unbraced Density27.70pcf Repetitive Member Stress Increase - - --D(0.017t Lr(0.04)--- --- --- - ___ i + $ + 1 � 2x12 Span = 12.Oft _ *-' r V Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0170, Lr=0.040, Tdbutary width=1.0 ft 11111 Maximum Bending Stress Ratio = 0.9181 Maximum Shear Stress Ratio = 0.230: 1 Section used for ttds span2x12 Section used for this span 2x12 - ib:Actual 389.12psi fv:Actual - 25.74 psi FB:Allowable = 423.72psi Fv:Allowable = 112.00 psi Load Conation 4041.r*H Load Combinalbn 4D+Lr+H Location of maximum on span = 6.000ft Location of maodmwn on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.101 in Ratio= 1426 Max Upward L+Lx+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.144 In Ratio= 1001 Max Upwind Total Deflection 0.000 in Ratio= 0<180 Load Carolingian Max Stress Raaos Moment Values Sheer Values Segment Length Span# M V Cd CFN C I Cr Cm C t CL M fb Ph V fv F'v D Only 0.00 0.00 0.00 0.00 Length=12th fl 1 0.274 0.069 1.00 1.00 0.80 1.15 1.00 1.00 0.80 0.31 116.05 423.72 0.09 7.68 112.00 4041.4H 1.00 0.80 1.15 1.00 1.00 0.80 0.00 0.00 0.00 0.00 Length=12.0 tt 1 0,274 0.069 1.00 1.00 0.80 1.15 1.00 1.00 0.80 0.31 116.05 423.72 0.09 7.68 112.00 4041r4i 1.00 0.80 1.15 1.00 1.00 0.80 0.00 0.00 0.00 0.00 Length=12.0 R 1 0.918 0.230 1.00 1.00 0.80 1.15 1.00 1.00 0.80 1.03 389.12 423.72 0.29 25.74 112.00 41441 1.00 0.80 1.15 1.00 1.00 0.80 0.00 0.00 0.00 0.00 Length=12.0 t 1 0.274 0.069 1.00 1.00 0.80 1.15 1.00 1.00 0.80 0.31 116.05 423.72 0.09 7.68 112.00 4040.750Lr40.7501441 1.00 0.80 1.15 1.00 1.00 0.80 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.757 0.190 1.00 1.00 0.80 1.15 1.00 1.00 0.80 0.85 320.85 423.72 0.24 2122 112.00 4040.750140.750641 1.00 0.80 1.15 1.00 1.00 0.80 0.00 0.00 0.00 0.00 Length=12.0ft 1 0274 0.069 1.00 1.00 0.80 1.15 1.00 1.00 0.80 0.31 116.05 423.72 0.09 7.68 112.00 I 1 %%\ V TE11 t Project ID: it ' Piriect Deem 1 Consating Engineers olructural Engineering mw ,." ..':-r- �._ -4..t.''1:p* :!w- spokiazt e ��- pyo .n.`'. `Gi • ds..`;at- .t--1.4 -.-` �_ ``:: ;�' N :4::t- '-'7 _e.,. o-.',F4-, ..s,........ • _..... :�.-mow Liu -4.. :)) s54 r ,,.�n,u_ 1 4,J -.1rg engineers Description: Jobb Load Contkudion Max Siren Ratios Moment Values Shear Values Segment LIMO Scan* M V C d C FN C i Cr C m C t C L M lb Pb V tv Pr 4O+W4H 1.00 0.80 1.15 100 1.00 0.80 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.274 0.089 1.00 1.00 0.80 1.15 1.00 1.00 0.80 0.31 116.05 423.72 0.09 7.68 112.00 4040.70E4H 1.00 0.80 1.15 1.00 1.00 0.80 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.274 0.069 1.00 1.00 0.80 1.15 1.00 1.00 0.80 0.31 116.05 423.72 0.09 7.68 112.00 4D+0.750Lr+0.750L40.750W+H 1.00 0.80 1.15 1.00 1.00 0.80 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.757 0.190 1.00 1.00 0.80 1.15 1.00 1.00 0.80 0.85 320.85 42332 024 21.22 112.00 +D+0.750L+0.75S+0.750W+H 1.00 0.80 1.15 1.00 1.00 0.80 0.00 0.00 0.00 0.00 Length=12O11 1 0.274 0.069 1.00 1.00 0.80 1.15 1.00 1.00 0.80 0.31 116.05 423.72 0.09 7.68 112.00 4040.750Lr+0.750L+0.5250E+H 1.00 0.80 1.15 1.00 1.00 0.80 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.757 0.190 1.00 1.00 0.80 1.15 1.00 1.00 0.80 0.85 320.85 423.72 0.24 21.22 112.00 4D40.750L40.750S40.5250E4H 1.00 0.80 1.15 1.00 1.00 0.80 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.274 0.069 1.00 1.00 0.80 1.15 1.00 1.00 0.80 0.31 116.05 423.72 0.09 7.68 112.00 40.60D+W+H 1.00 0.80 1.15 1.00 1.00 0.80 0.00 0.00 0.00 0.00 Length=12.011 1 0.164 0.041 1.00 1.00 0.80 1.15 1.00 1.00 0.80 0.18 69.63 423.72 0.05 4.61 112.00 40.60 340.70E4H 1.00 0.80 1.15 1.00 1.00 0.80 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.164 0.041 1.00 1.00 0.80 1.15 1.00 1.00 0.80 0.18 69.63 423.72 0.05 4.61 112.00 -OV6 *.*: ^ •- -Load Combination Span Max.'-'Del Location n Span Load Combination Mu."+"Dell Location in Span D4Lr 1 0.1438 6.044 0.0000 0.000 r '....:•••U j ''t -' ` . - Support notation:Fa lett b*1 Values in 1(8'S Load Coutination Shwort 1 Support 2 Overall MAXimam 0.342 0.342 . D Only 0.102 0.102 Lr Only 0240 0.240 D41r 0.342 0.342 1 )HA\ 9� El1{( r . Project 10: Consulting Engineers 3lruchira. E ngiteerng t44- -ii'"--:1-'77' i- ;. -7c44 §!v:�"r'_. --4:1';',41T-'„ '�:4:.,,,> -7,4117''Z'.tr". --c. '^ e-•�7trr::"*.--1V-11..,_ .- .'1..+,,.._ ._.._ :a q., `. .. _14 » K�V- ;J055d� ice:1,, t a,4it n-uric !+ir4 rgirf,rs Description: 81 -: -tl:F a Calculations per NDS 2005,IBC 2006,CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 575.0 psi E:Modulus of Basbaty Load Combination ASCE 7-05 Fb-Caner 575.0 psi F eb nd-hoc 1,100.0ksi Fc-Pus 575.0 psi Eninbehd-xx 400.0ksi Wood Species :Hem Fir Fc-Perp 405.0 psi WeFv 140.0d Grade :No2 Ft 375.0� Density 27.70pcf Bean Bracing : Completely Unbraced i t D(0.136)1(0.32) i + ii s i j I 6x12 { -- - - -__- Span=9.0 i . d' ledr'. ;: <. :ifs^ g:r 1 ,.-'': Service loads entered.Load Factors will be appled for calculations. Uniiotm Load D=01360, L=0.320 Tributary Width=1.0 ft >1, lrfa v.,1,2i , t- .742. t.s ' - "Maximum Bending Stress Ratio - 0.797.1 Maximum Shear Stress Ratio = 0.274:1 Section used for this span 6x1 2 Section used for this span 6x12 ti:Actual = 457.02 psi fv:Actual = 38.36 psi FB:Allowable = 573.53psi Fv:Allowable = 140.00 psi Load Combination +0+-1.+H goad Combination +D+L-H Location of madmurn on span = 4.500ft Location o1 ma durum on span = 8.047 ft Spon#where madman occurs = Span#1 Span#where maomun occurs = Span#1 Maximum Max DDowmvardd Detection Deflection 0.062 in Ratio= 1742 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.088 in Ratio= 1223 Max Upward Total Deflection 0.000 in Ratio= 0<180 Load Combination s Max Stress Ratios Moment Values Shear Values Segment WW1 Span# M V Cd CFN Ci Cr Cm C t CL M 1b Fb V Iv FV D Only 0.00 0.00 0.00 0.00 Length=9.0ft 1 0.238 0.082 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.38 136.30 573.53 0.48 11.44 140.00 404L4H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.797 0274 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4.62 457.02 573.53 1.62 38.36 140.00 +0+1144 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.238 0.082 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.38 136.30 57153 0.48 11.44 140.00 +046+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.238 0.082 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.38 136,30 573.53 0.48 11.44 140.00 +0+0.7501.r40.7501+11 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 ' Length=9.0 ft 1 0.657 0.226 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.81 376.84 573.53 1.33 31.63 140.00 +0+0.750L+0.750S+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.657 0.226 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.81 376.84 573.53 1.33 31.63 140.00 ,,�-I- Hit� v4 a�ElVIPID: '_ _ con ding Lnghieers Protect Structtral. E_ngieeriig - °4+`,,•r.*- ' e �"c.Vo-A `ka`4 �1I. .. "n x .?'.....:rpt,......zc. A_'t- J 5-_,7,1/4....._- _..,I '{ _ <,... Lir V,.`, ,. .,_4^ , ;e+lcha,H-ti zc,n ,ir ,g.,,,ilrers Description: 81 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span* M V Cd CFN C1 Cr Cm C 1 CL M 6 Pb V Iv Fv +0+W4H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.238 0.082 1.00 1.00 100 1.00 1.00 1.00 1.00 1.38 136.30 573.53 0.48 11.44 140.00 4040.70E.H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.238 0.082 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.38 136.30 573.53 0.48 11.44 140.00 +D40.750Lr40.750L40.7504M+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.657 0.226 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.81 376.84 573.53 1.33 31.63 140.00 .D40.750L40.750S+0.750W'H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.657 0.226 1.00 1.00 1.00 1.00 100 1.00 1.00 3.81 376.84 573.53 1.33 31.63 14000 1D40.750Lr40.750L40.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.01 1 0.657 0.226 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.81 376.84 573.53 1.33 31.63 140.00 4 +0.750L+0.750S40.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 length=9A11 1 0.657 0.226 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.81 376.84 573.53 1.33 31.63 140.00 40.8004W411 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.143 0.049 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.83 81/8 573.53 0.29 6.86 140.00 •0.60O40.70E4H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengb=9A ft 1 0.143 0.049 1.00 1.00 1.00 1.00 100 100 1.00 0.83 81.78 573.53 0.29 6.86 140.00 ":O•.c.m .rn«.!'. ..';13.Z..sa:::,,A Xz.,.,.:.`Z:i=4.,".w : g:....> `` Load Combination Span Max.• ca •Det Lotion m Span Load Combination Max."+"Det Location in Span 091. 1 0.0883 4.533 0.0000 0.000 I.. :r x Suppot notation:Far lett is*1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXinxm 2.052 2.052 D Only 0.612 0.612 L Only 1.440 1.440 DA. 2.052 2.052 iiAVoc2E1 Project ID: • _ Cg Engineerz 5truchrral Lngiieering = " s,• :- g s s. % ,1.-i .. 'tet z r € . . F,�'� ,_�.. .��:�.,�,ru_ ..- ;',.. .._�.. ._ �3�.#�..� d-.�. .,c s,'k,3� i-:;1!,--, �._.a.�....m a..?_. 1 �1'..:.,�.�s L.lc : K c'y OF:LL5533 Licernsae h3,i _.orgy-Li,t[ d enij'neers Descriptan: P1 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 Load Combinations Used:ASCE 7-05 Analysis Method: Allowable Stress Design Wood Section Name 6x6 End Fudties Top&Bottom Pinned Woad Grading/Aland. Graded Lumber Overall Column Height 14.0 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width 5.50 b Allow Stress Modification Factors Wood Species Hem Fir Exact Depth 5.50 in CforCvfortiendirg 1.0 Wood Grade No.2 Area 30.250 in"2 a or Cv for Compression 1.0 Fb-Tension 575.0 psi Fv 140.0 psi lx 76255 in'+4 Cf or Cv torTension 1.0 Fb-Coop 575.0 psi Ft 375.0 psi ly 76.255 in*4 Cm:WetUse Factor 1.0 Fc-PM 575.0 psi Density 27.70 pct keg Factors: Ct:Temperature Factor 1.0 Fc-Perp 405.0 psi for Bending 0.80 Cfu:FbUse Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial for Elabec Modulus 0.95 Kt:Built up columns 1.0 NOS 15.32 Basic 1,100.0 1,100.0 1,100.0 ksi Use Cr:Repetitive? No(nonyb onh9 Minimum 400.0 400.0 Brace condition for deflection(budding)along columns: X-X(width)axis: Unbiased Length for X-X Axis bucking=14.0 ft,K=1.0 Y-Y(depth)axis: Unbreoed Length for X XAxis budding=14.0 ft.K=1.0 i '; - •.".-1"; .,Z4 .- .: -3 Service loads entered.Load Factors will be applied for calculations. Column self weight included:81.465 lbs*Dead Load Factor AXIAL LOADS. Axial Load at14.0 ft,Yecc=0.750 hi,D=1.224,L=2.880 k Bending&Shear Check Results PASS Max Ardat+Berdding Stress Ratio= 0.6806:1 Maximum SERVICE Lateral Load Reactions.. Load Combination 40441 Top along Y-Y 0.01832 k Bottom along Y-Y 0.01832 k Gemming NDS Fonsrda Comp+Mxx,NDS Eq.3.9-3 Top along X-X 0.0 it Bolbm along X-X 0.0 k Location of max above base 13.906 ft Mailaem SERVICE Load Laterd Dons... At nsx<rx ra location vat are••• Along Y Y -0.07054 in at 8.175 ft above base Applied Axial 4.185 k for load combination:D+1, Aim Mx -0' 8 Akxg X-X 0.0 In at 0.0 ft above Mese ARAM My 0.0 k-ft Fc:Abwable 264.632 psi for load combination:ilia Other Factors used to carate Movable stresses... PASS Maximus Shea Stress Raba= 0.005408:1 ftosina cfaalmim Intim Load Combination 40+1..+4-1 Cf orCv:Size based factors 1.000 1.000 Location of ma x above base 14.0 ft Applied Design Sheer 0.6057 Pi *feeble Shear 112.0 psi xAj Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D Stress Ratio Status Location Stress Ratio Status t.ocatkvi D Only 1.000 0.1631 PASS 0.0 ft 0.001613 PASS 14.0 ft +D+L+11 1.000 0.6806 PASS 13.906 ft 0.005408 PASS 14.0 ft +D+Lr+H 1.000 0.1631 PASS 0.0 ft 0.001613 PASS 14.0 ft 40+6+H 1.000 0.1631 PASS 0.0 ft 3.001613 PASS 14.0 ft +040.750Lr+0.750L+H 1.000 0.4871 PASS 13.906 ft 0.004459 PASS 14.0 ft +040,750L40,7505+H 1.000 0.4871 PASS 13.906 ft 0.004459 PASS 14.0 ft 4D+W4H 1.000 0.1631 PASS 0.0 ft 0.001613 PASS 14.0 ft +040.70E4H 1.000 0.1631 PASS 0.0 ft 0.001613 PASS 14.0 ft +040.7501j+0.750L40.750W+H 1.000 0.4871 PASS 13.906 ft 0.004459 PASS 14.0 ft +D40.750L+0.750S40.750W4H 1.000 0.4871 PASS 13.906 ft 0.004459 PASS 14.0 ft +1040.750L140,750L40,5250E441 1.000 0.4871 PASS 13.906 ft 0.004459 PASS 14.0 ft +0+0.750140.750S40.5250E41 1.000 0.4871 PASS 13.906 ft 0.004459 PASS 14.0 ft 1Project Title: ID: �����V ) %\ V o a� N1EngineecProject Descr: Project . _'1 Consulting E.ngheers 3b ucbira L Engineering cw t -.-�. ,S»..r .4-_,:.-V-..a '+�.:. ..,_. ° .� ..,tom r._� r...,..§ .....:.;" 1-I,. ...,. _ Lic Y.D'.- J`-54 ..sit, hayi;.n r-nns., 13 e Ji iers Description: P1 Ma durum kdal+Bending Stress Ratios Madmum Shear Ratios Load Combination C o Stress Ratio Status Location Stress Ratio Status Location 40.60D+W41i 1.000 0.09785 PASS 0.0 ft 0.000968 PASS 14.0 ft 40.60040.70E+H 1.000 0.09785 PASS 0.0 ft 0.000968 PASS 14.0 ft _ r'. Note:Only non-zero reactions are listed. X XAxis Reaction Y Y Axis Reaction Axial Reaction Load Combination al Base @ Top @ Base !TBP e Base D D k -0.005 0.005 k 1.305 k L y k .0.013 0.013 k 2.880 k D41. k -0.018 0.018 k 4.185 k Load Combination Max.X•X Deflection Distance Mat Y-Y Deflection Distance D Only 0.0000 in 0.000 ft -0.021 in &174 ft 1 Only 0.0000 In 0.000 ft -0.050 in 8.174 ft D4L 0.0000 In 0.000 ft -0.071 in 8.174 ft w 4 E C a 4 O m 0 a E I , rI5.E0 in Loads are total entered value.Arrows do not reflect absolute direction. __ inI )iiipat‘" ll ENv - _ N, I Projc.ot Title: Engmeer: Prqect Descr: Project ID: II , j1 _ 1 c-onsultingLrigheers 3buchri. Lngineetiv -"T-- -,- `,-, , :-14v..x.., = -4- -1:--'- A- - •4;7*----'11 .---s-1--..---4..„,x-,-,',.,4-,: Description: x-brace Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 Load Combinations Used:ASCE 7-05 :4-, Analysis Method: Allowable Stress Design Wood Secion Name 2x6 End Fudties Top&Bottom Pinned Wood Gracilng/b4anuL Graded Lumber Overall Colton Height 15.0 ft Wood Member Type Sawn (Used for non-slender calculations) Exact width 1.60 in Allow Stress Modification Factors Wood Spades Hem Fir Exact Depth 5.50 in Cf cr Cv for Bending 1.30 WoodGrade No.2 Area 8250 1t2 Cr or cvfof compressica 1.10 Fb-Tension 575.0 psi Fv 140.0 ped ix 20.797 WM Cf or Cv blension 1.30 Fb-Compr 575.0 psi Ft 375.0 psi IY 1.547 in.ket Cm:Welke Factor 1.0 Fc-PM 575.0 psi Density 27.70 pdCt:Temperature Factor 1.0 Fc-Perp 405.0 psi Ctu:Fiat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending Y-Y Sending Axial Kr:Built-up columns 1.0 NOS/5.3.2 Basic 1,100.0 1,100.0 1,100.01csi Use Cr:Repetitive? No fnaonlyi MifillUM 400.0 400.0 Brace condition for detection(budding)along cohorts: X-X(width)ads: Unbraced Length for X-X Axis buckling=611.K=1.0 Y-Y(depth)ads: Unbraced Length for X-X Axis bucking=6 ft,K=1.0 Service loads entered.Load Factors will be applied for calculations. Column self weight included:23.805 lbs*Dead Load Factor AXIAL LOADS... Axial Load at15.0 ft,E=0.960k Bending&Shear Check Results PASS Max. nding Stress Ratio = 0.6205:1 Maximum SERVICE Lateral Load Reactions.. Load Contination +D40.70E+H Top along1f-V 0.0 k Bottom along Y-Y 0.0 k Gowning NDS Form* Comp Only.fc./Fc' Top bong X-X 0.0 k Bottom along X-X 0.0 Ii Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Defections... At mmdmum location vakies are... Abng Y-Y 0.0 in at 0.0 ft above base Applied Axial 0.89581( for bad combination:ilia APPred Mx 0.0 bit APP1480 MY 0.0 k_ft Along X-X 0.0 In at 0.0 It above base Fc:Allowable 135.924P51 for bad combination:nig Other Factors used to calcdde allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Banc* Conwasslon left Load Corrtiination +0.60D40.70E+H Cf or Cv:Size based factors 1.300 1.100 Location of malLabove base 15.0 ft Applied Design Shear 0.0 Psi Allowable Shear 140.0 psi V‘..1i.S.-.. ' " '..,. •R Madman Axial+Bendma Stress Ratios Maximum Shear Ratios Load Combination C D Stress Ratio Status Location Stress Ratio Status Location D Only 1.000 0.02123 PASS 0.0 ft 0.0 PASS 15.0 ft +D+L+H 1.000 0.02123 PASS 0.0 ft 0.0 PASS 15.0 ft +D+Lr4+1 1.000 0.02123 PASS 0.0 ft 0.0 PASS 15.0 ft 404641 1.000 0.02123 PASS 0.0 ft 0.0 PASS 15.0 ft +0+0.750L140.750L+H 1.000 0.02123 PASS 0.0 ft 0.0 PASS 15.0 ft 40+0.750L+0.750S+H 1.000 0.02123 PASS 0.0 ft 0.0 PASS 15.0 ft +0+W+H 1.000 0.02123 PASS 0.0 ft 0.0 PASS 15.0 ft +040.70E+H 1.000 0.6205 PASS 0.0 ft 0.0 PASS 15.0 ft +040.750Lr40.750L+0.750W+H 1.000 0.02123 PASS 0.0 ft 0.0 PASS 15.0 ft 4040.7501+0.750S+0.750W+H 1.000 0.02123 PASS 0.0 ft 0.0 PASS 15.0 ft +040.750tp10.750L+0.5250E+H 1.000 0.4707 PASS 0.0 ft 0.0 PASS 15.0 ft 410.750L+0.750S+0.530E+H 1.000 0.4707 PASS 0.0 ft 0.0 PASS 15.0 ft • Project Title:Project Descr Protect�: � ,''H )HA\ a a IEI I � Consulting StnicluraL Lngineering { ;e rage -a1 7 t,,; $s a�:- ' y� 4 '.:,-, -.,,r x 3 x.Z._.��...<__;.{ '-- ,--. 11-1' r_. .. . , ., .i'.:. x �-,ms. .. Lir ,(:. --J-,5'74, L snsF tia;d i c���is�If r a er lit e+ars DeSailtal: AM= Maximum Axial+Bending Stress Ratios Maximum Shear Ratios L0ad Combination C p Stress Radio Status Location Stress Ratio Status Location 40.600+W+H 1.000 0.01274 PASS 0.0 ft 0.0 PASS 15.0 ft 40.600.4070E4i 1.000 0.6120 PASS 0.0 ft 0.0 PASS 15.0 ft ..•,P°'1011eNote:On y non-zero reactions are listed. X X Axis Reardon Y-Y Axis Reaction Mal Reaction Load Combination @ Base @ Tap @ Base •Top !Base E Only It k 0.960 k Load Canbkadon 2 Max.X-X Deflection Distance Max.Y-Y Deflection Distance E Only 0.0000 h 0.000 ft 0.000 in 0.000 R UMW 111( 0 rd s 1 2,0 f L,J... Loads are total entered value.Arrows do not reflect absolute direction. ral u Project er. Project ID: , ' HHA\ a wEN( E Project : --- -- Consulting C.ngbeers Strucb,ra. Lngineetiv ua ?�,' � � 1-a.- °a-,��. .`.,�^ .� 4s,� ��� �. � -r< .sx . tic<ns�t .ii3 i_i c.,_.' ,,t.xi en!7ir �:�rs Lic .7 M ..CACC5543 ,: Descripion: Sfttir Sbkgers Calculations per NDS 2005,IBC 2006,CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 575.0 psi E:Modulus of E/e y Load Conthiialion ASCE 7-05 Fb-Compr 575.0 psi Ebend-Jot 1,100.0ksi Fc-Pril 575.0 psi Emktend-xx 400.0ksi Wood Spades :Hem Fir Fc-Perp 405.0 psi Wood Grade :No.2 Fv 140.0 psi Ft 375.0 psi Density 27.70pcf Beam Bracing : Beam is Fully Braced against lateral-torsion budding 0(0.023) L(0.053) I i + i * + 1 3-2x6 i I E i I Span = 11.0 ft _- - -- _._' - K_14 Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0230, L=0.0530, Tributary Width=1.0 ft :`i1E8At .f 111111MEECEI. z- - -- - -- Maximum Bending Stress Ratio - 0.8131 Maximum Shear Stress Ratio = 0.166:1 ISection used for this span 3.2x6 Section used for this span 3-2x6 i fb:Actual = 808.000 fv:Adult = 23.30 psi I FB:Allowable = 747.50 psi Fv:Allowable = 140.00 psi 1 +D+L+H Load Combination +0+1.+H i Location of maximum on span = 5.500ft Location of maximum on span = 10.558ft ISpan*where maxims occurs = Span fl 1 Span*where maximum occurs = Span ft 1 Maximum Deflection Max Downward L+Lr'S Deflection 0.256 in Ratio= 515 1 Max hard L+Lr+S Deflection 0.000 in Ratio= 0<380 1Max Downward Total Deflection 0.367 in Ratio= 359 Max Upward Total Deflection 0.000 in Ratio= 0<180 I I iI Ate, I - , ,..-_ .� ;, 1:4t..7:...!.1:. ---- Load Combination Max stress Rains Moment vaWes Shear Valdes Segment Length 4018 M V Cd CFN C1 Cr Cm C t CL M 1b Pb V iv N D Only 0.00 0.00 0.00 0.00 Length=11.0 5 1 0.246 0.050 1.00 120 1.00 1.00 1.00 1.00 1.00 0.35 184.00 747.50 0.12 7.05 140.00 4044.4H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.0 5 1 0.813 0.166 1.00 1.30 1.00 1.00 1.00 1.00 1.00 1.15 608.00 747.50 0.38 23.30 140.00 40411+11 1.30 1.00 1.00 1.00 1.00 100 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0246 0.050 1.00 1.30 1.00 1.00 1.00 1.00 1.00 0.35 184.00 747.50 0.12 7.05 140.00 +0.6411 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0.246 0.050 1.00 1.30 1.00 1.00 1.00 1.00 1.00 0.35 184.00 747.50 0.12 7.05 140.00 4040.750114075014H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.05 1 0.672 0.137 1.00 1.30 1.00 1.00 1.00 1.00 1.00 0.95 502.00 747.50 0.32 1924 140.00 40.0,750L40.750S+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.05 1 0.672 0.137 1.00 1.30 1.00 1.00 1.00 1.00 1.00 0.95 502.00 747.50 0.32 19.24 140.00 7-1 liA vd 11-ENIc . 1 0 _ - ks. . Profect Title: nameer . Project ID: 1 _ Con5ultnq seers 5trucE r4. Engineering F _ L. ,44,,, 44t4,,,-4:- . j Lt".�n; t.- 1-1 ,-,IFI ,IA nJ enm,,rs Desaiption: Stair Stingers Load Combination Max Stress Ratios Moment Values Shear Values Seward Leap Span SI M V Cd CFN Ci Cr Cm C t CL M tb Pb V iv Fv 404V/4H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0.246 0.050 1.00 1.30 1.00 1.00 1.00 1.00 1.00 0.35 184.00 747.50 0.12 7.05 140.00 4040.70E44 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0246 0.050 1.00 1.30 1.00 1.00 1.00 1.00 1.00 0.35 184.00 747.50 0.12 7.05 140.0D +D40.7501240.750L40.750W44 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0.672 0.137 1.00 1.30 1.00 1.00 1.00 1.00 1.00 0.95 502.00 747.50 0.32 1924 140.00 4040.75000.7508-'0.750W41 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0.672 0.137 1.00 1.30 1.00 1.00 1.00 1.00 1.00 0.95 502.00 747.50 0.32 19.24 140.00 4040.750L140.750140.5250E4H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.0 It 1 0.672 0.137 1.00 1.30 1.00 1.00 1.00 1.00 1.00 0.95 502.00 747.50 0.32 19.24 140.00 4040.750L40.750640.5250E41 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.ft 1 0.672 0.137 1.00 1.30 1.00 1.00 1.00 1.00 1.00 0.95 502.00 747.50 0.32 19.24 140.00 40.600-4,44l 1.30 1.00 100 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lamb=11.0ft 1 0.148 0.030 1.00 1.30 1.00 1.00 1.00 1.00 1.00 0.21 110.40 747.50 0.07 4.23 140.00 40.60 40.70E4H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0.148 0.030 1.00 1.30 1.00 1.00 1.00 1.00 1.00 0.21 110.40 747.50 0.07 4.23 140.00 1 1 Load Combination Span Max. Deft Location In Span Load Combination Max."+Deft Lorton in Span DiL 1 0.3689 5.540 0.0000 0.000 Support notation:Far left is 81 Values in KW'S Load Combination Support 1 Support 2 Neral MAXlmwn 0.418 0.418 D Only 0.127 0.127 L Only 0.292 0.282 D-4. 0.418 0.418 t