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Plans (72) OFFICE COPY OFFICE COPY • Michael K. Brown, S.E. RECEIVED 5346 E. Branchwood Dr. Boise, ID 83716 APR 13-2017 208-850-7542 Mikebrown.se@gmail.com CITY OF TIGARD BUILDING DIVISION April 3, 2017 j�r j("'� Misty Lane REVISION CITY OF TIGARD REVIEWE FOR CODE COMPLIANCE Stonebridge Homes 4230 Galewood St., Suite 100 Approved: [ J Lake Oswego, OR 97035 OTC: [ I Re: Lot 85, Arlington Heights Permit#: Q 15284 Oakmont Place Address: 14-0 s j .3 ) 4. 1%0A--i- Tigard, ) Mc0,n--i-Tigard, OR Suite#: Rear Deck Response Letter from 32 Building Consultaqts, Inc. Stonebridge Job Numbers: 1456 Date: CI._ . 3" 17 Engineer Job Number: DM12-101 Dear Misty: We have reviewed the letter by J2 Building Consultants, Inc. dated March 23, 2017 regarding the rear deck at the above referenced project. The following is our response to the items listed in the letter with corresponding numbers: 1. See attached rear deck lateral calculation that was provided for during the original building permit. Please note that the actual height is different than originally planned, but I've added 'notes' in red that adjust to current conditions. It is also my understanding that we're going with 4x4 knee braces between post and beam, so adjustments have been made for that as well. 2. Spacing requirements for the SDS screws have been added to the elevation and detail drawings. See attached. Please note that the calculations used for the shoring required only 5 SDS screws, but that assumed DF was used. The bracing will be HF and allowable load is only 200#/screw. The force to be resisted for the shoring is 1200#, therefore only(6)SDS25300 screws are needed. This is updated in the attached sketches. 3. Maximum load at post is 8325#. Total area of post with 2x6 and 6x6 is 38.5 in^2. Load on area = 8325/38.5 = 216.23psi. Load to 2x6 = 216.23*(1.5*5.5) = 1784#. Capacity of 16d box nail in HF =89#/nail. Height of column is 20ft. Load to be transferred per foot= 1784/20= 89.2 #/ft. Use (2) 16d at 12" o.c., capacity = 2*89= 178#/ft>89.2, therefore okay. 4. Detail C in the attached sketch has been modified to terminate the 2x6 at bottom of 6x6. 5. Attached rough sketch detail D has been attached to address the dimensions of the cross-bracing and intersections. Please note that the cross-bracing is eccentric. See attached calculations for post to transfer the load. 6. We have contacted a Geotechnical Engineer,Jim Imbrie with GeoPacific Engineering and he has reviewed the details with allowable bearing pressure i 1-1 't4Tc c py < Y Michael K. Brown, S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208-850-7542 Mikebrown.se@gmail.com used. You will need to retain him to visit the job site to evaluate the bearing conditions once excavation has been completed and provide recommendations. We have also added a noted to attached detail B to use (3)#4 bars to be epoxied doweled into the existing concrete footing, if the under pin option is used. If you have any questions, please do not hesitate to contact me. Sincerely, y�i, fi /r �^ "` { ty' aide ,_ - it 0 atilasomm. Michael Brewn-,-5 E-- -12-31-2017! NOTES Z POS' o f !IP. GUARDRAIL g� NOT TO SCALE —CH rni ' 1J BM PER PLAN, ME " °I Z Z ',V • I I I I I I 0 0 TYP GUARDRAIL POST PET. �6x6POST PARALLEL TO JOISIS +\ 1 TYP. BA:� NOT TO SCALE \n #11;tll:» -- -- --'- E--4 i 4x4 knee 1:1 ,,✓ - brace ——- OP i� .._ 1-1,2"MIN..2-14" 4x4 Knee Brace w ' E MAX.TYP. — - (4)'Simoson' E SDS25500 Screws at reedend 1 KNEL f3RACF (4�SDS25500 NOT TO SCALE 10 ( I I Z t-114', Screws 1-114", tYP tyP (2)7/16"lag bolt .. - SDS25300 Screws Q II II II ?) W I / \ r �' �'� F__ Y i PLAN No. 173-MOD -- �-- -- - i �I-- I� O' DRAWN BY: K.K. r ( j DATE: 9/23/1 �� SCALE: 1/4"=11-0 I (f) FILE:1456-173MOD-OP11-1 DRAWINGS: 2x8 PRESSURE TREATED DECK qq JOISTS 0 16"O.C. �� — -- DETAILS (6)s„2530() �l • uiaasasssaI SHEET No. LII!!! rI lig $FF DECK BRACING SKETCH(HEIGHT IS �III' � GREATER THAN SHOWN �� BRA ING RECi'D I � � .. GRACING REO'D) / } _.. -_- __ _ _.. \j� -___ Orr /\/\��\\\�j\��/\vj\��/\�� ,_ �\�j\/j\//\///\/////\\'`�` /.- \\ d.� P-4-=' FRAMING r l_AN \\;-Y\`\��;//\��,��A A\�,-\\\;��,\�� A ,��-\ \��`�� -\/\`' N.T.S N Ttaio Ind N tj IMAM llO F% '7/b� 9 Iced ,w a�43tMf J ��r� idol -*Id aid ..Qlxq�..C�y (,1,0/0) hNrr� i j v1 )0.,pi5-NoN 00V 1. ---4_ -i .._— ' N3 1� 1, , , 14049,714049,7c7 Ll� 1 I . I .7 # i Q'..cc L1/ 1 _ i' 7n'id 11'� cti ` Hicrjal i ..d 9XZ Qoy J ` /y *-3 yIJ�sYd J i I it � n�MlA 3 7'7/� ` 1 ` Grii.r�Z (��/_'/ . a I1ele0 i f r EZ t I Q �j1YL.L00-3, Utiej gf\I �C1..QiX Q�.. (/�) �✓j" -Ison ,��siv/ -noN , r' J` ii1 ,J'slll tif11' (f) hfow1o<1 &L i11111a�. Icj (11 4o 1 99 9aj (N) 3z-,r1 rv, yyg )eZ (N) /5,• (3)#4 bars with FT4 'Simpson'SET-XP to existing concrete with , 2"Min.embedment. 4047 P' CO 6gT ' 1 (N) cc14G Fro) Pi-^>J —. u X p«s is EA ( 0) 646 i'r N kGrvrtvL WO —1 �,- i (E) EP6Gv iL uMe To rLou+ tdr ,,,DE f" 44,42Am CN) NOiV 51441.1,41k G� n Of CO)FX. — USf &y..10nJ4 .84C,ar i al 1wU J (E CaJC. . da o 6 (N)( tc p, ..7-.I o a d 7(_III ~ 111 (II . / . r 'Si p bars with ., 'Simpson'SET-XP to %! 'ir"—,a S. existing concrete with �. , , -_(t % Zi 2"Min.embedment. _ i tl%.",f/Nib /5, . ?VAL: APD Cft ns)--15 /d4 ,i. 2 " ___ ,K l�/7f SIS�wo l Oki THIS 1 ,�� PRt°R TO f_KC-Pi AT,onl SAcrvs/ Ute VO- Sl+.I EP111°J 24 (0)2.,(G a) 6K- 6r„4.4 '41111111111111111111111 Vszlt (E)(3K6 SUPPOAM44 SgIAPI (E) 6xr2 fLAI 64) T. FA511-ea-ru 4 (2)It,ci a ire: Terminate(N)2.6 at bottom(E)6x6 FAT pAea, (N) Non-Shrink Grout tt ca,j cfr ,r9 r SfcTo•V Povr — tic) 25 0.1 pcil'liVryc) 9ri,,o14- .50bf) E 7-77— \ . f r ,ic 1,C6»51791nl x. dA1 ivoLLJ9/inc7 ti & cc£31SGIc(9) , i' � o �0 311 V tIV N0 (r) / - 0 t ---•r V )414.74 •••..:- ,c. ti Ij � Nogirri i 7 // ' . • 421\"?),Vg- WI.) _./7"; ../ 419,1 4 . .,41 _ccd /3'eA .2)49 Michael K. Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 85, Arlington Heights By: MKB Core Job Number: DM12-101 Date: September, 2012 Lateral at Deck: Roof Level: 1 5psfx1 2'x20' No walls and 6:12 slope roof. Win oads are minimal compared to Seismic. Roof Weight = 360 pounds Lateral Load, P = 396 Pounds Use Knee Braces: Each knee brace in tension only and at 45 degrees. P Force in each brace = 465 Pounds Balcony Level: Size of Balcony matches roof above. Weight is approximately, if not lighter. Assume same...conservative. Load at Balcony will be twice the load at roof= 931 Pounds Capacity of#10 screw in Hem Fir = 101 pounds/screw. With seismic 101 * 1.6 = 161.6 Required number of screws = 5.759748 Use 6 #10 screws See attached for 6x6 post check Check knee braces with 4x4 terminating against post and beam. Allowable shear for SDS25500 = 250#/screw, withdraw = 330#/screw. Seismic factor= 1.6Allowable shear= 250**1.6 = 400#/screw. Allowable withdraw = 330*1.6 = 528#/screw. Per NDS 11.4: Z' = (ZW)/(Wcos"2(45)+Zsin^2(45)) Z' = (528*400)/((528*cos"2(45))+(400*sin^2(45))) =455#/screw. Use minimum of(2) SDS25500 Note: (4) SDS25400 specified in drawings. Softwood end distance = 7D, D-0.25", use 7*0.25 = 1-3/4". Located screw 1-3/4"from end. Spacing =4D, use 1" minimum spacing. Edge Distance =4D = 1". Michael K.Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 85, Arlington Heights By: MKB Core Job Number: DM12-101 Date: September, 2012 Deck Level: Dead Load: 2x Decking 5 psf 2x8 @ 16" o.c. 2.2 psf Misc. 1.8 psf Total = 9 psf Live Load = 40 psf(match interior live load) 12' V -> 18'-0" 792# V=0.11[9psf(12'/2)(18.5')] +79; 891.0 Pounds 891# 10,-0" 9 Actual condition shown in red (showing single bay) Loads 9'-0" as shown Typica s• 10'-0" Force at Each Brace = 445.5 pounds horizontal (tension Only): 2 bays Axial force in brace = 630.0 Pounds 2x6 bracing with (8) # 10 screws X' bracing to be taken to bottom of wood posts, therefore no additional lateral loads on post(axial only). Check with SDS25300: capacity in 2x HF = 200 * 1.6 = 320 #/ screw #of SDS25300 = 630/320 = 1.96 Use (4) SDS25300 w/ 2x HF bracing From existing calculations Wood Column File:C:\Michael K.Brown,S.EIDMH12012 Projects 1 DM12-076 1432-2811Calcs\generic garage floor.ec6 ENERCALC,INC.1983-2011,Build:6.12.3.14,Ver:6.12.3.14 Lic.#:KW-06005725 Licensee:CORE ENGINEERING PLLC Description: Deck Column with knee brace General Information Calculations per 2005 NDS,ASCE 7-05 Analysis Method: Allowable Stress Design Wood Section Name 6x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 10.0 ft Wood Member Type Sawn Used for crz sle aer caraulahons; Exact Width 5.50 in Allowable Stress Modification Factors Wood Species Hem Fir Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade No.2 Area 30.250 in^2 Cf or Cv for Compression 1.0 Fb-Tension 850 psi Fv 150 psi Ix 76.255 in^4 Cf or Cv for Tension 1.0 Fb-Compr 850 psi Ft 525 psi ly 76.255 in^4 Cm:Wet Use Factor 1.0 Fc-PrIl 1300 psi Density 27.7 pcf Ct:Temperature Factor 1.0 Fc Perp 405 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 v-3'3'a.2.2 Basic 1300 1300 1300 ksi Use Cr:Repetitive? No p,on Worn}, Minimum 470 470 Brace condition for deflection(buckling)along columns: Load Combination 2006 IBC&ASCE 7-05 X-X(width)axis:Fully braced against buckling along X-X Axis Y-Y(depth)axis:Fully braced against buckling along Y-Y Axis Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:58.189 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 10.0 ft, D=1.70,Lr=1.0,L=2.0 k BENDING LOADS. . . Lat.Point Load at 8.0 ft creating Mx-x,E=0.50 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.2866:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +DA0.70E4-H Top along Y-Y 0.40 k Bottom along Y-Y 0.10 k Governing NDS Formla 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 7.987 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.1061 in at 5.705 ft above base Applied Axial 1.758 k for load combination: E Only Applied Mx 0.5591 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 1,300.0 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.06171 :1 Bending Compression Tension Load Combination +D+0.70E+H Cf or Cv:Size based factors 1.000 1.000 Location of max.above base 10.0 ft Applied Design Shear 9.256 psi Allowable Shear 150.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D 0.04471 PASS 0.0 ft 0.0 PASS 10.0 ft +D+L+H 0.09557 PASS 0.0 ft 0.0 PASS 10.0 ft +D+Lr+H 0.07014 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.750Lr+0.750L+H 0.1019 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.750L+0.7505+H 0.08285 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.70E+H 0.2866 PASS 7.987 ft 0.06171 PASS 10.0 ft +D+0.750Lr+0.750L+0.750W+H 0.1019 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.750L+0.750S+0.750W+H 0.08285 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.750Lr+0.750L+0.5250E+H 0.2239 PASS 7.987 ft 0.04628 PASS 10.0 ft +D+0.750L+0.750S+0.5250E+H 0.2203 PASS 7.987 ft 0.04628 PASS 10.0 ft +0.60D+0.70E+H 0.2854 PASS 7.987 ft 0.06171 PASS 10.0 ft ' sr File:C:\Michael K.Brown,S.E\DMH\2012 Projects1DM12-0761432-281\Calcs\generic garage floor.ec6 Wood Column ENERCALC,INC.1983-2011,Build:6.12.3.14,Ver:6.12.3.14 Lic.#:KW-06005725 Licensee:CORE ENGINEERING PLLC Description: Deck Column with knee brace Maximum Reactions-Unfactored 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 Only k k 1.758 k L Only k k 2.000 k Lr Only k k 1.000 k L+Lr k k 3.000 k E Only k 0.100 0.400 k k D+Lr k k 2.758 k D+L k k 3.758 k D+L,-Lr k k 4.758 k D+E k 0.100 0.400 k 1.758 k D+L+E k 0.100 0.400 k 3.758 k D+Lr+E k 0.100 0.400 k 2.758 k Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D 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 Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L+Lr 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.106 in 5.705 ft D+Lr 0.0000 in 0.000 ft 0.000 in 0.000 ft D+L 0.0000 in 0.000 ft 0.000 in 0.000 ft D+L+Lr 0.0000 in 0.000 ft 0.000 in 0.000 ft D+E 0.0000 in 0.000 ft 0.106 in 5.705 ft D+L+E 0.0000 in 0.000 ft 0.106 in 5.705 ft D+Lr+E 0.0000 in 0.000 ft 0.106 in 5.705 ft Sketches Y Mt Loads 1 C L g1 y S 616 X - - 5 w f - Loads are total entered value.Arrows do not reflect absolute direction • Wood Column File=C:\Users\Mike\Desktop\DM12-1-1\Calcs\GENERI-1.EC6 ENERCALC,INC.1983-2017,Build:6.17.2.28,Ver.6.17.2.28 Lic.#:KW-06005725 Licensee:CORE ENGINEERING PLLC Description: (N)6x6 with 2x6 Deck Column at bottom with seismic load Code References Calculations per 2005 NDS, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :2006 IBC&ASCE 7-05 General Information Analysis Method: Allowable Stress Design Wood Section Name 6x7 End Fixities Top&Bottom Pinned Wood Grading/Manuf Graded Lumber Overall Column Height 20.0 ft Wood Member Type Sawn Used dor non-slender calculations Exact Width 5.50 in Allow Stress Modification Factors Wood Species Hem Fir Exact Depth Wood Grade No.2 7.0 in Cf or Cv for Bending 1.0 Area 38.50 inA2 Cf or Cv for Compression 1.0 Fb Tension 850 psi Fv 150 psi lx 157.208 ink' Cf or Cv for Tension 1.0 Fb-Compr 850 psi Ft 525 psi ly 97.052 in^4 Cm:Wet Use Factor 1.0 Fc-PrII 1300 psi Density 26.83 pcf Incising Factors: Ct:Temperature Factor 1.0 Fc-Perp 405 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:5.3.2 Basic 1300 1300 1300 ksi Use Cr:Repetitive? No Minimum 470 470 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axis buckling=10 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=20.0 ft K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:143.466 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 20.0 ft,D=1.665,L=6.660 k BENDING LOADS... Lat.Point Load at 1.0 ft creating Mx-x,E=-0.450 k Lat.Point Load at 10.0 ft creating Mx-x,E=-0.450 k Lat.Point Load at 11.0 ft creating Mx-x,E=0.450 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.7245:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L Top along Y-Y 0.0 k Bottom along Y-Y 0.450 k Governing NDS Fonimla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y -0.1216 in at 7.785 ft above base Applied Axial 8.468 k for load combination: E Only Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 303.620 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.06818:1 Bending_ Compression Tension Load Combination +D+0.70E Location of max.above base 10.872 ft Applied Design Shear 12.273 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 Only 1.000 0.292 0.1547 PASS 0.0 ft 0.0 PASS 20.0 ft +D+L 1.000 0.292 0.7245 PASS 0.0 ft 0.0 PASS 20.0 ft +D+0.750L 1.000 0.292 0.5820 PASS 0.0 ft 0.0 PASS 20.0 ft +D+0.70E 1.000 0.292 0.1688 PASS 8.725 ft 0.06818 PASS 10.872 ft +D+0.750L+0.5250E 1.000 0.292 0.5821 PASS 1.074ft 0.05114 PASS 0.9396ft +0.600 1.000 0.292 0.09283 PASS 0.0 ft 0.0 PASS 20.0 ft +0.60D+0.70E 1.000 0.292 0.1444 PASS 8.725 ft 0.06818 PASS 10.872 ft Wood Column File=C:\Users\Mike\Desktop\DM12-1-1\Calcs\GENERI-1.EC6 ENERCALC,INC.1983-2017,Build:6.17.2.28,Ver:6.17.2.28 Lic.#: KW-06005725 Licensee:CORE ENGINEERING PLLC Description: (N)6x6 with 2x6 Deck Column at bottom with seismic load 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 Only k k 1.808 k +O+L k k 8.468 k +D+0.750L k k 6.803 k +D+0.70E k -0.315 k 1.808 k +D+0.750L+0.5250E k -0.236 k 6.803 k +0.60D k k 1.085 k +0.60D+0.70E k -0.315 k 1.085 k L Only k k 6.660 k E Only k -0.450 k k Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E 0.0000 in 0.000 ft -0.085 in 7.785 ft +D+0.750L+0.5250E 0.0000 in 0.000 ft -0.064 in 7.785 ft +0.600 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.600+0.70E 0.0000 in 0.000 ft -0.085 in 7.785 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft -0.122 in 7.785 ft Sketches Y 8325M-x Loads ,t. X as _ N -O.a5k dl ,, L N I 6x7 -0a5k V 5.50 in Loads are total entered value.Arrows do not reflect absolute direction. Wood Column File-C:\Users\Mike\Desktop\DM12-1-1\Calcs\GENERI-1.EC6 ENERCALC,INC.1983-2017,Build:6.17.2.28,Ver:6.17.2.28 Lic.#: KW-06005725 Licensee:CORE ENGINEERING PLLC Description: (N)6x6 with 2x6 Deck Column at bottom check for construction loads Code References Calculations per 2005 NDS, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :2006 IBC&ASCE 7-05 General Information Analysis Method: Allowable Stress Design Wood Section Name 6x7 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 20.0 ft Wood Member Type Sawn Used fir non-slender calccttatrons j Exact Width 5.50 in Allow Stress Modification Factors Wood Species Hem Fir Exact Depth Wood Grade No.2 7.0 in Cf or Cv for Bending 1.0 Fb Tension 850.0 psi Fv 150.0 psi Area 38.5 inA2 Cf or Cv for Compression 1.0 Fb Compr 850.0 psi Ft 525.0 psi lx 157.208 jog Cf or Cv for Tension 1.0 ly 97.052 in 4 Cm:Wet Use Factor 1.0 Fc-Pill 1,300.0 psi Density 26.830 pcf Incising Factors: Ct:Temperature Factor 1.0 Fc-Perp 405.0 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 ,\122"5.3.2 Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr:Repetitive? No Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axis buckling=10 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=20.0 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included: 143.466 lbs*Dead Load Factor AXIAL LOADS. . . Axial Load at 20.0 ft,D=1.665 k BENDING LOADS... Lat.Point Load at 1.0 ft creating Mx-x,D=0.850 k Lat.Point Load at 10.0 ft creating Mx-x,D=-0.850 k Lat.Point Load at 11.0 ft creating Mx-x, D=0.850 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.3755:1 Maximum SERVICE Lateral Load Reactions.. Load Combination D Only Top along Y-Y 0.0850 k Bottom along Y-Y 0.7650 k Goveming 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 11.007 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.1765 in at 11.275 ft above base Applied Axial 1.808 k for load combination: D Only Applied Mx 0.7644 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Atowable 303.620 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.1656:1 Bending Compression Tension Load Combination D Only Location of max.above base 10.872 ft Applied Design Shear 29.805 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 Only 1.000 0.292 0.3755 PASS 11.007 ft 0.1656 PASS 10.872 ft +0.600 1.000 0.292 0.2064 PASS 11.007 ft 0.09935 PASS 10.872 ft 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 Only k 0.765 0.085 k 1.808 k Wood Column File=C:\Users\Mike\Desktop\DM12-1-11Calcs\GENERI-1.EC6 ENERCALC,INC.1983-2017,Build:6.17.2.28,Ver:6.17.2.28 Lic.#: KW-06005725 Licensee:CORE ENGINEERING PLLC Description: (N)6x6 with 2x6 Deck Column at bottom check for construction loads 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 +0.60D k 0.459 0.051 k 1.085 k Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.176 in 11.275 ft +0.60D 0.0000 in 0.000 ft 0.106 in 11.275 ft Sketches 6e6M-x Loads • �.. — A t, X O p:< 01 6x7 o 1 -_ 5.50 in Loads are total entered value.Arrows mows do not reflect absolute direction. FOR OFFICE USE ONLY SITE ADDRESS: This form is recognized by most building departments in the Tri-County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT 114 = Transmittal Letter r c,,\E< n 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov TO: tom. DA pRECEIVED: DEPT: BUILDING DIVISION RECEIVED APR 13`2017 FROM: 5 Co/1-- .S t" ►� C v. Z CITY OF TIGARD COMPANY: ' d • r e c g BUILDING DIVISION PHONE: -0-3 .1 - -- (l e ( By:/ -1 RE: /5) 89 5 c l= w,0,--( e °Y ict)ori oa (btu (Site Address) // (Permit Number) +T s (Project name or subdivisi6n name and ' �er) ATTACHED ARE THE FOLLOWING S: Copies: Description: Copies: 1 Description: Additional set(s)of pl. • Revisions: P\Ci S Cross section(s) an. details. \ Wall bracing and/or lateral analysis. Floor/roof framint. Basement and retaining walls. Beam calculatio . � Engineer's calculations. Other(explain): REMARKS: FOR OFFICE USE ONLY Routed to Permit Technici. . Date: 4 I — r7 Initials: f) himmiNOMINA ❑ 'o Fee Description: Amount Due: •3 For P) car. rcy e... $ $ a d-f cee4s ' 43-i. Special Instructions: - Reprint Permit(per PE): ❑Yes ]No I Done Applicant Notified: Date: y /7/17 e/ — Initials: I:\Building\Fomvs\TransmittalLetter-Revisions 061316.doc