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Plans s i EQUILIBRIUM E3I 2(11 ENGINEERS July 22, 2016 SGt) has ad ) 6 - OK) a,-71 Robin Koch CITy O~ i lard Communitecture 840 SE Alder St. ��������� Plant, Portland, Oregon 97214 r)`'t ' 3 Tg RE: Cerbone Residence Remodel 13611 SW Tracy Place Tigard, OR 97239 �T EE LLC Job No. 16022.-- E COPY REVISION Dear Robin: OFFICE " Attached please find the structural engineering addendum calculation set(Sheets Al-A8) which verifies the structural adequacy of the revised flooring joists to be constructed at the subject address as shown in attached redlined drawing (1/S1.2). Design is based on the provisions of the 2012 International Building Code as amended by the 2014 Oregon Structural Specialty Code. Please call if you have any questions. Sincerely, Peter Kahn, P.E., LEED Green Assoc. U C T URq Project Manager S c� PRO 461;4 E IN ! O Enclosures • f = r r? A k Cn OREGON 'U 41 22, 19g��� QUESE IEXPIRES 12/31/2016 16325 Boones Ferry Road, Suite 202 • Lake Oswego, Oregon 97035 Phone 503.636.8388 • Cell 503.803.8576 • Email peter©equilibriumllc.com M { OFFICE COPY EQUILIBRIUMI % "� Approved Plans Byit .__.... nate _g-9-JC ENGINEERS August 9, 2016 REVISION Taz Loomans Communitecture 840 SE Alder St. Portland, OR 97214 Re: Cerbone Residence Remodel—Column Replacement(EE 16022.4) Dear Taz: Thank you for requesting that Equilibrium Engineers, LLC. (EE) review the proposed replacement of(7) basement columns by TerraFirma Foundation Systems (TFFS)to be installed at the Cerbone residence located at 13611 SW Tracy Place, Tigard, Oregon. The replacement columns consist of a metal pipe with a threaded, adjustable metal cap and metal base. TFFS has submitted cut sheets and load ratings for all of the parts to be included on this project and this submittal is included in full with this letter. Bob Cerbone has supplied a basement plan, dated 7/28/16 indicating which of the posts are to be replaced, also attached with this letter. This letter is in reference to columns numbered 13 through 19 only. Columns 1 through 12 were addressed in a previous letter by our office dated July 29, 2016. The column locations and metal post assembly cut sheets by TFFS were included in this previous letter and should be referenced here. Based on our review of the load path to columns numbered 13 through 19 we approve of the replacement metal post assemblies as submitted by TFFS. Thank you for requesting our services and please don't hesitate to contact our office should you have any questions or comments. (RU C TUR q Sincerely, S QED PRi 4 E 44, Peter Kahn, P.E., LEED Green Assoc. OREGON 1 Project Manager o v�i 22,� 7 QUEST• 'EXPIRES 12/31/2016 16325 Boones Ferry Road, Suite 202■ Lake Oswego, Oregon 97035 Phone 503.636.8388•Cell 503.307.5468■ Email jomarie@equilibriumllc.com ProjectGe,.?,,o,... EQUILIBRIUM By F v. Sheet# Location Date "�.z7 /j6 A ( ---161,0(e—N7 i oZ-- E3 Client Revised Job # Coowv(ALi tt t-rV-iz/ ENGINEERS Date (‘oZ2. 0 0o ___ __ (c) 6 Kc2 'To ` lt- M , ._ .1, , , .... , ,. i _.... P / Z/ r t1 I rt 64) STAN = It, "eta t Z to - 2d ' = U 2..-x.ti2Df-L- 1_ 14-1-" (Z 0.c 1- tD }-1,kkA ce" o- __.---- , Y a Lx tS't'1i 6k ' 4 r,t2_ it e.--- ' -s\os t Go-Ace IA.? . (.,r.ro btT1 off) SP/a� "--7- ) 9--t 16,2 (6) gXt2 p 2 - c ti fi1.1"(C-Val G t-kCC.Y_. t Ct,Lis& f €- 2..„-zoe.e.b co 1L)b(i`T is 5/Z )`I2- e com:, , r . r t Title Block Line 1 Project Title: fi You can change this area Engineer: Project ID: Al/using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:22 JUL 2016,11:13AM File=Q:12016 Projects116022 Cerbone Residence Remodel\CALCULATION WORKIENERCALC116022.ec6 k. Wood Beam: ENERCALC,INC.1983-2016,Build:6.16.6.7;Ver:6.16.6.7 Lic.#:KW-06008381 Licensee:EQUILIBRIUM ENGINEERS LLC Description: Revised Flooring Joists i CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 1,000.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb-Compr 1,000.0 psi Ebend-xx 1,700.0 ksi 1 Fc-Pill 1,500.0 psi Eminbend-xx 620.0 ksi 1 Wood Species : Douglas Fir- Larch Fc-Perp 625.0 psi Wood Grade :No.1 Fv 180.0 psi �j Ft 675.0 psi Density 31.20pcf t Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase 1 i i 0(0.01�L(0.04) 10 1 2x12 il Span=20.50 ft I# 4 a i Applied Loads Service loads entered.Load Factors will be applied for calculations. -1 i Beam self weight calculated and added to loads Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=1.0 ft DESIGN SUMMARY -----__- Design OK Maximum Bending Stress Ratio = 0.930: 1 Maximum Shear Stress Ratio = 0.248 : 1 �i Section used for this span 2x12 Section used for this span 2x12 fb:Actual 1,068.99 psi fv:Actual = 44.60 psi FB:Allowable = 1,150.00 psi Fv:Allowable = 180.00 psi 1 Load Combination +D+L+H Load Combination +D+L+H ii Location of maximum on span = 10.250ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 a Maximum Deflection N Max Downward Transient Deflection 0.528 in Ratio= 465>=360 a Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.709 in Ratio= 347>=240. i. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 a 1 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.550 0.550 Overall MINimum 0.140 0.140 +D+L+H 0.550 0.550 1 D Only 0.140 0.140 L Only 0.410 0.410 H 11r s lx 1 1 } l i 1 Title Block Line 1 Project Title: 9 ' You can change this area Engineer: Project ID: n� r using the"Settings"menu item Project Descr: \ i and then using the"Printing& I� Title Block"selection. Title Block Line 6 Printed:22 JUL 2016,11 27A File=0:12016 Projects1I6022 Cerbone Residence Remodel\CALCULATION WORKIENERCALC116022.ec6 Wood Beam ENERCALC,INCINC.1983-2016,Bd ld:6.16.6.7,Ver:6.16.6.7 Lic.#:KW-06008381 Licensee:EQUILIBRIUM ENGINEERS LLC Description: (E)4x12 Revised Flooring Joists 2 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.Oksi Wood Species :Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20pcf Beam Bracing : Completely Unbraced * 010.1625 L(0.73) -- _--_+ X Id 4x12 Span=6.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0,010, L=0.040 ksf, Tributary Width=18.250 ft DESIGN SUMMARY _ _ _ Design OK Maximum Bending Stress Ratio = 0.684 1 Maximum Shear Stress Ratio = 0.406 : 1 Section used for this span 4x12 Section used for this span 4x12 fb:Actual = 673.67 psi fv:Actual = 72.99 psi FB:Allowable = 984.92 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+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 Transient Deflection 0.032 in Ratio= 2234>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.041 in Ratio= 1770>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.763 2.763 Overall MiNimum 0.573 0.573 +D4.+H 2.763 2.763 +D+0.750L+0.750S+H 2.216 2.216 D Only 0.573 0.573 L Only 2.190 2.190 S Only Title Block Line 1 Project Title: Engineer: Project ID: A tt You can change this area Project Descr: .G11 using the"Settings"menu item and then using the'Printing& Title Block"selection. Printed:22 JUL 2016,11:33M4 Title Block Line 6 — File=Q:\2016 Projects116D22 Cerbone Residence RemodeHCALCULATION WORKIENERCALC116022,ec6 W00 - Beam ENERCALC,INC.1983-2016,Build:616.6.7,Ver:6.16.6.7. Lic.#:KW-06008381 Licensee:EQUILIBRIUM ENGINEERS LLC Description: (E)5.125 x 12 GLB w/Revised Flooring Joists CODE REFERENCES; Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 i Material Properties — l Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity 4 Load Combination iBC 2015 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-PrIl 1,650.0 psi Eminbend-xx 950.0 ksi a Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.Oksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.Opsi Density 31.20pcf Beam Bracing : Completely Unbraced ------ ----- -- -- — — — D(0.573)L(2.19) 0(0.298)L(1.19) 1 if D(0.0133 (0.0532) it4 x 1 4 t g 5.125x12 1 1 i Span=14.0 ft M1 Applied Loads Service loads entered.Load Factors will be applied for calculations. t Beam self weight calculated and added to loads f Point Load: D=0.5730, L=2.190 k aA 5.0 ft =' Point Load: D=0.2980, L=1,190k(ai10.0ft Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=1.330 ft DESIGN SUMMARY Design OK ? Maximum Bending Stress Ratio = 0.526 1 Maximum Shear Stress Ratio = 0.247 : 1 4 Section used for this span 5.125x12 Section used for this span 5.125x12 3 fb:Actual = 1,248.77 psi N:Actual = 65.43 psi FB:Allowable = 2,374.18psi Fv:Allowable = 265.00 psi f Load Combination +D+L+-H Load Combination +D+L+H t Location of maximum on span = 5.007ft Location of maximum on span = 0.000 ft Ii Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection t Max Downward Transient Deflection 0.249 in Ratio= 675>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 i Max Downward Total Deflection 0.321 in Ratio= 523>=180 1 Max Upward Total Deflection 0.000 in Ratio= 0<180 4 g 1 : — — —.. t Vertical Reactions Support notation:Far left is#1 Values in KIPS 1 Load Combination Support 1 Support 2 1 Overall MAXimum 2.760 2.608 Overall MINimum 0.640 0.604 1 +D+L+H 2.760 2.608 1 +9+0.750L+0.750S+11 2.230 2.107 D Only 0.640 0.604 t L Only 2.120 2.005 I,` S Only Ii'i I ., Project EQUILIBRIUM Bye Sheet # Location Date• �f22A E3l (16 Client Revised Job # ENGINEERS§ Date ((OZZZ CE-k it- i', . x f ►-05 COR- ft 4 e... \) , lA (..c.)0Lirra.), RI pg_ta 7 ➢_ 9g6 DI 1/1/4) QV.. p3-2•ti, ---; 2. 514-) C.- = Sizel I. Lbq'j uL = zi o -los, - 1i110 :1 (i.\1) ThrAl- z-... tql-S0 i t 62-‘1 ,-7.-- 7.1'S 4 L4 ----› lg...,0 c, V/O D (61 ' m7-i4 I,( Ar" /2," oc... 'Eiek,-- "VrerY �- . r = bo`(``oZ t o L - 2'122- ./ \3) 76 Kc,- b . NO t 6 yo =- Zc `��' <,aa ' ___ ( \ p?!) F-007,/v ) 0,k , em- :'t 1-Age-e._ A1-0/341 - ?-,‘S) (-A-A(4- I ) 5y164 = `i Tg-1 g to s/z )0 ,2 f, -1.,-r> VA / M' , gc f2, L ( .atai Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: A6 and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:22 JUL 2016,11.42AM General F.oot n File=0:0016 Projecls116022 Cerbone Residence Remodel8CALCULATION WORKIENERCALC116022.ec6 g ENERCALC,INC.1983-2016,Build:6.16.6.7,Ver:6.16.6.7 Lic.#:KW-06008381 Licensee EQUILIBRIUM ENGINEERS LLC Description: P4 Footing Revised Flooring Joists Code References Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 0.0 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = 0.0 ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = 0.0 ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = 0.0 ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than 0.0 ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 3.0 ft Length parallel to Z-Z Axis = 3.0 ft Z Footing Thickness = 12.0 in i.:47-tg.,4,1442.;F2'-'2,' X4'''''''''--1 4 ,:iro.;,,,fe,For•-,,:i,$),,,,t,--#A0 Pedestal dimensions... = x px:parallel to X X Axis 0.0 in �' '=Y„...,„..,„,,, ,,,,c,...,.,„-„,,kr., pz:parallel to Z-Z Axis = 0.0 in 1 Height = 0.0 in .rm Rebar Centerline to Edge of Concrete... 7 atBottomoffooting = 3.0 in „,„_ � 1 �,��o s L w : Reinforcing 3'11111111 - Bars parallel to X-X Axis Number of Bars = 4.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 4.0 Reinforcing Bar Size = # 4 - ; :`i ;`::•�%`pg:"r ';:Z -- j _± - - - In, Iln Bandwidth Distribution Check (ACI 15.4.4.2) m-1111°°=r =;' =,�1,°' 'im�� ~1-1m°1� �II°°°_' ;�'�� i�i>;ra iaq olstl';-°iljj°-=000-1 Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 4.750 0.0 0.0 6.874 0.0 0.0 0.0 k OB:Overburden = 0.0 0.0 0.0 0.0 0,0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft V-x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k 11 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: /�, using the"Settings"menu item Project Descr: pc-A, and then using the"Printing& Title Block"selection, Title Block Line 6 Printed:22 JUL 2016,11:42AM File=Q:12016Projecls116022CerboneResidenceRemodellCALCULATIONWORKIENERCALC116022.ec6 General FOOflg ENERCALC,INS.1983 2016,Build:6.16.6.7„Ver.6.i6,6.7 Lic.#:KW06008389 Licensee EQUILIBRIUM ENGINEERS LLC Description: P4 Footing Revised Flooring Joists DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0,9580 Soil Bearing 1.437 ksf 1.50 ksf +D+S+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0,0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2002 Z Flexure(+X) 2,087 k-ft 10.424 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.2002 Z Flexure(-X) 2.087 k-ft 10.424 k-ft +1,20D+0.50L+1.60S+1.60H PASS 0.2002 X Flexure(+Z) 2.087 k-ft 10,424 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.2002 X Flexure(-Z) 2.087 k-ft 10.424 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.1718 1-way Shear(+X) 12.885 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.1718 1-way Shear(-X) 12.885 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.1718 1-way Shear(+Z) 12.885 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H I PASS 0.1718 1-way Shear(-Z) 12.885 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.3249 2-way Punching 48.732 psi 150.0 psi +1,20D+0,50L+1.60S+1.60H I Title Block Line 1 Project Title: I\ You can change this area Engineer: Project ID: I`lC using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:22JUL 2016,12:03PM11 File=O:12016 Projects\16022 Cerbone Residence Remodel\CALCULATION WORK)ENERCALC\16022.ec6 WO0 Beam ENERCALC,INC.1983-2016, •Build:6.16.67,Ver:6.16,6.7 Lic.#:KW-06008381 Licensee:EQUILIBRIUM ENGINEERS LLC Description: Verify Header for Revised Flooring Joists CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20pcf Beam Bracing : Completely Unbraced D(0.064) * + D(0.1025 * + )L(0.41) + * + + X 6x12 Span=9.0)3 Applied Loads ' Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=10.250 ft Uniform Load: D=0.0640, Tributary Width=1.0 ft DESIGN SUMMARY _ _ _______- Design OK Maximum Bending Stress Ratio = 0.644 1 Maximum Shear Stress Ratio = 0.269 : 1 Section used for this span 6x12 Section used for this span 6x12 fb:Actual = 577.79 psi fv:Actual = 48.50 psi FB:Allowable = 897.49 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.500ft Location of maximum on span = 8.047 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.055 in Ratio= 1978>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.077 in Ratio= 1407>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.594 2.594 Overall MINimum 0.749 0.749 +D+L+H 2.594 2.594 D Only 0.749 0.749 L Only 1.845 1.845 1 j VIII II i �E�o� EouueREER ,,,, f1Nsck4 CK�6x111dDQ_ 711MIIMIIIMMIIIIMIMMIIIMIIMIMIMIIMMIMMIMIMMIIFtELADNiegyfy eEFlp1MIN• T1a4'.'rs cExF r.icwEaENOINEERIN°i 1re sca£ws.aVe'A6 E 4 ia,racFIELDa oEE,�aIn s rmau,.�„ aoamn A i �� a E�l�srcD communitecfiure o Ea ,a,aar .4011111 Ib 22 1 N,xx,x� Ml axaHFAOER M,a Btw. Poa �1 4 vS�S 6t5avcxl IaFS,ON � eaa sF a.osara,a ('ULI.SPA.J 2x2 � 1 � "..",..�". DFL�1dit"o t. , � '„' �< � ' Fk LA-4- u2� y v c, ' 9-/-2.2,fro t* a L v+�r�9 I i IF II I 1 II IEL_ E. j_ i .. •F -1 411 ,Rka I ;74;;„.7-,;`;',,t70‘.., O I 1 c,EwI_- i 'INSTAL , Poa&OR sm 6tiav a,zl C) a% oI in.... z aaru ra, .au Mm� I z � 44‘ I O o Z < L 1 O c> 00 'noa Cr Z ._c i W W cc 1 0 CC Vp I DATE 05 25.16 1 1 J 1 SECOND FLOOR ' E, TEas~EaawuLrrPE el"...REF ,. PLAN z. O ,aac.rEaaaoo,mrrmEa„c2an„aV REF.aaa, i. `R'F E�,wura WraE TES SECOND FLOOR PLAN /JN ` ,/4410• ® (-}� snEnniNaocanowTILnnoLexrEarors ,ww.uL S1.2 i EQUILIBRIUM t i j,,_ E3 , . , ,-' 4i ry L ENGINEERS 1July 29,2016 ii1 a i Taz Loonis REVISION Commumunite ecture 840 SE Alder St. Portland, OR 97214 Re: Cerbone Residence Remodel—Column Replacement(EE 16022.3) I Dear Taz: Thank you for requesting that Equilibrium Engineers,LLC. (EE)review the proposed i replacement of(12)basement columns by TerraFirma Foundation Systems(TFFS)to be installed at the Cerbone residence located at 13611 SW Tracy Place,Tigard, Oregon. The replacement columns consist of a metal pipe with a threaded, adjustable metal cap and metal base. TFFS has submitted cut sheets and load ratings for all of the parts to be included on this 1 project and this submittal is included in full with this letter. Bob Cerbone has supplied a basement plan,dated 7/28/16 indicating which of the posts are to be replaced,also attached with this letter. This letter is in reference to columns numbered 1 through 12 only. The load path to columns i numbered 13 through 19 has not yet been developed and thus they will be addressed in a subsequent,forthcoming,letter. 1 I Based on our review of the load path to columns numbered 1 through 12 we approve of the replacement metal post assemblies as submitted by TFFS. Thank you for requesting our services and please don't hesitate to contact our office should you have any questions or comments. Sincerely, .. U C T USA S 0 PRO t f �Ir. I • i Peter Kahn,P.E.,LEED Green Assoc. , Project Manager c OREGON / I Oz. � 1 1 �voi 22,194\ Qj� 'P QUESE� a 1EXPIRES 12/31/2016 16325 Boones Ferry Road,Suite 202■ Lake Oswego,Oregon 97035 Phone 503.636.8388■Cell 503 307 5468•Email jomarie@equilibriumllc.com 00 o _ 0 • ••-..- I 0 (E) FOOTING & POST TO REMAIN REnLACE 6x6 POST & WHERE (E) FOOTING HEIGHT FOOTING AT NEW SLAB HEIGHT 0 - MATCHES (N) SLAB HEIGHT, TYP. PE STRUCTURAL, TYP. ❑ ❑ I (N) DO IR OPENING REMOVE 'OST AFTER r STRUCTURAL MS SIFICATIONS a _ _ _ _ _ REMOVE FOOTING WITH II NO POST, TYP. « -- Q ---Q---o-a--Qi.le REP CE 6x6 POST & FOO NG AT NEW HEIGHT Q Q 1 Q 0 Q& LOCATION PER e---O 1 STRUCTURAL ___ O - - - - - ,ti ) - _ - 0 1 ie..". ...."'.. Q I __ 100 @-_® I I a I I- - 1 __._ 1 I Post Replacement Plan - July 28, 2016 }3 } , i 1 I 1 Model 350 Smartdack® System i Typical Crawispace Detail Detail Variations 1 Il Il .I I Existing Hoar Joists PowetBrace"'Beam 1 \--••. fop Plate (Continuous over support) Supplemental Girder- �-01.25'All-Thread Rod (Vanes) (SJ350TP) PowetBrace"'Top Plate = 1 1 1 1 1 SJ350TI (Threaded Insert):4-- Typical Basement Detail 03.500"x 1.00"thick machined and tapped Insert, ASTM A108 Grade 1018. i + j I i 1 Yield strength=56 ksi(min.),tensile strength=90 ksi(min.). 1I i Allowable compression for system heights up to 9 feet=(will �—" �I f I i not govern) / SJ350T36,SJ350T60, ----------------.------_--.-_.� Existing Floor Joists SJ350T84,SJ350T108,SJXT 01108(Tube): Supplemental Girder-- 03.500"x 0.165"wall x 36",60",84",or 108"long, 1 (Varies) field cut to length,ASTM A500 Grade C I triple-coated in-line galvanized. Yield strength=50 ksi(min.),tensile strength=55 ksi(min.). Allowable compression for system heights up to 9 feet 20.0 k x03.50"Tube -- E Field Cut to Length SJAFTG st Aluminum Base): . (SJxT350T108) �.;" 0.85"x 1 0"s are AISI/AA 356.0-T6 i i cast aluminum.Yield strength=20.0 ksi(min), 20 mil x 16"Square-\ Inert Membrane `\ } tensile strength=30.0 ksi(min.). \ Basement Allowable compression=8.0 k Top rreeurleod \` Slab q ) \ /— SJ350BP(Bottom Plate):40E-- vi"x 3.50"square ASTM A36 plate and 03.125"x 0.187" 'f: '. wall x 0.75"long ASTM A53 Grade B confining ring. ` • j Allowable compression(when used against concrete with . ? '':r minimum 1'c=2,500 psi)=10.7 k Precastcrate Footing Existing iii Typical bas di sions approx.12"x 12".Exact Soil - dimensions and capacities vary with manufacturer.Item _`, purchased at local building supply center. Well-Compacted Crushed Stone ` `R 2 or Recycled Concrete DICSby Contractor ) r® Typically 2'-0'SQ.x 2'-0'DP. 1PR t 0 i- CSinsert weldedto tube Note:Threaded is r = for basement applications(SJXT350T108). v, ilta Remaining details are consistent with those - shown for crawispace applications. Allowable Capacity - The allowable system compression capacity of the assembled SmartJacke system is limited to the j F least value of the component capacities used in the system assembly.The component capacities are t. listed in the technical specifications section. The allowable load applied to the SmartJacka system may be limited by the bearing capacity of the existing soil. The well-compacted crushed stone or recycled concrete base is a proven method to increase support for the higher bearing pressure condition immediately below the cast aluminum base or the concrete footing, and then to absorb and distribute lower pressures to the existing soils. Should settlement of the SmartJacke system occur,adjustments are made easily by extending the all-thread rod. ` Reu.1115/16 Chapter 4 p 330 ©2014 Foundation Supportworks",Inc. i` Miscellaneous Structural Support Products All Rights Reserved 1_ { The SmartJack®is designed to support axial compression loads only.The SmartJack®should not be used in applications where the system is intended to resist lateral loads. Corrosion Protection The tube steel used for the SmartJack°is manufactured with a triple-layer,in-line galvanized coating. This coating process consists of: (1) a uniform hot-dip zinc galvanizing layer; (2) an intermediate conversion coating to inhibit the formation of white rust and enhance corrosion resistance; and(3)a clear organic top coating to further enhance appearance and durability. The inside of the pier tube also has a zinc-rich coating. The cast aluminum base is far less susceptible to corrosion than the steel components that surround it.There are,however, chlorides in some concrete that can be reactive with aluminum.It is recommended that a 20 mil x 16" square inert membrane be placed under or around the aluminum base to seperate it from recycled or poured concrete. Crushed limestone or other crushed stone alternatives do not have similar considerations. The remaining steel components of the SmartJack®system come standard as electrozinc plated per •• ASTM B633. Design Example • Ifi{ — — — --•TOTAL SPAN-- i SPAN 1 ! SPAN 2 I i I, 1..._ . • i .....L__, I. cm � i -- - - —Existing ®°' x _ Structure iii v ft ~ I:\ a. New SmartJack®—••--- Giber System by f _ Step 1 - Determine the load which will be supported by the girder in pounds per linear foot: ts. : Girder Load (plf)=(Span 1 (ft)+ Span 2 (ft))x Floor Load(psf) 2 li.1:Typical residential wood-framed construction may have an approximate floor load(dead f load+live load)=55 psf Note 2:This equation assumes a floor system which does not support any load bearing walls or columns. Step 2-Determine the load on the SmartJacks®by multiplying the calculated Girder Load(pif)by the ;: spacing of the SmartJacks: SmartJack Load(lbs)=Girder Load(plf)x SmartJack Spacing (ft) , Rev.8/23.15 Chapter 4 p 331 0 2014 Foundation Supportworks`r,Inc. Miscellaneous Structural Support Products All Rights Reserved 1 1 i Step 3-Verify that the calculated SmartJack°load is less than the allowable capacity provided by the various system components as well as the well-compacted crushed stone base and the bearing soils. I i Note 3: Without a detailed soil investigation, typical installations should assume no more than 1,500 psf allowable soil bearing pressure. This would equate to an allowable soil capacity of 6,000 lbs for a 2'x2' poured concrete footing or a 2' cube of well-compacted crushed stone. Extremely soft soils may prohibit the use of a crushed stone base or require that a larger poured concrete footing be utilized. i Step 4- Size the new girder by entering the following table with both the SmartJackSpacing (ft) • and the calculated Girder Load(plf).Choose a girder that has an Allowable Load(plf)greater than then calculated Girder Load(plf). I %iii y�� ice ,, € !ice _: l � /tel .moi-.vr% / / v� ' ce . i rft � i/moi' - �i��il jtw:Yr - y 0.-,3 -2-1--E: mix- I =`yam sr• -*=k V �..s�� � r L * r. abing r <,-= , ..._-. . :„,moi.,- /.. <- -.r.-, r....-.,...o. ..f G' ;re-", ,G,,,s, ..._-. .. i %•"-,`rte„rr..._. .f r •"'" :',."%%-:-% �3 2 1,17D 750 820 380 290 y� � r -�s � 760 1 120 780 570 440 - - .- - � � 2,36o i 510 1,050 770 59a - _ �-= - ?850: ':;550 $ i;2 �- ' D ,::?5:.f.2:11;): 'fy , —,-0"��r.-fix.� _ - - -•. cF. .�- F�s.,.�-:1 030 660.;' `d80 330 ,'250 i i .fir.� l-'.-.�"L:io`h�3'. F. �::, .+te- - - .t - - :.-;;rte--._ <��`•"-.<r.' .-+h't?hlK .. - �..<:���• =�-=�- x1,250 74a. "i. r 1 r— : r AO,r 0:✓f.:-::."iii sae: • !` - Poy�rt ref 3,780 2,070 • :1,200 750 500 I ,fes t � i ;, � g 4 x 13 6,820 3 850 2 240 . 1,400 -940 F : '. , . 2 650 1,530 960 640 € i Ly1A� 3 n Plank 990 \590 & 299180 120 -S F. ,F0n e,,,, s''.'.r .... . .. ... .. . - (1) This table makes no evaluation of the components of the existing structure. u1 a (2) Allowable loads in this table assume the girder is sufficiently restrained against lateral torsional buckling at an interval equal to or less than ® the SmartJacka spacing. = (3) The new girder may be cantilevered over the end support by a distance of 30 inches or by a distance of approximately 40%of the adjacent SmartJacka spacing,whichever is less. (4) Sawn lumber is assumed to be Douglas Fir Larch-No.2 or better. ` S (5) Engineered lumber is assumed to be iLevel 1.3E TimberStrand LSL or equivalent. (6) Structural steel is assumed to be ASTM A572 Grade 50 or equivalent for wide flange shapes,and ASTM A500 Grade B or equivalent for - IiSS tube shapes. Step 5 - If the required girder size is undesirable, adjust spacing of the SmartJackse'and return to I Step 2. f, ( s Re,8/2.3./15 - Chapter 4 p 332 ©2014 Foundation Suppartworkse,Inc. Miscellaneous Structural Support Products All Rights Reservedtx z c `1 O T 'S N 2' W 2 R 0 .Z 0 Y TOP PLATE(SJ350TP) 1 ' 1_ _1.38 03.125 x 0.187 WALL @ m -SEE SHEET 2 FOR VARIATIONS 0.50 1 ' 00.56E m°1 m~co 0 o OF TOP CONNECTION i • ! t' "0 a ci I-- 01.75 x 0.25 WALL II•[-......44-T • I Z • 01.25 ALL-THREAD ROD °i o44 ar (SJI2SATR) 6.00I 2 o 4.00 co c3 i 1 o (4)-00.25 �� � �® 1 0.50 0 m T THREADED INSERT o o SJ35T1 _--_ .......__... 0.75 z ( } tori N 0 \ / o --3.50-- 4 On s Q OEC SJ350BP-4F--- z nullm MAIN TUBE 03.50 x 0.165 WALL SJ350TP -- �"` u 8 U PART NO. LENGTH SJ35T36 36.00 1.75 �•. l = N SJ350T60 60,00 \ �% 03.56 a SJ350T84 84.00 SJ350T108 108.00in 0 02.94 a HEAVY HEX NUT c t_ o N o SPOT WELDED TO ROD o N 111110 o_ 01.25 ALL-THREAD ROD 1 6s m 0> SJ 125ATR -<---- c Smarthick•System CAST ALUMINUM BASE y • (SJAFTG)OR BOTTOM It l..1L_ 2 x PLATE(SJ3506P) 0.50 f I -c°S 0.50 7-30." 1= 03.50 0.18 [0.85 as {E ASSEMBLY DETAIL-�- - '°' a" ` to (61.25-7UNC-2B 0.33 `w ,T ?0 THREAD TAP �` 12.00 CO 03.15 ii� >,c,SJ350TI SJAFTG j .iI ............. ................i.•... ...n,......... ....,...,,...w.,.,.... .....<:x.Vx•:,.sl i..n..u..nuuam.rv•r«....x:..nh:'.'.•w•wn•t'rva..•x.nv..uwfnYnlnn tmi'.inxu::..4•••;wn1N(nVliian'i�iw'+:�4NVSs;�y\111tYN1tq'.\\tlity<�\iyNliUNiUitL`.tNit\h4ii15\i\li�11Y\�\iifi(iitt\([it • PowerBrace**�BRACKET o z z 00.50"GRADE 5 TOP PLATE(SJTBTS4} m cu-e U. o . BOLTS WITH NUTS pd 0 Z o �, .4 m p LLi 0 m1° m Z. �' ,b- .§ B cnoft .0- 111111111111 :: „._t_ _ o �..mr,.....-100....„ z NI PowerBrace'm BUTT JOINT ma PowerBrace m BEAM M m o OR CONTINUOUS OVER PowerBracem4 BRACKET (CONTINUOUS OVER 2Po `" SUPPORT -BOTTOM PLATE SUPPORT) (SJ 50TPS4) TOP PLATE a ® Lu II (SJ350T88S4) (SJ350TPS4) I, z 4 s VARIATION @ P CONNECTION `° VARIATION @ P CONNECTION Z o 3 !m '--4.50 Q Z'o ---3.25 I I I U m { I (4)-00.56 �'o_anamiMil 4.38 3.25 RI --1--- 0- i• 0.38 1 I FLAT j 2.50 GI r a o 'n [ -I 01.75 x 0.25 WALL o t� ......__.... ___. .._... _.. ._ ._._ (f� .) 1.38 u'? N N , 0.. a. ----4.50---I 1.20III cV €t 3.25-- N N (4)-00.56 1 1 01.75 x 0.25 WALL o m 6 .c SJT S4 (} # co NOTES: u> cv —r .. . _ 8 j T-4)" 1. MINIMUM MATERIAL REQUIREMENTS: MAIN TUBE-Fy=50 ks€,Fu=55 ksi . U OTHER PIPES-ASTM A53 asPLATES-ASTM A36 SJ35 BS4 8,;35S4 ALL-THREAD ROD-Fu=85 ksi as THREADED INSERT-ASTM A108 Gr.1018 0 CAST ALUMINUM BASE- AISI/AA 356.0-16 O CD IA 2. ALL WELDING TO BE IN ACCORDANCE WITH AWS D1.1 LATEST ISSUE WITH E70-XX MIN ELECTRODE. M 3. TUBE SECTIONS ARE TRIPLE COATED 1N-LINE GALVANIZED.ALL OTHER STEEL COMPONENTS ARE Z€NCE PLATED PER ASTM B633. t COt. >,,z, 4. THIS DOCUMENT IS MEANT TO SERVE AS A GENERAL DESCRIPTION FOR THE PRODUCTS SHOWN FOR SUBMITTAL PURPOSES.MORE DETAILED a IY " U 5 MANUFACTURING DRAWINGS ARE AVAILABLE UPON REQUEST. '� 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 Transmittal Letter 13125 SSW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 •www.tigard-or.gov TO: --`r (0-vv -- DiA' RECEIVED: DEPT: BUILDING DIVISION CA t,M` ` �/ ' 1 � i "1, ry '. 11 f f Y f' AUG I ;;j)'16 FROM: 4Z0s boSrti?ku5k1 �' COMPANY: c2L 3 O %, •F . ;` C563 . — G33�. x r PHONE: (:, z)) RE: � ' °j•w T4�C? 4 Mj�( ZDV 6 - 002 (Site Address) (Permit Number) i-4 l u_siAl Es Pv1 n ,-7, , (Project name or subdivision n. _ . d lot n I: ) ATTACHED ARE THE FOLLO ' NG TEM'.: Additional set(s)o plans. Revisions: FLCO g S trs1 en cr F031 ¶I'VE Cross section(s) ., d detai . Wall bracing and/or lateral analysis. Floor/roof fram., g. / Basement and retaining walls. Beam calculations. J Engineer's calculations. Other(explain): REMARKS: (5. ,....A.,) 6t jAjtjAc � cam, PI-5-1 --1'� _ Routed to Permit Technician: Date: g-3- ) ,,; Initials: Fees Due: WI Yes ❑No Fee Description: Amount Due: , 3-- H r pl. rev;_�., $ V $ Special $ - Instructions: Reprint Permit(per PE): ❑ Yes NoE]Done Applicant Notified: /9,,, Date: 9/ � 5 �/ I Imtlals: fr."7-i IABuilding\Forms\TransmittalLetter-Revisions.doc 05/25/2012