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Plans (3) fit OFFICE COPY As ALLSTRUCTURE 1 ill_ Engineering LLC 16154 SW Upper Boones Ferry Rd •Portland,OR 97224 v:503.620.4314 •f:503.620.4304 www.allstructure.com STRUCTURAL DOCUMENTS Project: Allstructure # Approved pians VALIDITY OF PERMIT 19294.00 shall be on job site. THE ISSUANCE OF A PERMIT BASED ON CONSTRUCTION 14220 SW 114th Ave. DOCUMENTS AND OTHER LIABILITY DATA SHALL NOT PREVENT `fhe Oity of Tigard and its THE CODE OFFICIAL FROM Samson Consulting,LLC employees shall not be REQUIRING THE CORRECTION O d Tigar ,Oregon OF ERRORS.ORSC 105.4 responsible for discrepancies September 27, 2019 whif`h may appear herein. TABLE OF CONTENTS: Sheet No. Project Information&Design Criteria 2-3 Calculations ADDITIONA ER�I�- REQUIRED 3 Drawings&Details Fire Sprinkler Fire Alarm Mechanical Plumbing Electrical Truss Engineering Shop Drawings NOTES: Other Allstructure Engineering LLC was retained in a limited capacity for this project and is responsible only for the items described in these documents. Revised October 7, 2019 X00 PROpes _ w����GIN 44/o CITY OF TIGARD cr 91529P REVIEWED FOR C DE COMPLIANCE Digitally signed by Kevin i�4 Harker OREGON DN:C=us, Approved: [ E=kevinh@allsruGure.com, Kevin Harker.•Ape,ruc,nreEnglneering, � 13 �Q LLC",CN=Kevin Harker cAjI OTC: Date:2019.10.07 'Y Permit #: 0,S-rad 19 Orjr6� Expires: 6/30/2021 Address: `'4'2.W SVS y4 Suite #: By: Date: 1 • Design Criteria General Building Department City of Tigard Building Code/Year 2014 OSSC Risk Category II Scope The attached calculations for the gravity design of the planned wall demo/new beam installation. Lateral analysis not required per OSSC 3404.4. The structure is primarily wood-framed. The lateral force resisting system consists of wood bearing walls sheathed with structural-rated sheathing (APA rated plywood or OSB). The foundation is a shallow conventional concrete foundation. The attached calculations are for the specific engineered components identified in these design documents. Conventionally framed components shall be constructed in accordance with prescriptive requirements of the building code. Dead Loads -(ASCE 7-10, Table C3-1) 2x6 @ 16"o.c., 1/2" Gyp, Insulation, 3/8" Siding 12.0 psf Total Exterior Wall (Fiber Cement Siding) Dead Load 12.0 psf Wood Studs, 1/2" Gyp Ea. Side 8.0 psf Total Interior Wall Dead Load 8.0 psf Asphalt Shingles- (2) Layers 4.0 psf 1/2"OSB Sheathing 1.6 psf 2x @ 24" O.C. 1.1 psf Electrical and Mechanical & Miscellaneous 1.7 psf Total Roof Dead Load 9.0 psf Loose Insulation 1.5 psf 2x@24" O.C. 1.7 psf 1/2" Gyp Ceiling 2.2 psf Electrical and Mechanical& Miscellaneous 1.6 psf Total Ceiling Dead Load 7.0 psf 2x6 T&G Decking 4.6 psf 4x @ 60"o.c. 1.4 psf Batt Insulation 0.5 psf Electrical and Mechanical & Miscellaneous 2.6 psf Total Floor Dead Load 9.0 psf Page 2 of 20 ti Design Criteria Live Loads Unihabitable Attic w/out Storage Live Load 10 psf Floor Live Load 40 psf Deflections Total Load Deflection Limit L/180 Live Load Deflection Limit L/240 Soil Parameters (Assumedl Allowable Soil Bearing Pressure (net) 1500 psf Minimum Frost Depth 18 in Passive Pressure (Ignore top 12") 100 psf Coefficient of Friction: 0.25 Additional Ordinances/Notes: None ALLSTRUCTURE IyZ70 S""� 1 �`f AL BY IL"I-1 DATE ENGINEERING CHK BY DATE 16154 SW Upper Bowles Ferry Rd. JOB NO "f Portland,OR 97224-7744 o:503.620.4314 I allslructure.com SHEET OF Page 3 of 20 i 6117 A U (-1-1 ✓v\ ACJ It'— rr 7 ;( , t��{o (240 ('0 1, (-0Z) ` •. `f elC S is Zfr. vii lE 5 '4_x9 '4_ ' °6 & 141 f;.(z- Y2._ /oYv 5C1: pL /Ztia 15 �- Y /s0OpSf l FRoU(tE Ib S4 )(lot' bP (f (Z) 4ty C, t,) • v3077--. Ioor@ _ _ UN,A' ' 1.74(040), 1,„(0...Q. 3317,4 1/7,"0 X �rr lac 1� 431, Ito!) M^' - •• •5(.2,* C3Z �j12��rL : (4,934 (5) Situ . cT31/ t?°x`/ . ALLSTRUCTURE 1 `iZzo `�'''� Ii`fh? BY ILN DATE ENGINEERING CHI( BY DATE 16154 SW Upper Boones Ferry Rd. JOB NO )1V/1 0 U Portland,OR 97224-7744 0:503.620.4314 I allstructure.com SHEET OE Page 4 of 20 Allstructure Engineering Project Title: Engineer: Project ID: Project Descr: Printed:27 SEP 2019, 3:56PN File=C:1Users\KEVINH-1\DesktopDesktop Wood Beam Software copyright ENERCALC,INC.1983-2019,Build:12.19.8.30 Lic.#:KW-06007476 ALLSTRUCTURE ENGINEERING INC. DESCRIPTION: BEAM-PSL CODE REFERENCES Calculations per NDS 2015, IBC 2015,CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor D Fb+ 2,900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 2,900.0 psi Ebend-xx 2,000.0ksi Fc-Pill 2,900.0 psi Eminbend-xx 1,016.54 ksi Wood Species :Trus Joist Fc-Perp 625.0 psi Wood Grade :Parallam PSL 2.0E Fv 290.0 psi Ft 2,025.Opsi Density 45.070pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.084)L(0.12) d $ $ a 5.25x9.5 Span=21.50ft Applied Loads Service loads entered.Load Factors will be applied for calculations Beam self weight calculated and added to loads Uniform Load: D=0.0070, L=0.010 ksf, Tributary Width=12.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.546 1 Maximum Shear Stress Ratio = 0.186 : 1 Section used for this span 5.25x9.5 Section used for this span 5.25x9.5 = 2,735.37 psi = 93.37 psi = 5,011.20 psi = 501.12 psi Load Combination +1.20D+0 50Lr+1.60L+1.60H Load Combination +1.20D+0.50Lr+1.60L+1.60H Location of maximum on span = 10.750ft Location of maximum on span = 20.715ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.774 in Ratio= 333>=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 1.416 in Ratio= 182>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Page 5 of 20 1 I . Allstructure Engineering Project Title: , Engineer: Project ID: Project Descr: Printed:27 SEP 2019, 3:05PN Wood �i O U tll h File=C:1UsersIKEVINH-11DesktopDesktop Lic. copyright�ARLLS #:KW-06007476 TRUCTURE ENGINEERING INC. DESCRIPTION: Post Code References Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used:ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 4x4 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 12 ft Wood Member Type Sawn U ed for non slender calculations) Exact Width3.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth 3.50 in Cf or Cv for Bending 1 50 Wood Grade No.2 Area 12.250 inA2 Cf or Cv for Compression 1 150 Fb+ 900 psi Fv 180 psi lx 12.505 inA4 Cf or Cv for Tension 1.50 Fb- 900 psi Ft 575 psi Fc-Prll 1350 psi Density 31.21 pcf ly 12,505 inA4 Cm:Wet Use Factor 1.0 Ct:Temperature Factor 1.0 Fc Perp 625 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1,0 HOS 15 Basic 1600 1600 1500 ksi Use Cr:Repetitive? No Minimum 580 580 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for buckling ABOUT Y-Y Axis=12 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=12 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations Column self weight included:31.860 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 12.0 ft, D= 1.040,L= 1.290 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.7134:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L+H Top along Y-Y 0.0 k Bottom along Y-Y 0 C k Governing NDS Forumla 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 0,0 in at 0.0 ft above base Applied Axial 2.362 k for load combination: nia 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 270.258 psi for load combination: nia Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0 :1 Bending Compression Tension Load Combination +0.60D+0.70E+0.60H Location of max.above base 12.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction It Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base (Top @ Base @ Base @ Top @ Base @ Top +D+H 1.072 +D+L+H 2.362 +D+Lr+H 1.072 +D+S+H 1.072 +D+0.750Lr+0.750L+H 2.039 +D+0.750L+0.750S+H 2.039 +D+0.60W+H 1.072 +D+0.70E+H 1.072 +D+0.750Lr+0.750L+0.450W+H 2.039 +D+0.750L+0.750S+0.450W+H 2.039 +D+0.750L+0.7505+0.5250E+H 2.039 Page 6 of 20 V Allstructure Engineering Project Title: Engineer: Project ID: Project Descr: Printed:27 SEP 2019, 3:05PtV Wood ColumnAle=CAL/sere 1KEVINH-11DesktopDesktop Software copyright ENERCALC,INC.1983-2019,Build:12.19.8.30 Lic.#:KW-06007476 ALLSTRUCTURE ENGINEERING INC. DESCRIPTION: Post Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +0.60D+0.60W+0.60H 0.643 +0.60D+0.70E+0.60H 0.643 D Only 1.072 Lr Only L Only 1.290 S Only W Only E Only H Only Page 7 of 20 I i SIMPSON Anchor Designer TM Company: _Date: 9/27/2019 Engineer: Page: 1/6 Strong-TieSoftware StrongProject: Version 2.8.7094.6 Address: Phone: E-mail: 1.Proiect information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete:Normal-weight Units: Imperial units Concrete thickness,h(inch):6.00 State:Cracked Anchor Information: Compressive strength,fc(psi):2500 Anchor type:Bonded anchor 4'e,v: 1.0 Material:F1554 Grade 36 Reinforcement condition:B tension,B shear Diameter(inch):0.500 Supplemental reinforcement:Not applicable Effective Embedment depth,har(inch):4.000 Reinforcement provided at corners:Yes Code report:ICC-ES ESR-4057 Ignore concrete breakout in tension:No Anchor category:- Ignore concrete breakout in shear:No Anchor ductility:Yes Hole condition: Dry concrete hr,,,,,(inch):5.25 Inspection:Periodic cac(inch):9.16 Temperature range,Short/Long: 176/110°F C.min(inch): 1.75 Ignore 6do requirement:Not applicable Sr.,(inch):2.50 Build-up grout pad:No Base Plate Length x Width x Thickness(inch):3.50 x 8.00 x 3.50 Recommended Anchor Anchor Name:SET-3G-SET-3G w/1/2"0 F1554 Gr.36 Code Report:ICC-ES ESR-4057 Iii it 11 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company In 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 8 of 20 f � SIMPSON Anchor DesignerTM Company: Date: 9/27/2019 Engineer: Page: 2/6 g Software Project: Strong-. Version 2.8.7094.6 Address: Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:No Anchs sjed sualyorentireubshearectloadto atstfrontined row:tension:No No App Anchors only resisting wind and/or seismic loads:No Strength level loads: N.[Ib]:0 Vuax[Ib]:0 Vuay[lb]:3324 Mix[ft-lb]:490 Muy[ft-lb]:0 M.[ft-lb]:0 <Figure 1> Z 0 lb • #6ff � 3324 Ib 0Iblor p - 0 ft-Ib X 490 ft-lb Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company In 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 9 of 20 SIMPSON Anchor Designer TM Company: Date: 9/27/2019 Engineer: Page: 3/6 Software Project: Strong-Tie Version 2.8.7094.6 Address: Phone: E-mail: <Figure 2> 8.00 i 0 �n411 A cYi 6.00 4.00 4.00 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Ing 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 10 of 20 i ,' SIMPSON Anchor Designer TM Company: Date: 9/27/2019 Engineer: Page: 4/6 Strong-TieSoftware StlongProject: Version 2.8.7094.6 Address: e Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(Ib) V.(Ib) Vuay(Ib) 11(Vuax)2+(Vuay)2(Ib) 1 0.0 0.0 1662.0 1662.0 2 929.4 0.0 1662.0 1662.0 Sum 929.4 0.0 3324.0 3324.0 Maximum concrete compression strain(%a):0.06 <Figure 3> Maximum concrete compression stress(psi):262 Resultant tension force(lb):929 Resultant compression force(Ib):929 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Y Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 1 OW 2 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 x Ir 4.Steel Strength of Anchor in Tension(Sec.17.4.1) Nsa(lb) 0 0A/aa(lb) 8235 0.75 6176 5.Concrete Breakout Strength of Anchor in Tension(Sec.17.4.2) Nb=kcAa11 fchef''5(Eq. 17.4.2.2a) kc Aa fc(psi) hat(in) Nb(Ib) 17.0 1.00 2500 4.000 6800 ONcb=0 OW/ANco)Y'ed,NY'c,N`Pcp,NNb(Sec. 17.3.1 &Eq.17.4.2.1a) ANc(in2) AN.(in2) ca,min(in) Yed,N Yc,N Y'cp,N Nb(Ib) 0 ONcb(Ib) 120.00 144.00 4.00 0.900 1.00 1.000 6800 0.65 3315 6.Adhesive Strength of Anchor in Tension(Sec.17.4.51 rk,cr=m,crfsbort-termKsat(fc/2,500)" rkcr(psi) fshort-term Ksat f'c(psi) fl rke,(psi) 1082 1.00 1.00 2500 0.24 1082 Nba=1 aTcrtrdahet(Eq. 17.4.5.2) A a rc,(psi) da(in) het(in) Nba(Ib) 1.00 1082 0.50 4.000 6798 (6Na=0(ANa/ANe0)Yed.Na Pep,NaNba(Sec. 17.3.1 &Eq. 17.4.5.1a) ANa(in2) ANaO(in2) CNa(in) Ca,min(in) Yed,Na Yop,Na Nba(lb) 0 qNa(Ib) 129.64 158.55 6.30 4.00 0.891 1.000 6798 0.55 2723 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 11 of 20 J I n 11 SIMPSON Anchor Designer TM Company: Date: 9/27/2019 Engineer: Page: 5/6 Software Strong-TieProject: Version 2.8.7094.6 Address: • Phone: E-mail: 8.Steel Strength of Anchor in Shear(Sec.17.5.1) Vsa(Ib) I grout 0 Ogrout0Vsa(Ib) 4940 1.0 0.65 3211 9.Concrete Breakout Strength of Anchor in Shear(Sec.17.5.2) Shear perpendicular to edge in y-direction: Vby=minl7(le/da)o 2Jd.2.-N ccaf'5;9A f'ccar'5l(Eq. 17.5.2.2a&Eq.17.5.2.2b) la(in) da(in) Aa f'c(psi) ca,(in) Vby(Ib) 4.00 0.500 1.00 2500 4.00 3001 OV cby=0(Avc/Avco)Y'ed,v'f'c,vWh,VVby(Sec. 17.3.1 &Eq. 17.5.2.1a) Avc(in2) Avco(in2) 'Ped.V Pc, 'f h,V Vby(Ib) 0 0Vcby(Ib) 72.00 72.00 1.000 1.000 1.000 3001 0.70 2101 10.Concrete Pryout Strength of Anchor in Shear(Sec.17.5.3) rbVcpg=0minikcpNag;kcpNcbgl=0min ikcp(ANa/ANao)'f'ec,Nay'ed,Na'Pcp,NaNba;kcp(ANc/ANco)'Pec,NY'ed,NYo,N'Pcp,NNbl(Sec. 17.3.1 &Eq. 17.5.3.1b) kcp ANa(in2) ANao(In2) 'fed,Na !c,Na Wcp,Na Nba(Ib) Na(Ib) 2.0 176.28 158.55 0.891 1.000 1.000 6798 6732 ANc(in2) AN.(in2) 'Pec,N Ped,N 'Pc,N ¶Pcp,N Nb(Ib) Ncb(Ib) 0 168.00 144.00 1.000 0.900 1.000 1.000 6800 7140 0.70 /Vcpg(Ib) 9425 11,Results Interaction of Tensile and Shear Forces(Sec.R17.6) Tension Factored Load,N.(Ib) Design Strength,eNn(lb) Ratio Status Steel 929 6176 0.15 Pass Concrete breakout 929 3315 0.28 Pass Adhesive 929 2723 0.34 Pass(Governs) Shear Factored Load,V.(Ib) Design Strength,eVn(Ib) Ratio Status Steel 1662 3211 0.52 Pass T Concrete breakout y+ 1662 2101 0.79 Pass(Governs) Pryout 3324 9425 0.35 Pass Interaction check (Nua/ONua)5'3 (Vua/¢Vua)5'3 Combined Ratio Permissible Status Sec.R17.6 0.17 0.68 84.3% 1.0 Pass SET-3G w/1/2"0 F1554 Gr.36 with hef=4.000 inch meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Sunpson Strong-Tie Company In( 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 12 of 20 • SIMPSON Anchor Designer TM Company: Date: 9/27/2019 Engineer: Page: 6/6 Strong-TieSoftware StrongProject: Version 2.8.7094.6 Address: Phone: E-mail: 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast-in-place anchor is waived per designer option. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company In 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 13 of 20 40 GENERAL NOTES CODE REQUIREMENTS: CONFORM TO THE REQUIREMENTS OF THE 2014 OREGON STRUCTURAL SPECIALTY CODE. EXISTING CONDITIONS: THE CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS, DIMENSIONS AND ELEVATIONS. THE CONTRACTOR SHALL NOTIFY THE ARCHITECT/ENGINEER OF ANY DISCREPANCIES FROM CONDITIONS SHOWN ON THE DRAWINGS PRIOR TO THE START OF THE WORK. TEMPORARY CONDITIONS: THE CONTRACTOR SHALL BE RESPONSIBLE FOR STRUCTURAL STABILITY OF THE NEW AND EXISTING STRUCTURES AND WALLS DURING CONSTRUCTION. THE STRUCTURE SHOWN ON THE DRAWINGS HAS BEEN DESIGNED FOR STABILITY UNDER THE FINAL CONFIGURATION ONLY. CAST-IN-PLACE CONCRETE: • CONCRETE WORK SHALL CONFORM TO ACI 301. FOOTINGS: f'c=2,500 PSI AT 28 DAYS: MAXIMUM SLUMP .3" PLUS OR MINUS 1". CARPENTRY: ALL LUMBER NOT SPECIFICALLY NOTED TO BE DF #2 OR BETTER. FRAMING ACCESSORIES AND STRUCTURAL FASTENERS SHALL BE MANUFACTURED BY SIMPSON STRON-TIE COMPANY (OR ENGINEER APPROVED EQUAL). • FASTENING OF FRAMING ELEMENTS SHALL BE IN ACCORDANCE WITH TABLE 2304.9.1 OF THE OSSC. ALLSTRUCTURE I `iZzo 5� II`j BY ILN DATE SENGINEERING CHK BY DATE 161 54 SW Upper Boones Ferry Rd. JOB NO 1 Z�I U Portland,OR 97224-7744 0:501.620.4314I.illstructure.com SHEET OF Page 14 of 20 1-- - I i I EXISTING BEAM I I I IWI ^ Alk Alk EXISTING BEAM SK-4 L ___ _3 L . ___ . ill—1 , L- _.._ Li/ S , S , . , EXISTING BEAM i i ; L _ J NEW 16" SQ x 10" DP CONCRETE FOOTING W/ (2) #4 EA WAY BOTTOM L i ' EXISTING BEAM r J L _ L __ J EXISTING CONCRETE FOOTING _ — r J I I I1 — - ✓._--r NOTE: REPLACE IN-KIND ALL WOOD MEMBERS SHOWING SIGNS OF DRY ROT OR STRUCTURAL DAMAGE, TYPICAL. IT "111"' Z AREA OF WORK 1 PARTIAL FLOOR FRAMING/FOUNDATION PLAN SK-1 1/4"=1'-0" SHOWING 1ST FLOOR WALLS BELOW At ALLSTRUCTURE 1 `�Zzo 5`") II`t#L BY I�A DATE ENGINEERING CHK BY DATE 16154 SW Upper Booties Ferry Rd. JOB NO Portland,OR 97224-7744 o:503.620.4314 I allstructure.r um SHEET OF Page 15 of 20 • I I EXISTING WALL TO BE REMOVED Alk — 5-1/4 x 9-1/2 2.0E PSL SK-6 I i I I NOTE: REPLACE IN—KIND ALL WOOD MEMBERS SHOWING SIGNS OF DRY ROT OR STRUCTURAL DAMAGE, TYPICAL. Ilk z AREA OF WORK IPARTIAL ROOF FRAMING PLAN ) 1/4"=1'-0" SHOWING 1ST FLOOR WALLS BELOW SE ALLSTRUCTURE I9Z7o 5 '- 1t�1-1ABY IL N. DATE ENGINEERING CHH BY DATE 116154 SW Upper Boones Ferry Rd. JOB NO Z Portland,OR 97224-7744 0:503.620.4314 I allstructure.com SHEE1 OF Page 16 of 20 s BEARING WALL, PONY WALL, FOOTING WOOD POST PER PLAN IL EXISTING FLOOR SHEATHING SIMPSON ABU COLUMN EXISTING FLOOR BASE w/ 5/8"O X 4" EMBED FRAMING SIMPSON STRONG—BOLT ao ANCHOR i= il_ii1 i 17=111—II ° ° cc • • ;• w V G a • Q_ —' 3" —� CONCRETE FOOTING, /CLR REINF. PER PLAN PER PLAN 1 TYPICAL CRAWLSPACE PONY WALL SK-3 1"=1'-0" ALLSTRUCTURE Iyzzo `��"� IIS"`= BY I4-N. DATE ENGINEERING CHK BY DATE 16154 SW Upper BBoone%Ferry Rd. JOB NO I v Porll and,OR 97224-7744 o:503.620.4314 I allktruc lure.com SHEET OF Page 17 of 20 BEARING WALL, PONY WALL, FOOTING WOOD POST PER PLAN 1/2"0 x 4" EMBED A36 THREADED ROD w/ SIMPSON EXISTING FLOOR BEAM SET 3G EPDXY EXISTING FLOOR SHEATHING 7 / / / / / / / / / / / / / / / . . . . 2,/, 7/ / / / / / / / / / / 4- Z ® z = Z PROVIDE (2) LAYERS 30# FELT EXISTING CONCRETE FOOTING AND STEM WALL. AT ALL WOOD FACES TOUCHING (CONTRACTOR TO VERIFY 6" AGAINST CONCRETE MIN THICK STEM WALL) POST AT EXISTING FOOTING ALLSTRUCTURE 1977o 51,01I1BY kN DATE ENGINEERING CHK BY DATTE1 16154 SW Upper Boones Ferry Rd. JOB NO 11 Z"I'i/ •O Portland,OR 97224-7744 o:503.620.4314 I allstruclure.com SHEET OF Page 18 of 20 s 2x BLOCKING EA BAY EXISTING CEILING JOISTS PER PLAN FA �1 WOOD BEAM PER PLAN 1 INTERIOR BEAM SK-5 1•=1'-0" ALLSTRUCTURE IL-177o SLS) II`t -- BY 11--1.-4 DATE ENGINEERING CHK BY DATE 16154 SW Uppci 13oones Ferry Rd. JOB NO I 1 1 U Portland,OR 97224-7744 o:501620.4314 I allstructure.com SHEEI OF Page 19 of 20 4 WOOD BEAM, WOOD BEAM, SIZE & TYPE SIZE & TYPE PER PLAN PER PLAN SIMPSON EPCZ SIMPSON PCZ POST CAP (OR POST CAP SIMILAR) (OR SIMILAR) WOOD COLUMN WOOD COLUMN OR POST, SIZE OR POST, SIZE PER PLAN PER PLAN BEAM ENDS BEAM CONTINUES AT COLUMN PAST COLUMN 1 TYPICAL WD. BEAM TO COLUMN DETAIL SK-6 1"=1'-0" INE ALLSTRUCTURE J `�ZZ° `�'^) `r BY V-N DATE ENGINEERING CHK BY DATE 61 4•00 16154 SW Upper Boones Ferry Rd. JOB NO 0 2 Portland,OR 97224-7744 o:503.620.4314 I allstructure.com SHEEI OF Page 20 of 20 Asif October 7,2019 Allyson Armstrong City of Tigard Community Development 13125 SW Hall Blvd. Tigard,Oregon 97223 RE: 14220 SW 114th Ave. Response to Structural Plan Check Comments in email correspondence with Jeremy Ornelas dated October 7, 2019 City of Tigard Case No.MST2019-00382 Allstructure#19294.00 Dear Allyson: The following is our response to the above referenced City of Tigard structural plan check comments: Structural Item#: Response: 1. See revised design criteria on page 2 of the calculations stating the 60"o.c. for the existing crawl space beams. Additionally,the decking has been updated to 2x6 T&G,batt insulation added and the gyp ceiling removed (since this is crawl space). Also,the existing spread footings have been added to the partial foundation/floor framing plan on page 15 of the calculations. 2. See added note on pages 15 and 16 of the calculations stating to replace in- kind all damaged wood members. We appreciate this opportunity to be of service to you on this matter. Please do not hesitate to contact us at 503.620.4314 should you have any additional questions. Sincerely, Kevin Harker, PE,P.En 1�Q�Eo PRUFF'4S Project Engineer g Makaryv9netlbyKaNn ���' (CI %'"?/Oy DN:C.US, 9 1 5� EakaNnhQalRtruc e''rim, a Kevin Harker o_C,CCN=Kevin Harker♦r g, LLC,20 9100 Ha • Dale:20.070U 7 10:04:24-07'00' ��I 111 KTH/kth OREGON'63%� Attachments: Plan Check Email •f :: 13, �� Revised Calculation Package N 7 HAA Expires: 6/30/2021 C: file ALLSTRUCTURE ENGINEERING 16154 SW Upper Boones Ferry Rd.,Portland,Oregon 97224 v:503.620.4314 I allstructure.com Kevin Harker From: Jeremy Ornelas <jeremy@samsonconsulting.com> Sent: Monday, October 7, 2019 8:12 AM To: Kevin Harker Subject: FW: Drawings for 14220 SW 114th Ave Attachments: House plans.pdf;Joists and Pads specs.pdf; House room sizes.pdf; B1.png Kevin, Attached is everything that we had drawn up for Allyson and the city. Below is her responds.Anything that you can do to help me get this resolved would be greatly appreciated. Thank you Jeremy Ornelas Owner Samson Consulting LLC Follow our projects on Instagram (503)840-7088 SAMSON CONSUL!ING- From:Allyson Armstrong<AllysonA@tigard-or.gov> Sent: Monday,October 7, 2019 7:39 AM To:Jeremy Ornelas<jeremy@samsonconsulting.com> Subject: RE: Drawings for 14220 SW 114th Ave Jeremy, The spans you have shown do not match the design criteria on the engineering. The plan and the engineering must match to be approved. Please contact your engineer and advise him that the floor has been removed and where and what the current conditions are. Again the plans and engineering must match to be approved. Thank you, Allyson From:Jeremy Ornelas<Ieremy@samsonconsulting.com> Sent: Friday,October 4,2019 7:44 AM To:Allyson Armstrong<AllysonA@tigard-or.gov> Subject: Drawings for 14220 SW 114th Ave Allyson, Attached are the drawings that you are looking for. 1 • • Thank you Jeremy Ornelas Owner Samson Consulting LLC Follow our projects on Instagram (503)840-7088 SAMSON ( C)\SI'I:Itit DISCLAIMER: E-mails sent or received by City of Tigard employees are subject to public record laws. If requested, e-mail may be disclosed to another party unless exempt from disclosure under Oregon Public Records Law. E-mails are retained by the City of Tigard in compliance with the Oregon Administrative Rules"City General Records Retention Schedule." 2 r • t NORTH I< 6o">1 :y.4.< 60"1 All joists are the red lines.All joists are 60"on center apart from each running the entire area under the home. >-•• - -- --•-- f.-••• n^ All concrete pads are 72"apart from each other ;•• ; running down the entire length under the home. .q."..i w/ FLAT 2x6 T&G 72"1 DECKING, TYP i _ "" 2x6 Flooring 'oists � ... .--- are in re ...s --.•.: ,.. : 1_4...X61 .....J ... These are concrete pads.19"X 19"X 7"Deep. - > i! i..'. i (— "i I I__ Solid concrete Solid concrete floor floor I a • -EDGE PROFILE VIEW- _ Nkt 4o6ngth Joists are 60"on center,apart from each other down entire I- 1 of house. Solid concrete .�. - I_�'.r Inthes -s1 floor # i� © © -4x6 edge profile 41 1 ,limmoom Eaueng/sl Doug FIR support l flooring joists In pae taus. are in red.-..._. 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NORTH [lb 7'■� I ...„6.7 I I .....---7777 L/Back I 4x4 wood beam door `_// support post 16"square Concrete footin New wood Front door Beam Kitchen Living room 4x4 wood beam support post mounted to the foundation k 41 ,J \ ic--....._` Walk through111 Garage door passageway