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BUP2022-00177 (5) Site Address: Building Division ,111 iii TIGARD Deferred Submittal Transmittal Letter TO: /�� DATE RECEIVED: DEPT: BUILDING DIVISION ri EUE I V b NOV 4 2024 FROM: jf-ff'jTh1,1s(-144- -P'6el..1i ?.w,cam^ ,1ITYOFTIGARI COMPANY: 6/Ali aw.firkif,Z,^J ..UILDING DIVISION PHONE: Cam)k?v _s-la By:A•T• RE: Gr3S Jt-) Gcet1 w Sy"• Qt;AP;001d-cbt77 (Site Address) (Permit/Case Number) (er +e�-�►+ CivJS, ,Q� Item# ject name or subdivision n e ane lot lot number) Valuation of Deferred Submittal: $ , j1 voo. (-2r2 ATTACHED IS THE FOLLOWING DEFERRED SUBMITTAL ITEM: Copies: Description: a t° 5 7 _yc nt 2,,Ls ia/l,v ►, '``''( ffr ( a;.� ... 69 3r of e,/cr. Remarks: NOTE: Documents for deferred submittal items shall be submitted to the registered design professional in responsible charge who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and been found to be in general conformance to the design of the building. The deferred submittal items shall not be installed until the design and submittal documents have been approved by the building official. Oregon Structural Specialty Code Section 106.3.4.2 FOR OFFICE USE ONLY Routed to erit Technician: Date: ) ) - -a Initials: 4-fr Fees Due: Yes S ay Initials: ❑ No Fee Description: Amount Due: ___T____ Deferred Submittal Fee: $ Additional fee based on valuation: $ a: y 3• ) 3 Other: 1 aLi • OS = 4 6 a $ 6a..' Total Fees Due: $ .3 OS. 1 3 Special _� 1 L . . Instructions: \ Reprint Permit(per PE): ❑ Yes No ❑ Done Applicant Notified: Date: j(ji3/P.I Initials:�.�; The fee for processing an eviewing deferred pla sub ittal shall be an amount equal to 65%of the building based on the valuation of the particular portion or portions of the project with a minimum $200.00 fee. This fee is in addition to the project plan review fee based on the total project value. l:Building\Forms\TransmittalLetter-DefrdSubmtl.doc 04/04/07 'SAY P �� I N T )FFIC +' COPY -------ENGINEERING--- STRUCTURAL CALCULATIONS Dartmouth Crossing Steel Stairs and Guardrails REVISION 6835 SW Clinton Street Tigard, OR 97223 24118 Prepared For: RECEIVED VALIDITY OF PERMIT Advanced Welding THE ISSUANCE OF A PERMIT 1509 N E 106thSt. NOV 4 2024 BASED ON CONSTRUCTION DOCUMENTS AND OTHER Vancouver, WA 98686 CITY OF DITIVISION DATA SHALL NOT PREVENT BUILDING DIVISION THE CODE OFFICIAL FROM REQUIRING THE CORRECTION OF ERRORS. OSSC 105.4 ���ED PROaFs �����N1NFF�SO 81013P� OR- 7 � i 72, 2p1 ((,- RFD N FISG EXPIRES:12-31-2025 SUBMITTAL REVIEW NO EXCEPTIONS TAKEN 0 REVISE AND RESUBMIT DATELOG 0 MAKE CORRECTIONS NOTED ❑ SUBMIT SPECIFIED REM Dp Ma 3 2024 `°""'aa"".. �EDAINA'`"NI Y.FOH....ETD.L DBMA"DE BUULTLIE DESIGN CONCEPT ate. y OF THE PROJECT AND GENERAL COMPLIANCE WITH THE INFORMATION IN THE- CONTRACT DOCUMENTS.ANY ACTION SHOWN ABOVE,IS SUBJECT TO THE RE- Revision(s): QUIREMENTS OF THE PLANS AND SPECIFICATIONS.CONTRACTOR IS RESPON- SIBLE FOR:DIMENSIONS WHICH SHALL BE FABRICATED AND CORRELATED AT THE JOB SITE:FABRICATION PROCESSES AND TECHNIQUES OF CONSTRUCTION: Revision 1 August 15, 2024 COORDINAT ON OF THEIR WORK WITH THAT OF ALL OTHER TRADES;AND THE g E Gum SATISFACTORY PEERFORMAAN�CEE OfTHEIR WORN. Revision 2 September 25, 2024 BY 7Y)i4,(4.): e( DATE 10.31.2024 Revision 3 October 17, 2024 (Revision E on Drawings) / ' 700 Washington St, Suite 605 Vancouver, WA 98660 360.635.6611 A info@waypointwa.com Page 1 of 113 AYP OINT ENGINEERING, ITABLE.PF CONTENTS SECTION DESCRIPTION A Design Criteria B Gravity Design C Appendix A: Reference 700 Washington St, Suite 605 Vancouver, WA 98660 � 360.635.6611 info@waypointwa.com Page 2 of 113 AYP INT ----ENGINEERING DESIGN CRITERIA SECTION A 700 Washington St, Suite 605 Vancouver, WA 98660 360.635.6611 info@waypointwa.com Page 3 of 113 `AY P I N T —ENGINEERING t NARRATIVE Waypoint Engineering was retained in limited capacity to perform the following work for this project including: • Structural analysis of stair vertical force resisting systems. • Gravity analysis including stringers, beams, posts, pickets, and reinforced concrete footings. 'REFERENCES • 2019 Oregon Structural Specialty Code (OSSC) • ASCE/SEI 7-16 American Society of Civil Engineers, ASCE Minimum Design Loads and Associated Criteria for Buildings and Other Structures (ASCE) GRAVITYDESIGN DATA Floor Dead Load: Stair 55 psf Floor Live Load (ASCE Table 4.3-1): Balconies and Decks 60 psf Stairs and Exit Ways 100 psf Roof Snow Load: Ground Snow Load, Pg: 25 psf (ASCE 7.2) Deflection Limits: Floor Live Load L/360 Floor Dead and Live Load L/240 GEOTECHNICAL DESIGN DATA Foundations: Allowable Soil Pressure, D+SL: 2,000 psf (Geotechnical Report) Allowable Soil Pressure, D+L+E/1.4: 2,667 psf (Geotechnical Report) Coefficient of Friction: 0.35 (Geotechnical Report) Lateral Bearing Pressure: 200 psf/ft (Geotechnical Report) (Passive Soil Resistance) 1r�_. 700 Washington St, Suite 605 Vancouver, WA 98660 360.635.6611 info@waypointwa.com Page 4 of 113 WdAY p I N T DATE: 10/17/2024 PROJECT: 24118-Dartmouth Crossing DESIGN: CD ENGINEERING SUBJECT: Connection Calcs PAGE: STAIR #3 RAILING IS ANCHORED AT THE BASE TO TAKE THE OVERTURNING AND SHEAR LOADS. SEE CALCULATIONS BELOW FOR CHECKS. THE 4x4 POSTS ARE IN PLACE FOR THE RAILING TO BE ATTACHED TO, THE LATERAL LOADING IS TRANSFERED THROUGH THE BASE ANCHORS. CHECK LAGS TO POST: APPLIED MOMENT = 200 LB x 36 IN = 7200 LB-IN BOLT SHEAR = 7200 LB-IN / 16" (DIMENSION FROM CENTER OF PLATE TO FURTHEST BOLTS) = 450 LB APPLIED < CAPACITY 450 LB < 1199 LB, THUS LAG SCREWS INTO POST ARE ADEQUATE FOR THE LATERAL LOADING. Main Member Iype Douglas Fir-Larch _ , i; • s� , J, PERF PLATE :0:7 Main Member Thickness 3.5 in. v Mai'.Member.A ngle of �' Load to Grain I� PERF PLATE /77,..-------:. . -= , Side Member Type Stoat %.- Side Member Thickness -1/4 in. 4 Side Member angle of --_ I Load to Grant Ia ,Pm PERF PLATE Washer Thickness 1/4 in. „ 11 :_ Nominal Diameter `' In. o 244 STUD W ri Length 4 In. v ----4x4 STUD -4x4 STUD Load Duration Factor C_0- 1.6 v- r ._ %et Service Factor cut- 1.0 — •�' . V i� u p U End Grain Factor C eg- 1.0 36 0 x 3 SIMPSON T TEN HD) EEO x 3 LAG SCREW) KNEEWALL CONNECTOR .- - - TYP AT EACH 4X4 POST Temperature Factor c t v 1.o V (FURNISHED BY OTHERS) ih 0 x 3 SIMPSON TREK HD) Calculate Connection Capacity ICor,'ec.c., v,eid '.'ode Descnpticns I I -,,ts e:Use I IDiaphragm Fac::- -e'p I I _cad D,,rat.e- =actor Heir I I Tecrn.cai Help I IShow Prirta: _ _ I Connection Yield Modes ini 3264lbs_ Is 140981bs. II 1330lbs. Elm 18301bs. Ms 11991bs. IV I1394lbs. Adjusted ASD Capacity 1199 lbs. Page 8 of 113 Stair 3 Railing Base Connection SIMPSON Anchor Designer TM Company: Waypoint Engineering Date: 10/17/2024 Engineer: CD Page: 1/5 Software Strong-TieVersion 3.2.2309.2 Project: 24118-Dartmouth Crossing ® Address: Phone: E-mail: 1.Project information Customer company: Project description:Stair#3 Railing Base Connection Anchor Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACl 318-19 Concrete:Normal-weight Units: Imperial units Concrete thickness,h(inch):6.00 State:Cracked Anchor Information: Compressive strength,fc(psi):3000 Anchor type:Concrete screw "Pc,v: 1.0 Material:Carbon Steel Reinforcement condition:Supplementary reinforcement not present Diameter(inch):0.500 Supplemental edge reinforcement:Not applicable Nominal Embedment depth(inch):3.750 Reinforcement provided at corners:No Effective Embedment depth,her(inch):2.780 Ignore concrete breakout in tension:No Code report:ICC-ES ESR-2713 Ignore concrete breakout in shear:No Anchor category: 1 Ignore 6do requirement:Not applicable Anchor ductility:No Build-up grout pad:No hmin(inch):5.83 cac(inch):4.19 Cmin(inch): 1.75 Sr,,,,,(inch):3.00 Recommended Anchor Anchor Name:Titen HD®-1/2'0 Titen HD,hnom:3.75"(95mm) Code Report:ICC-ES ESR-2713 4 ` s g } .41 wan wt rv. OP, d#h A I Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Sintp.,on Strong-llo Company:r,. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 10 of 113 Stair 3 Railing Base Connection SIMPSON Anchor DesignerTM Company: Waypoint Engineering Date: 10/17/2024 Software Engineer: CD l Page: I2/5 Strong-Tie 24118-Dartmouth Crossing Version 3.2.2309.2 ® Address: Phone: E-mail: Load and Geometry FOR SIMPSON ANCHOR CALC - Load factor source:ACI 318 Section 5.3 STAIR #3 BASE CONN Load combination:not set Seismic design:No Anchors subjected to sustained tension:Not applicable STAIR 3 RAILING BASE CONN Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:No TENSION: Strength level loads: 1.6 * 1200 LB = 1920 LB N.[lb]: 1920 vex[lb]:80 SHEAR: Vuay[lb]:0 1.6 * 50 LB = 80 LB <Figure 1> 1920 lb Z • I 44 ,. ; Y / „K,2,„ 0 lb X 80 lb Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. ' 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 11 of 113 1 Stair 3 Railing Base Connection SIMPSON Anchor Designer TM Company: Waypoint Engineering I Date: 110/17/2024 Engineer: CD Page: 3/5 strong-Tiestrong-TieSoftware Project: 24118-Dartmouth Crossin ® Version 3.2.2309.2 Address: g Phone: E-mail: <Figure 2> • ' 'mow- - . --a- 1 8 ..„ , _ . .. . . . .. , , .. . . • . ... ... 8 00/ W / W r Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. ",1, 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 12 of 113 Stair 3 Railing Base Connection SIMPSON Anchor DesignerT"" Company: Waypoint Engineering M ,, r Date: 10/17/2024 Software Engineer: CD Page: 4/5 , i, Version 3.2.2309.2 Project: 24118-Dartmouth Crossing Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Naa(Ib) Shear load y, Shear load combined, Vuax(lb) Vuay(Ib) ./(Vaax)2+(Vaay)2(Ib) 1 1920.0 80.0 Sum 1920.0 0'0 80.0 80.0 0.0 80.0 Maximum concrete compression strain(%o):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(Ib):1920 Resultant compression force(Ib):0 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 Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 4.Steel Stren th of Anchor in Tension Sec. 17.6.1 Nsa(Ib) 0 ONsa(Ib) 20130 0.65 13085 5.Concrete Breakout Strength of Anchor in Tension(Sec.17.6.2) Nb=kc2.a'IYche/1 5(Eq. 17.6.2.2.1) kc f c(psi) her(in) Nb(Ib) 17.0 1.00 3000 2.780 4316 qlNcb=0(ANc/ANco)y'ed.NWo,NWp,NNb(Sec. 17.5.1.2&Eq. 17.6.2.1a) z AN (in2) ANco(in2) Ca,min(in) Wed,N yc,N V c,N 69.56 69.56 p Nb(Ib) 0 0Ncb(lb) 1.000 1.00 1.000 4316 0.65 2805 8.Steel Stren th of Anchor in Shear Sec.17.7.1 Vsa(Ib) Ogrout 0grout0Vsa(Ib) 7455 1.0 0.60 4473 10.Concrete Pryout Strength of Anchor in Shear(Sec.17.7.3) 014p=OkcpNcb=Okcp(ANc/ANCo)Wed,Nyc,NWcp,NNb(SeC. 17.5.1.2&Eq. 17.7.3.1a) kcp ANc(in2) ANco(In2) Wed.N Vc,N 2.0 Vcp,N Nb(Ib) 0 0Vcp(Ib) 69.56 69.56 1.000 1.000 1.000 4316 0.70 6042 11.Results Interaction of Tensile and Shear Forces(Sec.17.8) Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 13 of 113 Stair 3 Railing Base Connection SIMPSON Anchor Designer TM Company: Waypoint Engineering Date: 10/17/2024 r pr , Engineer: CD I Page: 15/5 , # Software , Project: 24118-Dartmouth Crossing g.. 041+ I;,., Version 3.2.2309.2 Address: Phone: E-mail: Tension Factored Load, N.(lb) Design Strength,eNn(Pb) Ratio Steel Status 1920 13085 0.15 Pass Concrete breakout 1920 2805 0.68 Pass(Governs) Shear Factored Load,V.(lb) Design r Strength, Vn(Pb) Ratio Steel Status S out 80 4473 0.02 Pass(Governs) ry 80 6042 0.01 Pass Interaction check Nua/0Nn v /01/n Combined Ratio Permissible Status Sec. 17.8.1 0.68 0.00 68.4% 1.0 Pass 1/2"0 Titen HD,hnom:3.75"(95mm)meets the selected design criteria. 12.Warnings -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. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 14 of 113 WJAYP ' DATE: 10/17/2024 PROJECT: 24118-Dartmouth Crossing DESIGN: CD ENGINEERING Connection Stair#3 LandingConnection Calcs PAGE: STAIR #3 LANDING RAILING IS ANCHORED AT THE BASE TO TAKE THE OVERTURNING AND SHEAR LOADS. SEE CALCULATIONS BELOW FOR CHECKS. THE 4x4 POSTS ARE IN PLACE FOR THE RAILING TO BE ATTACHED TO, THE LATERAL LOADING IS TRANSFERED THROUGH THE BASE ANCHORS. STAIR #3 LANDING RAILING CONNECTION: APPLIED MOMENT = 200 LB x 3.5 FT = 700 LB-FT THE MOMENT IS TRANSFERED TO THE CONCRETE SLAB THROUGH THE PLATES AND SIMPSON TITEN HD ANCHORS SPACED AT 12" OC. RESULTANT TENSION IN ANCHOR = 700 LB-FT/ (2" / 12 FT) = 4200 LB / 4 ANCHOR POINTS = 1050 LB SHEAR IN ANCHOR = 200 LB / 4 ANCHORS = 50 LB SEE ANCHOR CALCULATION FOR ADEQUACY CHECK ANCHOR CALCULATION LOADING: 1.6 * 1050 LB = 1680 LB 1.6 * 50 LB = 80 LB Page 15 of 113 Stair 3 Landing Base Connection SIMPSON Anchor Designer TM Company: Waypoint Engineering Date: 10/17/2024 Software Engineer: CD Page: 1/5 St, nncirTie Version 3.2.2309.2 Project: 24118-Dartmouth Crossing ® Address: Phone: E-mail: 1.Project information Customer company: Project description:Stair#3 Landing Base Connection Anchor Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-19 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):6.00 State:Cracked Anchor Information: Compressive strength,fc(psi):3000 Anchor type:Concrete screw 4c,v: 1.0 Material:Carbon Steel Reinforcement condition:Supplementary reinforcement not present Diameter(inch):0.375 Supplemental edge reinforcement:Not applicable Nominal Embedment depth(inch):3.250 Reinforcement provided at corners:No Effective Embedment depth,he(inch):2.400 Ignore concrete breakout in tension:No Code report:ICC-ES ESR-2713 Ignore concrete breakout in shear:No Anchor category: 1 Ignore 6do requirement:Not applicable Anchor ductility:No Build-up grout pad:No hmin(inch):5.00 cac(inch):3.63 Cmin(inch): 1.75 Smm(inch):3.00 Recommended Anchor Anchor Name:Titen HD®-3/8"0 Titen HD,hnom:3.25"(83mm) Code Report: ICC-ES ESR-2713 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 16 of 113 Stair 3 Landing Base Connection SIMPSON Anchor Designer TWI Company: Waypoint Engineering Date: 10/17/2024 Engineer: CD Page: 2/5 Strong-Tie Software Project: 24118-Dartmouth Crossing Version 3.2.2309.2 Address: Phone: E-mail: Load and Geometry STAIR 3 LANDING BASE CONN Load factor source:ACI 318 Section 5.3 Load combination:not set TENSION: Seismic design:No Anchors subjected to sustained tension:Not applicable 1.6 * 1050 LB = 1680 LB Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:No SHEAR: Strength level loads: 1.6 * 50 LB = 80 LB Nua[Ib]: 1680 Vuax[Ib]:80 Vuay[lb]:0 <Figure 1> 1680 lb • I, e • 0 Ib X 80 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 17 of 113 Stair 3 Landing Base Connection SIMPSON Anchor Designer TM Company: Waypoint Engineering Date: 10/17/2024 Engineer: CD Page: 3/5 Strong-Tie Software Project: 24118-Dartmouth Crossing Version 3.2.2309.2 Address: Phone: E-mail: <Figure 2> z , 8 ' p:y 8 co Co Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Ire i;ompany lrn. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 18 of 113 Stair 3 Landing Base Connection SIMPSON Anchor Designer TM Company: Waypoint Engineering Date: 10/17/2024 iii Engineer: CD Page: 4/5 Software Project: 24118-Dartmouth Crossing 3, -:% , t; Version 3.2.2309.2 Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(lb) Vuax(Ib) Vuay(lb) J(Vuax)2+(Vuay)2(lb) 1 1680.0 80.0 0.0 80.0 Sum 1680.0 80.0 0.0 80.0 Maximum concrete compression strain(%o):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(Ib):1680 Resultant compression force(Ib):0 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 Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 4.Steel Strength of Anchor in Tension(Sec.17.6.1) Nsa(Ib) 0 ONsa(Ib) 10890 0.65 7079 5.Concrete Breakout Strength of Anchor in Tension(Sec.17.6.2) Nb=kc2aV f cher1 (Eq. 17.6.2.2.1) kc Aa fc(psi) her(in) Nb(Ib) 17.0 1.00 3000 2.400 3462 fNcb=0(ANc/ANco)Ped,NVC,NWcp,NNb(Sec. 17.5.1.2&Eq. 17.6.2.1a) ANc(in2) ANco(in2) Ca,m,s(in) V'ed,N Pc,N Pcp,N Nb(lb) 0 1 Ncb(lb) 51.84 51.84 - 1.000 1.00 1.000 3462 0.65 2250 6.Pullout Strength of Anchor in Tension(Sec.17.6.3) ONpn=tP'c,P2aNp(f'c/2,500)"(Sec. 17.5.1.2,Eq. 17.6.3.1 &Code Report) 'Pc,P a a Np(Ib) f'c(psi) n 0 ¢Npn(Ib) 1.0 1.00 2700 3000 0.50 0.65 1923 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong- ie Company f 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 19 of 113 Stair 3 Landing Base Connection SIMPSON Anchor Designer TM Company: Waypoint Engineering Date: 10/17/2024 r Software Engineer: CD Page: 5/5 w "'k r , '' Project: 24118-Dartmouth Crossing Version 3.2.2309.2 a Address: Phone: E-mail: 8.Steel Strength of Anchor in Shear(Sec.17.7.1) Vsa(Ib) Ogrout 0 Ogrout0Vsa(Ib) 4460 1.0 0.60 2676 10.Concrete Pryout Strength of Anchor in Shear(Sec.17.7.3) gVcp=OkcpNcb=Okcp(ANC/ANco)Y'ad,N9'c.NY'cp,NNb(Sec. 17.5.1.2&Eq. 17.7.3.1a) kcp ANc(in2) ANco(in2) P,,dN t/'c,N y'cp•N Nb(Ib) 0 q$Vcp(Ib) 1.0 51.84 51.84 1.000 1.000 1.000 3462 0.70 2423 11.Results Interaction of Tensile and Shear Forces(Sec.17.8) Tension Factored Load,Nua(Ib) Design Strength,eNn(Ib) Ratio Status Steel 1680 7079 0.24 Pass Concrete breakout 1680 2250 0.75 Pass Pullout 1680 1923 0.87 Pass(Governs) Shear Factored Load,Vua(Ib) Design Strength,eV (Ib) Ratio Status Steel 80 2676 0.03 Pass Pryout 80 2423 0.03 Pass(Governs) Interaction check Nua/ON, Vua/iV, Combined Ratio Permissible Status Sec. 17.8.1 0.87 0.00 87.4% 1.0 Pass 3/8'0 Titen HD,hnom:3.25"(83mm)meets the selected design criteria. 12.Warnings -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. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 20 of 113 wAy p Waypoint Engineering Project Title: Dartmouth Crossing `! I N T Washington Street, Engineer: CD Suite700 605 Project ID: 24118 ENGINEERING Vancouver,WA 98660 Project Descr: Revision 3 360.635.6611 Steel Beam Project File:24118-Gravity R3.ec6 LIC#:KW-06015354,Build:20.24.10.03 Waypoint Engineering,Inc. (c)ENERCALC,LLC 1982-2024 DESCRIPTION: R3- Stair Tread CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method:Load Resistance Factor Design Fy Beam Bracing: Completely Unbraced :Steel Yield: 30.0 ksi E: Bending Axis: Major Axis Bending Modulus: 29,00 .0 ksi Vertical Leg Down D(0.1250) L(0.250) S(0.06250) + L2x2x1/8 - ,_ Span = 1 .0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D=0.050, L=0.10, S=0.0250 ksf, Tributary Width=2.50 ft, (Stair Tread) DESIGN SUMMARY Maximum Bending Stress Ratio = Design OK 0.192: 1 Maximum Shear Stress Ratio= 0.060 : 1 Section used for this span L2x2x1/8 Section used for this span Mu:Applied 0.073 k-ft Vu:Applied L2x2x1/8 0.2 Mn*Phi:Allowable 0.378 k-ft Vn*Phi:Allowable 4.860 k Load Combination +1.20D+1.60L+0.50S 860 k Load Combination +1.20D+1.60L+0.5050S Span#where maximum occurs Location of maximum on span 0.000 ft Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.001 in Ratio= 11,639 >=360 Span:1 :L Only Max Upward Transient Deflection 0 in Ratio= 0 <360 n/a Max Downward Total Deflection 0.002 in Ratio= 7760 >=240. Span:1 :+D+L Max Upward Total Deflection 0 in Ratio= 0 <240.0 n/a Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Values Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi*Mnx Cb Rm VuMax Summary Shear of hi Vnx +1.40D Dsgn.L= 1.00 ft 1 0.058 0.018 0.02 0.02 0.42 0.38 1.14 1.00 0.09 5.40 4.86 +1.20D+1.60L Dsgn.L= 1.00 ft 1 0.182 0.057 0.07 0.07 0.42 0.38 1.14 1.00 0.28 5.40 4.86 +1.20D+1.60L+0.50S Dsgn.L= 1.00 ft 1 0.192 0.060 0.07 0.07 0.42 0.38 1.14 1.00 0.29 5.40 4.86 +1.20D+L Dsgn.L= 1.00 ft 1 0.132 0.041 0.05 0.05 0.42 0.38 1.14 1.00 0.20 5.40 4.86 +1.20D Dsgn.L= 1.00 ft 1 0.050 0.015 0.02 0.02 0.42 0.38 1.14 1.00 0.08 5.40 4.86 +1.20D+L+1.605 Dsgn.L= 1.00 ft 1 0.166 0.051 0.06 0.06 0.42 0.38 1.14 1.00 0.25 5.40 4.86 +1.20D+1.60S Dsgn.L= 1.00 ft 1 0.083 0.026 0.03 0.03 0.42 0.38 1.14 1.00 0.13 5.40 4.86 +1.20D+L+0.505 Dsgn.L= 1.00 ft 1 0.143 0.044 0.05 0.05 0.42 0.38 1.14 1.00 0.22 5.40 4.86 +0.90D Dsgn.L= 1.00 ft 1 0.037 0.012 0.01 0.01 0.42 0.38 1.14 1.00+1.339D+L+0.20S 0.06 5.40 4.86 Dsgn.L= 1.00 ft 1 0.142 0.044 0.05 0.05 0.42 0.38 1.14 1.00 0.21 5.40 4.86 +0.7610D Dsgn.L= 1.00 ft 1 0.031 0.010 0.01 0.01 0.42 0.38 1.14 1.00 0.05 5.40 4.86 Page 21 of 113 Waypoint Engineering Project Title: Dartmouth Crossing . AY P er I NTSuite605 700 Washington Street, Engineer: CD Project ID: 24118 Vancouver,WA 98660 Project Descr: Revision 3 ENGINEERING 360.635.6611 Steel Beam Project File:24118-Gravity R3.ec6 LIC#:KW-06015354,BuiId:20.24.10.03 Waypoint Engineering,Inc. DESCRIPTION: R3 - Stair Tread (c)ENERCALC,LLC 1982-2024 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.0015 0.503 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.188 0.188 Max Upward from Load Combinations 0.188 0.188 Max Upward from Load Cases 0.125 0.125 D Only 0.063 0.063 +D+L 0.188 0.188 +D+S 0.094 0.094 +D+0.750L 0.156 0.156 +D+0.750L+0.7503 0.180 0.180 +0.60D 0.038 0.038 L Only 0.125 0.125 S Only 0.031 0.031 Page 22 of 113 Waypoint Engineering Project Title: Dartmouth Crossing SAY P j,1 700 Washington Street, Engineer: CD I N T Suite 605 Project ID: 24118 ENGINEERING Vancouver,WA 98660 Project Descr: Revision 3 360.635.6611 Steel Beam Project File:24118-Gravity R3.ec6 LIC#:KW-06015354,Build:20.24.10.03 Waypoint Engineering,Inc. (c)ENERCALC,LLC 1982-2024 DESCRIPTION: R3- Long Stair Stringer CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method:Load Resistance Factor Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Vertical Leg Down D(0.0150) L(0.050) D(0.1250) S(0.06250) * HSS12x4x1/4 4111 f• Span = 21 .250 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D=0.050, L=0.10, S=0.0250 ksf, Tributary Width=2.50 ft, (Stair Loading) Uniform Load : D=0.0150, L=0.050 k/ft, Tributary Width= 1.0 ft, (Railing) Point Load : E=0.880 k @ 10.625 ft, (Seismic) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.422: 1 Maximum Shear Stress Ratio= 0.053 : 1 Section used for this span HSS12x4x1/4 Section used for this span HSS12x4x1/4 Mu:Applied 40.556 k-ft Vu:Applied 7.546 k Mn*Phi:Allowable 96.000 k-ft Vn*Phi:Allowable 142.189 k Load Combination +1.20D+L+0.205+2.50E Load Combination +1.20D+1.60L+0.50S 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 0.400 in Ratio= 636 >=360 Span:1 :L Only Max Upward Transient Deflection -0.088 in Ratio= 2,882 >=360 Span:1 :E Only*-1.0 Max Downward Total Deflection 0.631 in Ratio= 404 >=240. Span:1 :+D+0.750L+0.7505+0.5250E Max Upward Total Deflection 0 in Ratio= 0 <240.0 n/a Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx +1.40D Dsgn.L= 21.25 ft 1 0.136 0.017 13.10 13.10 106.67 96.00 1.14 1.00 2.47 157.99 142.19 +1.20D+1.60L Dsgn.L= 21.25 ft 1 0.399 0.051 38.32 38.32 106.67 96.00 1.14 1.00 7.21 157.99 142.19 +1.20D+1.60L+0.50S Dsgn.L= 21.25 ft 1 0.418 0.053 40.09 40.09 106.67 96.00 1.14 1.00 7.55 157.99 142.19 +1.20D+L Dsgn.L= 21.25 ft 1 0.293 0.037 28.16 28.16 106.67 96.00 1.14 1.00 5.30 157.99 142.19 +1.20D Dsgn.L= 21.25 ft 1 0.117 0.015 11.23 11.23 106.67 96.00 1.14 1.00 2.11 157.99 142.19 +1.20D+L+1.605 Dsgn.L= 21.25 ft 1 0.352 0.045 33.81 33.81 106.67 96.00 1.14 1.00 6.36 157.99 142.19 +1.20D+1.60S Dsgn.L= 21.25 ft 1 0.176 0.022 16.87 16.87 106.67 96.00 1.14 1.00 3.18 157.99 142.19 +1.20D+L+0.50S Dsgn.L= 21.25 ft 1 0.312 0.040 29.93 29.93 106.67 96.00 1.14 1.00 5.63 157.99 142.19 +0.90D Dsgn.L= 21.25 ft 1 0.088 0.011 8.42 8.42 106.67 96.00 1.14 1.00 1.59 157.99 142.19 +1.20D+L+0.205+2.50E Dsgn.L= 21.25 ft 1 0.422 0.046 40.56 40.56 106.67 96.00 1.18 1.00 6.53 157.99 142.19 +1.20D+L+0.205-2.50E Page 23 of 113 Waypoint Engineering Project Title: Dartmouth Crossing `� 700 Washin Engineer: CD W/ \f P ��> I N T Suite 605 gton Street, Project ID: 24118 Vancouver,WA 98660 Project Descr: Revision 3 ENGINEERING360.635.6611 Steel Beam Project File:24118-Gravity R3.ec6 LIC#:KW-06015354,Build:20.24.10.03 Waypoint Engineering,Inc. (c)ENERCALC,LLC 1982-2024 DESCRIPTION: R3- Long Stair Stringer Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx Dsgn.L= 21.25 ft 1 0.191 0.030 18.36 18.36 106.67 96.00 1.10 1.00 4.33 157.99 142.19 +0.90D+2.50E Dsgn.L= 21.25 ft 1 0.209 0.019 20.11 20.11 106.67 96.00 1.23 1.00 2.69 157.99 142.19 +0.90D-2.50E Dsgn.L= 21.25 ft 1 0.034 0.008 0.79 -3.27 3.27 106.67 96.00 1.70 1.00 1.10 157.99 142.19 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+^Defl Location in Span +D+0.750L+0.750S+0.5250E 1 0.6310 10.686 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 4.949 4.949 Max Upward from Load Combinations 4.949 4.949 Max Upward from Load Cases 3.188 3.188 Max Downward from all Load Conditions(Resistii -0.440 -0.440 Max Downward from Load Cases(Resisting Upli -0.440 -0.440 D Only 1.762 1.762 +D+L 4.949 4.949 +D+S 2.426 2.426 +D+0.750L 4.152 4.152 +D+0.750L+0.750S 4.650 4.650 +0.60D 1.057 1.057 +D+0.70E 2.070 2.070 +D-0.70E 1.454 1.454 +D+0.750L+0.750S+0.5250E 4.881 4.881 +D+0.750L+0.7505-0.5250E 4.419 4.419 +0.600+0.70E 1.365 1.365 +0.60D-0.70E 0.749 0.749 L Only 3.188 3.188 S Only 0.664 0.664 E Only 0.440 0.440 E Only*-1.0 -0.440 -0.440 Page 24 of 113 Top of Long Stair Stringer Anchorage SIMPSON Anchor Designer TM Company: Waypoint Engineering Date: 10/17/2024 Software Engineer: CD Page: 1/5 Strong-Tie Project: 24118-Dartmouth Crossing Version 3.2.2309.2 Address: Phone: E-mail: 1.Project information Customer company: Project description:Top of Long Stair Stringer R3 Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACl 318-19 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):12.00 State:Cracked Anchor Information: Compressive strength,re(psi):3000 Anchor type:Concrete screw 4-ic.v: 1.0 Material:Carbon Steel Reinforcement condition:Supplementary reinforcement not present Diameter(inch):0.750 Supplemental edge reinforcement:Not applicable Nominal Embedment depth(inch):6.000 Reinforcement provided at corners:No Effective Embedment depth,her(inch):4.640 Ignore concrete breakout in tension:No Code report:ICC-ES ESR-2713 Ignore concrete breakout in shear:No Anchor category: 1 Ignore 6do requirement:Not applicable Anchor ductility:No Build-up grout pad:No hmin(inch):9.58 cec(inch):7.00 Base Plate Cmin(inch): 1.75 Length x Width x Thickness(inch):9.00 x 15.00 x 0.50 Smin(inch):3.00 Yield stress:36000 psi Profile type/size:HSS12X3X5/16 Recommended Anchor Anchor Name:Titen HD®-3/4"0 Titen HD,hnom:6"(152mm) Code Report: ICC-ES ESR-2713 ." . p 11 \ Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson St,,r1g-I.e Company ir.. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 25 of 113 Top of Long Stair Stringer Anchorage SIMPSON Anchor Designer TM Company: Waypoint Engineering Date: 10/17/2024 Software Engineer: CD Page: 2/5 Strong-TieProject: 24118-Dartmouth Crossing Version 3.2.2309.2 Address: op Phone: E-mail: -------------- Load and Geometry R3 - LONG STAIR STRINGER Load factor source:ACI 318 Section 5.3 Load combination:not set Upper Stair Stringer Seismic design:Yes Anchors subjected to sustained tension:Not applicable Fp = 0.88 kips (applied to Enercalc) Ductility section for tension: 17.10.5.2 not applicable Ductility section for shear: 17.10.6.2 not applicable Do factor:not set LRFD LOAD COMBINATIONS: Apply entire shear load at front row:No 1.2D + 1.6L + 0.5S Anchors only resisting wind and/or seismic loads:No 1.2(1.76) + 1.6(3.19) + 0.5(0.66) = 7.546 kips Strength level loads: N.[lb]:0 1.2D + 1.6S + L Vuax[Ibj:5510 Way[lb]:7546 1.2(1.76) + 1.6(0.66) + 3.19 = 6.358 kips Mix[ft-lb]:0 M.y[ft-lb]:0 Muz[ft-lb]:0 1.2D + OEm + L + 0.2S 1.2(1.76) + 2.5(0.44) + 3.19 + 0.2(0.66) = 6.534 kips <Figure 1> 0 lb 0.9D+OEm O ft-lb Z 0.9(1.76) + 2.5(0.44) = 2.684 kips STAIR ATTACHMENT Fp = 2.20 kips do QFp = 5.51 kips ' / 17- j? : - U / 1 ,ill 0ft-Ib t I !.. 0 ft-lb • ., oi, Y X 7546 lb 5510 lb Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 26 of 113 —------------------------ Top of Long Stair Stringer Anchorage SIMPSON Anchor Designer TM Company: Waypoint Engineering Date: 10/17/2024 Software Engineer: CD I Page: 13/5 Strong-Tie 24118-Dartmouth Crossin Version 3.2.2309.2 9 Address: Phone: E-mail: <Figure 2> 13.50 13.50 13.50 9.75 9.75 5.00 5.00 0 0 o ram: o 0 0 to CT; L �r v .4r 0 0 0 6.00 8 15.00 5.00 , 0 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 27 of 113 I Top of Long Stair Stringer Anchorage SIMPSON Anchor Designer TM Company: Waypoint Engineering I Date: I 10/17/2024 J SoftwareEngineer: CD Page: 4/5 °`f Version 3.2.2309.2 Project: 24118-Dartmouth Crossing ® Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load Ib N. Shear load combined, ( ) Vuax(Ib) Vuay(Pb) �(Vuax)24-(Vuay)2(Pb) 1 0.0 487.1 949.4 2 1067.0 0.0 487.1 1129.4 1230.0 3 0.0 772.1 949.4 4 1223.7 0.0 772.1 1129.4 1368.2 5 0.0 997.2 949.4 6 1376.9 0.0 997.2 1129.4 7 1506.7 0.0 997.2 1309.5 1646.0 Sum 0.0 5510.0 7546.0 9418.4 Maximum concrete compression strain(%o):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(Ib):0 Resultant compression force(lb):0 �Y 07 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 Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.45 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.61 04 06 01 03 05 8.Steel Strength of Anchor in Shear(Sec.17.7.1) Vsa(Ib) Ogrout 0 0groutOVsa(Pb) 9350 1.0 0.60 5610 9.Concrete Breakout Strength of Anchor in Shear(Sec.17.7.2) Shear parallel to edge in y-direction: Vbx=minI7(/e/da)0.2Jda2a\If'eca,'5;92aVf'ccail 51(Eq. 17.7.2.2.1a&Eq. 17.7.2.2.1b) le(in) da(in) A. fc(psi) ca,(in) Vbx(Pb) 4.64 0.750 1.00 3000 13.50 23713 0Vcbgy=0(2)(Avc/Avcu)Pec,VPBd,V 'OVY'h,VVbx(Sec. 17.5.1.2, 17.7.2.1(c)&Eq. 17.7.2.1b) Avc in2 ( ) Avco(In2) Yxec,V Ted,V 'fs.V 'Pb,V Vbx(Pb) 0 0Vcb9y(Ib) 369.00 820.13 1.000 1.000 1.000 1.299 23713 0.70 19403 Shear parallel to edge in x-direction: Vby=minI7(/e/da)02\1ddyla�feca1'5;92.Vfcca,151(Eq. 17.7.2.2.1a&Eq. 17.7.2.2.1b) le(in) da(in) A. fc(psi) cal(in) Vby(Pb) 4.64 0.750 1.00 3000 10.50 16265 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 28 of 113 Top of Long Stair Stringer Anchorage 1 SIMPSON Anchor Designer TM Company: Waypoint Engineering I Date: 110/17/2024 N,t w •,: Engineer: CD Page: 5/5 Software Project: 24118-Dartmouth Crossing u4 Version 3.2.2309.2 6 Address: Phone: E-mail: OVcbgx= (2)(Avc/Avco)�ec,V.eU,V F V'Ph,VVby(Sec. 17.5.1.2, 17.7.2.1(c)&Eq. 17.7.2.1b) Avc(in2) Avco(in2) Pec,v Y'ed,v Wc.V ¶Ph,V Vby(Ib) 351.00 496.13 1.000 1.000 1.000 1.146 16265 0.70 8457(Ib) 10.Concrete Pryout Strength of Anchor in Shear(Sec.17.7.3) r Vcp9=OkcpNcbg=Qikcp(ANc/ANco)'Pec,NY%d.NY%,N'Ycp,Nddb(Sec. 17.5.1.2&Eq. 17.7.3.1 b) kcp ANc(in2) ANco(In2) ¶eCN WedN Wc,N fcp,N Nb(Ib) 0 0Vcp9(Ib) 2.0 353.70 193.77 0.864 0.894 1.000 1.000 9307 0.70 18369 11.Results Interaction of Tensile and Shear Forces(Sec.17.8) Shear Factored Load,V.(Ib) Design Strength,eV,,(Ib) Ratio Status Steel 1646 5610 0.29 Pass II Concrete breakout y- 5510 19403 0.28 Pass II Concrete breakout x- 7546 18457 0.41 Pass Concrete breakout, - - 0.50 Pass combined Pryout 9344 18369 0.51 Pass(Governs) 3/4"0 Titers HD,hnom:6"(152mm)meets the selected design criteria. 12.Warnings -For irregular anchor patterns,the designer must consider sizing of base plate holes to ensure shear loads are distributed to anchors as designed. -Per designer input,the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination.Therefore the ductility requirements of ACI 318 17.10.5.2 for tension need not be satisfied—designer to verify. -Per designer input,the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination.Therefore the ductility requirements of ACI 318 17.10.6.2 for shear need not be satisfied—designer to verify. -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. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 29 of 113 Waypoint Engineering Project Title: Dartmouth Crossing wAy p 4*' 1 N T 700Suite Washington605 Street, Engineer: CD Project ID: 24118 Vancouver,WA 98660 Project Descr: Revision 3 ENGINEERING 60.635.66 Steel Beam Project File:24118-Gravity R3.ec6 I LIC#:KW-06015354,Build:20.24.10.03 Waypoint Engineering,Inc. DESCRIPTION: R3 -Short Stair Stringer (c)ENERCALC,LLC 1982-2024 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method:Load Resistance Factor Design BeamFy:Steel Yield: 50.0 ksi Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Vertical Leg Down D(0.0150) L(0.050) D(0.1250) L19:5(0.06250) ------------ --- Tr HSS 12x4x1/4 ±^ H. Span = 12.750 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D=0.050, L=0.10, S=0.0250 ksf, Tributary Width=2.50 ft, (Stair Loading) Uniform Load : D=0.0150, L=0.050 k/ft, Tributary Width= 1.0 ft, (Railing) Point Load : E=0.330 k @ 6.375 ft, (Seismic) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.150: 1 Maximum Shear Stress Ratio= 0.032 : 1 Section used for this span HSS12x4x1/4 Section used for this span HSS12x4x1/4 Mu:Applied 14.431 k-ft Vu:Applied 4.528 k Mn*Phi:Allowable 96.000 k-ft Vn*Phi:Allowable 142.189 k Load Combination +1.20D+1.60L+0.50S Load Combination +1.20D+1.60L+0.50S Location of maximum on span Span#where maximum occurs Span#1 Span#where maximum occurs Span#10 ft Maximum Deflection Max Downward Transient Deflection 0.052 in Ratio= 2,946 >=360 Span:1 :L Only Max Upward Transient Deflection -0.007 in Ratio= 21,351 >=360 Span:1 :E Only*-1.0 Max Downward Total Deflection 0.081 in Ratio= 1898 >=240. Span:1 :+D+L Max Upward Total Deflection 0 in Ratio= 0 <240.0 n/a Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx +1.40D Dsgn.L= 12.75 ft 1 0.049 0.010 4.72 4.72 106.67 96.00 1.14 1.00 1.48 157.99 142.19 +1.20D+1.60L Dsgn.L= 12.75 ft 1 0.144 0.030 13.80 13.80 106.67 96.00 1.14 1.00 4.33 157.99 142.19 +1.20D+1.60L+0.50S Dsgn.L= 12.75 ft 1 0.150 0.032 14.43 14.43 106.67 96.00 1.14 1.00 4.53 157.99 142.19 +1.20D+L Dsgn.L= 12.75 ft 1 0.106 0.022 10.14 10.14 106.67 96.00 1.14 1.00 3.18 157.99 142.19 +1.20D Dsgn.L= 12.75 ft 1 0.042 0.009 4.04 4.04 106.67 96.00 1.14 1.00 1.27 157.99 142.19 +1.20D+L+1.605 Dsgn.L= 12.75 ft 1 0.127 0.027 12.17 12.17 106.67 96.00 1.14 1.00 3.82 157.99 142.19 +1.20D+1.605 Dsgn.L= 12.75 ft 1 0.063 0.013 6.07 6.07 106.67 96.00 1.14 1.00 1.91 157.99 142.19 +1.20D+L+0.50S Dsgn.L= 12.75 ft 1 0.112 0.024 10.77 10.77 106.67 96.00 1.14 1.00 3.38 157.99 142.19 +0.90D Dsgn.L= 12.75 ft 1 0.032 0.007 3.03 3.03 106.67 96.00 1.14 1.00 0.95 157.99 142.19 +1.20D+L+0.205+2.50E Dsgn.L= 12.75 ft 1 0.136 0.026 13.02 13.02 106.67 96.00 1.17 1.00 3.67 157.99 142.19 +1.20D+L+020S-2.50E Page 30 of 113 Waypoint Engineering Project Title: Dartmouth Crossing �\ 700 Wahington Street, Engineer: CD AY P � I N T Suite 605 s Project ID: 24118 ENGINEERING 36anocouv.635 66 WA 98660 Project Descr: Revision 3 Steel Beam Project File:24118-Gravity R3.ec6 LIC#:KW-06015354,Build:20.24.10.03 Waypoint Engineering,Inc. (c)ENERCALC,LLC 1982-2024 DESCRIPTION: R3- Short Stair Stringer Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx Dsgn.L= 12.75 ft 1 0.083 0.020 7.93 7.93 106.67 96.00 1.10 1.00 2.85 157.99 142.19 +0.90D+2.50E Dsgn.L= 12.75 ft 1 0.059 0.010 5.66 5.66 106.67 96.00 1.21 1.00 1.36 157.99 142.19 +0.90D-2.50E Dsgn.L= 12.75 ft 1 0.010 0.004 0.97 0.97 106.67 96.00 1.24 1.00 0.54 157.99 142.19 Overall Maximum Deflections Load Combination Span Max.'="Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.0806 6.411 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 2.969 2.969 Max Upward from Load Combinations 2.969 2.969 Max Upward from Load Cases 1.913 1.913 Max Downward from all Load Conditions(Resistii -0.165 -0.165 Max Downward from Load Cases(Resisting Upli -0.165 -0.165 D Only 1.057 1.057 +D+L 2.969 2.969 +D+S 1.455 1.455 +D+0.750L 2.491 2.491 +D+0.750L+0.750S 2.790 2.790 +0.60D 0.634 0.634 +D+0.70E 1.172 1.172 +D-0.70E 0.941 0.941 +D+0.750L+0.7505+0.5250E 2.877 2.877 +D+0.750L+0.7505-0.5250E 2.704 2.704 +0.60D+0.70E 0.750 0.750 +0.60D-0.70E 0.519 0.519 L Only 1.913 1.913 S Only 0.398 0.398 E Only 0.165 0.165 E Only*-1.0 -0.165 -0.165 Page 31 of 113 Bottom of Short Stair Stringer Anchorage SIMPSON Anchor Designer TM Company: Waypoint Engineering Date: 10/17/2024 Software Engineer: CD Page: 1/7 strong-Tie Software 24118-Dartmouth Crossing Version 3.2.2309.2 Address: Phone: E-mail: 1.Project information Customer company: Project description:Bottom Short Stair Stringer R3 Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-19 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):12.00 State:Cracked Anchor Information: Compressive strength,fc(psi):3000 Anchor type:Bonded anchor Wc,v: 1.0 Material:F1554 Grade 36 Reinforcement condition:Supplementary reinforcement not present Diameter(inch):0.750 Supplemental edge reinforcement:Not applicable Effective Embedment depth,her(inch):4.000 Reinforcement provided at corners:No 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 hmin(inch):5.75 Inspection:Continuous cac(inch):5.59 Temperature range,Short/Long: 150/110°F Cmin(inch):1.75 Reduced installation torque(for AT-3G):Not applicable Smin(inch):3.00 Ignore 6do requirement:Not applicable Build-up grout pad:No Base Plate Length x Width x Thickness(inch):9.00 x 12.00 x 0.50 Yield stress:36000 psi Profile type/size:HSS12X3X3/16 Recommended Anchor Anchor Name:SET-3GTMr-SET-3G w/3/4"0 F1554 Gr.36 Code Report:ICC-ES ESR-4057 ® t Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Soong-i in Uornpany Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 32 of 113 Bottom of Short Stair Stringer Anchorage SIMPSON Anchor Designer TM Company: Waypoint Engineering I Date: 110/17/2024 Engineer: CD Page: 2/7 Software StrongTie Project: 24118-Dartmouth Crossin Version 3.2.2309.2 Address: g Phone: E-mail: Load and Geometry R3 - SHORT STAIR STRINGER Load factor source:ACI 318 Section 5.3 Load combination:not set Lower Stair Stringer Seismic design:Yes Anchors subjected to sustained tension:No Fp = 0.33 kips (applied to Enercalc) Ductility section for tension: 17.10.5.3(d)is satisfied Ductility section for shear: 17.10.6.3(c)is satisfied SZo factor:not set LRFD LOAD COMBINATIONS: Apply entire shear load at front row:No 1.2D + 1.6L + 0.5S Anchors only resisting wind and/or seismic loads:No 1.2(1.057) + 1.6(1.913) + 0.5(0.398) = Strength level loads: 4.528 kips Nue[lb]:-4528 vuax[lb]: 1100 1.2D + 1.6S + L vuuy[lb]: 1100 M.[ft-lb]:0 1.2(1.057) + 1.6(0.398) + 1.913 = 3.818 kips Muy[ft-lb]:0 M.[ft-lb]:0 1.2D + OEm + L + 0.2S <Figure 1> 1.2(1.057) + 2.5(0.165) + 1.913 + 0.2(0.398) = 4528 lb 3.674 kips 0 ft-lb Z 0.9D+OEm 0.9(1.057) + 2.5(0.165) = 1.364 kips dos STAIR ATTACHMENT Fp = 0.44 kips 1 OFp = 1.10 kips O ft-lb • o ft-lb Y • 1100 lb X Ast 1100 lb Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpsci :is;l,:; ; ',: 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 33 of 113 Bottom of Short Stair Stringer Anchorage SIMPSON Anchor Designer TM Company: Waypoint Engineering SI Date: 10/17/2024 Software Engineer: CD Page: 3/7 �r1 11 Tl@ Project: 24118-Dartmouth Crossing Version 3.2-2309.2 ® Address: Phone: E-mail: <Figure 2> 9.00 9.00 3.00 3.00 • CD 0 - 0 0 ts' `n 6.D0 8 12.00 6.00 6.00 • 18.00 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 Compa , 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 34 of 113 Bottom of Short Stair Stringer Anchorage SIMPSON Anchor Designer TM Company: Waypoint Engineering I Date: 110/17/2024 Software Engineer: CD Page: 4/7 a t t + Project: 24118-Dartmouth Crossing ti Version 3.2.2309.2 Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load N.(Ib) Vuax Ib y, Shear load combined, ( ) Way(Ib) V(Vuax)+(Vuay) (Ib) 1 149.6 -55.0 110.0 123.0 2 0.0 -55.0 440.0 443.4 3 149.6 605.0 110.0 614.9 4 0.0 605.0 440.0 748.1 Sum 299.3 1100.0 1100.0 1929.4 Maximum concrete compression strain(%o):0.03 <Figure 3- Maximum concrete compression stress(psi): 143 Y Resultant tension force(Ib):299 Resultant compression force(lb):4827 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 �(, Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.45 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.61 02 O4 C% 1 n3 4.Steel Strength of Anchor in Tension(Sec.17.6.1) Mae(lb) 0 0Nsa(Ib) 19370 0.75 14528 5.Concrete Breakout Strength of Anchor in Tension(Sec.17.6.2) Nb=kcdalifchatl`'(Eq. 17.6.2.2.1) kc as fc(psi) hat(in) Nb(Ib) 17.0 1.00 3000 4.000 7449 0.75/Ncbg=0.750(ANc/ANm)Yec,NYed,NYc,NYcp,NNb(Sec. 17.5.1.2&Eq. 17.6.2.1a) ANc(In2) ANco(In2) Ca,min(in) Tac,N I'ed,N W,N ¶cp,N Nb(Ib) 216.00 144.00 6.00 1.000 1.000 1.00 1.000 7449 0.65 5447 Ncbg(Ib) 6.Adhesive Strength of Anchor in Tension(Sec.17.6.5) rkcr= rk,crfshort-temKsat(fc/2,500)naNse,s rkcr(psi) fshort-term Ksat aN seis f'c(psi) n rkcr(psi) 1310 1.00 1.00 1.00 3000 0.24 1369 Nba=.1 a rcardahar(Eq. 17.6.5.2.1) 2 a rcr(psi) da(in) het(in) Nba(Ib) 1.00 1369 0.75 4.000 12899 0.750Nag=0.750(ANa/ANao)�ec,Na�ed.Na�cp,NaNba(Sec. 17.5.1.2&Eq. 17.6.5.1 b) ANa(in2) ANao(in2) CNa(in) Ca,min(in) Pe,Na !ed,Na fp,Na Nba(lb) 346.92 422.18 10.27 6.00 1.000 0.875 1.000 12899 0.65 4522 Nag(Ib) Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 35 of 113 Bottom of Short Stair Stringer Anchorage SIMPSON Anchor Designer TM Company: Waypoint Engineering I Date: 110/17/2024 Software Engineer: CD Page: 5/7 '4 Project: 24118-Dartmouth Crossing ' Version 3.2.2309.2 ® Address: Phone: E-mail: 8.Steel Strength of Anchor in Shear(Sec.17.7.1) Vsa(Ib) ggrout 0 av,sois OgroutLtvseisOVsa(Ib) 11625 1.0 0.65 0.75 5667 9.Concrete Breakout Strength of Anchor in Shear(Sec. 17.7.2) Shear perpendicular to edge in x-direction: Vbx=minl7(/0/da)021JdalaA/feca115;9.Aalifecal1 5I(Eq. 17.7.2.2.1a&Eq. 17.7.2.2.1b) /e(in) da(in) Aa fc(psi) cal(in) Vbx(Ib) 4.00 0.750 1.00 3000 8.00 10501 OVebgx=0(Ave/Avee)Pac,vY'ad,v!'c,vPh,vVax(Sec. 17.5.1.2&Eq. 17.7.2.1b) Avc(in2) Avco(in2) Wec,V Wad,V W'c,V W'h,V Vbx(Ib) 216.00 288.00 1.000 0.850 1.000 1.000 10501 0.70 4686 x(Ib) Shear perpendicular to edge in y-direction: Vby=min17(/e/da)021ida2a-Jfccalt5;9.1aJfsCa115I(Eq.17.7.2.2.1a&Eq. 17.7.2.2.1b) le(in) da(in) Aa fc(psi) cal(in) Vby(Ib) 4.00 0.750 1.00 3000 12.00 19291 OVcbgy=0(Alto/Aveo) .'ec,vY'ad,V Tc,V WPVVby(Sec. 17.5.1.2&Eq. 17.7.2.1b) Ave(in2) Aveo(in2) W c V WedV WcV W'h,V Vby(Ib) 0 OVcbgy(lb) 324.00 648.00 0.952 0.800 1.000 1.225 19291 0.70 6301 Shear parallel to edge in x-direction: Vby=minl7(/a/da)021da2aJfocai1.5;9Aa-Jf'ecai151(Eq. 17.7.2.2.1a&Eq. 17.7.2.2.1b) le(in) da(in) Aa fc(psi) Cla (in) Vby(Ib) 4.00 0.750 1.00 3000 6.00 6820 OVesgx=0(2)(AVc/Avco)W'ec,vWed,VWc,vW'hvVby(Sec. 17.5.1.2, 17.7.2.1(c)&Eq. 17.7.2.1b) Ave(in2) Aveo(in2) Y'ae,v Wed,v W c,V W h,v Vby(Ib) 162.00 162.00 1.000 1.000 1.000 1.000 6820 0.70 549x(Ib) Shear parallel to edge in y-direction: Vbx=minl7(/e/da)02Jda10,/feCa11'5;9Aa.fecal1$I(Eq. 17.7.2.2.1a&Eq. 17.7.2.2.1b) /a(in) da(in) Aa fe(psi) cal(in) Vbx(Ib) 4.00 0.750 1.00 3000 6.00 6820 0Vcbgy=0(2)(Avc/Avco)Y'ec,V'wed,Vq'c,v ph.VVbx(Sec. 17.5.1.2, 17.7.2.1(c)&Eq. 17.7.2.1b) Avc(in2) Aveo(in2) V'ee,V Weav W'e,V W'h,V Vbx(lb) 0 OVeagr(lb) 162.00 162.00 1.000 1.000 1.000 1.000 6820 0.70 9549 10.Concrete Pryout Strength of Anchor in Shear(Sec.17.7.3) 0Vep=0 minikc/AL;kcpNebl=0 minike,(ANa/ANaO)Wed,NaWcp,NaNba;kcp(ANc/ANco)Wed,NWc,NWcp,NNbI(Sec. 17.5.1.2&Eq. 17.7.3.1a) kcp ANa(in2) ANa°(in2) Wad,Na Wep,Na Nba(Ib) Na(Ib) 2.0 67.50 422.18 0.875 1.000 12899 1805 ANc(in2) ANco(in2) Wed,N Wc,N Wcp,N Nb(Ib) Neb(Ib) 0 0Vep(Ib) 67.50 144.00 1.000 1.000 1.000 7449 3492 0.70 2527 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 36 of 113 Bottom of Short Stair Stringer Anchorage SIMPSON Anchor Designer TM Company: Waypoint Engineering I Date: I 10/17/2024 Software Engineer: CD Page: 6/7 ." ° t(' i Project: 24118-Dartmouth Crossing Version 3.2.2309.2 Address: Phone: E-mail: 11.Results Interaction of Tensile and Shear Forces(Sec.17.8j Tension Factored Load,N.(Ib) Design Strength,eNn(lb) Ratio tatus Steel 150 14528 0 Pass Pass Concrete breakout 299 .0 5447 0.05 Pass Adhesive 299 4522 0.07 Pass(Governs) Shear Factored Load,V.(Ib) Design Strength,eV°(Ib) Ratio tatus Steel 748 5667 0.13Pass T Concrete breakout x- 110 Pass 0.02 0.02 Pass T Concrete breakout y+ 1100 6301 0.17 Pass II Concrete breakout x- 880 9549 0.09 Pass II Concrete breakout y+ 1210 9549 0.13 Concrete breakout, Pass combined - 0.18 Pass Pryout 748 2527 0.30 Pass(Governs) Interaction check Nua/0Nn V°a/'jffV,, Combined Ratio Permissible Sec. 17.8.2 0.00 Status 0.30 29.6% 1.0 Pass SET-3G w/3/4"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. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 37 of 113 Bottom of Short Stair Stringer Anchorage SIMPSON Anchor Designer TM Company: Waypoint Engineering I Date: 110/17/2024 Software Strong-Tie Project: CD Page: 7/7 Project: 24118-Dartmouth Crossing Version 3.2.2309.2 Address: Phone: E-mail: Base Plate Thickness Required base plate thickness:0.134 inch Steel 36000 psi Maximum stress 32402 psi Calculated plate thickness 0.134 inch Stress distribution 32402 psi • • • 0 psi For ACI and CSA design methods,maximum base plate stress is limited to 0.9 times yield stress. For ETAG design method,maximum base plate stress is limited to yield stress divide by 1.5. Plate stress is derived using Von Mises theory. 12.Warnings -Per designer input,ductility requirements for tension have been determined to be satisfied—designer to verify. -Per designer input,ductility requirements for shear have been determined to be satisfied—designer to verify. -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. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 38 of 113 Waypoint Engineering Project Title: Dartmouth Crossing Ay "..4,f ' 700 Washington Street, Engineer: CD Suite 605 Project ID: 24118 WA 98660 ENGINEERING 360.635.66 Project Descr: Revision 3 General Footing Project File:24118-Gravity R3.ec6 LIC#:KW-06015354,Build:20.24.10.03 Waypoint Engineering,Inc. (c)ENERCALC,LLC 1982-2024 DESCRIPTION: R3- Lower Stair Stringer Footing Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, SDPWS 2015 Load Combinations Used :ASCE 7-16 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing fy:Rebar Yield = 60.0 ksi = 2.0 ksf Ec:Concrete Elastic Modulus = Soilcr Density = 11 No pcf Concrete Density 3,122.0 ksi Increase Bearing ByFootingWeight - = 145.0 pcf 9 = No Values Flexure Soil Passive Resistance(for Sliding) = 250.0 pcf N = 0.90 Soil/Concrete Friction Coeff. = 0.350 Shear = 0.750 Analysis Settings Increases based on footing Depth Min Steel%Bending Reinf. = Footing base depth below soil surface = 1.0 ft Min Allow%Temp Reinf. = Allow press.increase per foot of depth = ksf 0.00180 when footing base is below Min.Overturning Safety Factor = 1.0 :1 = ft 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 No when max.length or width i = ksf s greater than Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability,morn&shear No = ft Dimensions Width parallel to X-X Axis = 1.50 ft Length parallel to Z-Z Axis = 1.50 ft Z Footing Thickness = 12.0 in Pedestal dimensions... __ I px:parallel to X-X Axis = X pz:parallel to Z-Z Axis = 8.00 in X Height = co 0.50 in Rebar Centerline to Edge of Concrete... I at Bottom of footing = 3.0 in 2 u I N Reinforcing 9 �, 1.6. v illBars parallel to X-X Axis - Number of Bars - 3.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis , -7--,.:. Number of Bars = 3.0 �rT,. A Reinforcing Bar Size = # 4 3 -# t Bars 3 -#4, Ba .7 Bandwidth Distribution Check (ACI 15.4.4.2) - -- r Direction Requiring Closer Separation c1 ---- M n/a X-X Section Looking to +Z Z-Z Section Looking to +X #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 = 1.057 1.913 0.3980 OB:Overburden = 0.1650 k M_� ksf M_zz = k-ft V-x k-ft V-z = 0.440 k 0.440 k Page 39 of 113 Waypoint Engineering Project Title: Dartmouth Crossing NAY P I N T S700u Washington Street, Engineer: CD Suite 605 Project ID: 24118 1 WA 98660 Project Descr: Revision 3 ENGINEERING 60.635.66 General Footing Project File:24118-Gravity R3.ec6 LIC#:KW-06015354,Build:20.24.10.03 Waypoint Engineering,Inc. DESCRIPTION: R3- Lower Stair Stringer Footing (c)ENERCALC,LLC 1982-2024 DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9235 Soil Bearing 1.847 ksf 2.0 ksf +D+0.750L+0.750S+0.5250E about Z-2 PASS 2.210 Overturning-X-X 0.3208 k-ft 0.7091 k-ft +0.60D+0.70E PASS 2.210 Overturning-Z-Z 0.3208 k-ft 0.7091 k-ft +0.60D+0.70E PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.02478 Z Flexure(+X) 0.3839 k-ft/ft 15.494 k-ft/ft +0.90D+2.50E PASS 0.01127 Z Flexure(-X) 0.1747 k-ft/ft 15.494 k-ft/ft +1.20D+1.60L+0.50S PASS 0.02478 X Flexure(+Z) 0.3839 k-ft/ft 15.494 k-ft/ft +0.90D+2.50E PASS 0.01127 X Flexure(-Z) 15.494 k-ft/ft +1.20D+1.60L+0.50S PASS n/a 1-way Shear(+X) 0.0 psi 82.158 psi n/a PASS 0.0 1-way Shear(-X) 0.0 psi 0.0 psi n/a PASS n/a 1-way Shear(+Z) 0.0 psi 82.158 psi n/a PASS n/a 1-way Shear(-Z) 0.0 psi 82.158 psi n/a PASS n/a 2-way Punching 1.242 psi 82.158 psi +0.90D+2.50E Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,D Only 2.0 n/a 0.0 0.6148 0.6148 n/a n/a 0.307 X-X,+D+L 2.0 n/a 0.0 1.465 1.465 n/a n/a X-X,+D+S 2.0 n/a 0.0 0.7917 0.7917 n/a n/a 0.396 0.396 X-X,+D+0.750L 2.0 n/a 0.0 1.252 1.252 n/a n/a 0.626 X-X,+D+0.750L+0.7505 2.0 n/a 0.0 1.385 1.385 n/a n/a 0.693 X-X,+0.60D 2.0 n/a 0.0 0.3689 0.3689 n/a n/a 0.185 X-X,+D+0.70E 2.0 n/a 2.569 0.1014 1.231 n/a n/a X-X,+D+0.750L+0.750S+0.5250E 2.0 n/a 0.9015 1.0 1.847 0.9 X-X,+0.60D+0.70E n/a n/a 0.5029 4 2.0 n/a 4.072 0.0 1.017 n/a n/a 0.509 Z-Z,D Only 2.0 0.0 n/a n/a n/a 0.6148 0.6148 0.307 Z-Z,+D+L 2.0 0.0 n/a n/a n/a 1.465 1.465 Z-Z,+D+S 2.0 0.0 n/a n/a 0.396 Z-Z,+D+0.750L 2.0 0.0 n/a n/a n/a 1 1..n/a 02552 02 2152 0.626 1..2 252 0.626 Z-Z,+D+0.750L+0.7505 2.0 0.0 n/a n/a n/a 1.385 1.385 Z-Z,+0.60D 2.0 0.0 n/a0.185 Z-Z,+D+0.70E Na n/a 0.3689 0.3689 0.185 2.0 2.569 n/a n/a n/a 0.1014 1.231 0.616 Z-Z,+D+0.750L+0.7505+0.5250E 2.0 0.9015 n/a n/a n/a 1.0 1.847 0.924 Z-Z,+0.60D+0.70E 2.0 4.072 n/a n/a n/a 0.0 1.017 0.509 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,D Only X-X,+D+L None 0.0 k-ft Infinity OK None 0.0 k-ft Infinity OK X-X,+D+S X-X,+D+ .750L None 0.0 k-ft Infinity OK None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.7505 None 0.0 k-ft X-X,+0.60D None 0.0 k-ft Infinityty OK X-X,+D+0.70E 0.3208 k-ft OK X-X,+D+0.750L+0.750S+0.5250E 0.2406 k-ft 1.402 k-ft 9.984 OK 2.402 k-ft 9.984 OK X-X,+0.60D+0.70E 0.3208 k-ft 0.7091 k-ft 2.210 Z-Z,D Only OK Z Z +D+L None 0.0 k-ft Infinity OK None 0.0 k-ft Infinity OK Z-Z,+D+S None 0.0 k-ft Infinity OK Z-Z,+D+0.750L None 0.0 k-ft Infinity OK Z-Z,+D+0.750L+0.7505 None 0.0 k-ft Infinity OK Page 40 of 113 Waypoint Engineering Project Title: Dartmouth Crossing WAY P JO 1 N T 700Suite Washington605 Street, Engineer: CD Project ID: 24118 Vancouver,WA 98660 Project Descr: Revision 3 ENGINEERING 60.635.66 General Footing Project File:24118-Gravity R3.ec6 LIC#:KW-06015354,Build:20.24.10.03 Waypoint Engineering,Inc. (c)ENERCALC,LLC 1982-2024 DESCRIPTION: R3- Lower Stair Stringer Footing Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Z-Z,+0.60D None 0.0 k-ft Infinity OK Z-Z,+D+0.70E 0.3208 k-ft 1.124 k-ft 3.504 OK Z-Z,+D+0.750L+0.750S+0.5250E 0.2406 k-ft 2.402 k-ft 9.984 OK Z-Z,+0.60D+0.70E 0.3208 k-ft 0.7091 k-ft 2.210 OK Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn k-ft Surface inA2 inA2 inA2 k-ft Status X-X,+1.40D 0.05709 +Z Bottom 0.2592 ACI 7.6.1.1 0.40 15.494 OK X-X,+1.40D 0.05709 -Z Bottom 0.2592 ACI 7.6.1.1 0.40 15.494 OK X-X,+1.20D+1.60L 0.1670 +Z Bottom 0.2592 ACI 7.6.1.1 0.40 15.494 OK X-X,+1.20D+1.60L 0.1670 -Z Bottom 0.2592 ACI 7.6.1.1 0.40 15.494 OK X-X,+1.20D+1.60L+0.50S 0.1747 +Z Bottom 0.2592 ACI 7.6.1.1 0.40 15.494 OK X-X,+1.20D+1.60L+0.505 0.1747 -Z Bottom 0.2592 ACI 7.6.1.1 0.40 15.494 OK X-X,+1.20D+L 0.1227 +Z Bottom 0.2592 ACI 7.6.1.1 0.40 15.494 OK X-X,+1.20D+L 0.1227 -Z Bottom 0.2592 ACI 7.6.1.1 0.40 15.494 OK X-X,+1.20D 0.04893 +Z Bottom 0.2592 ACI 7.6.1.1 0.40 15.494 OK X-X,+1.20D 0.04893 -Z Bottom 0.2592 ACI 7.6.1.1 0.40 15.494 OK X-X,+1.20D+L+1.605 0.1473 +Z Bottom 0.2592 ACI 7.6.1.1 0.40 15.494 OK X-X,+1.20D+L+1.605 0.1473 -Z Bottom 0.2592 ACI 7.6.1.1 0.40 15.494 OK X-X,+1.20D+1.605 0.07350 +Z Bottom 0.2592 ACI 7.6.1.1 0.40 15.494 OK X-X,+1.20D+1.60S 0.07350 -Z Bottom 0.2592 ACI 7.6.1.1 0.40 15.494 OK X-X,+1.20D+L+0.505 0.1304 +Z Bottom 0.2592 ACI 7.6.1.1 0.40 15.494 OK X-X,+1.20D+L+0.505 0.1304 -Z Bottom 0.2592 ACI 7.6.1.1 0.40 15.494 OK X-X,+0.90D 0.03670 +Z Bottom 0.2592 ACI 7.6.1.1 0.40 15.494 OK X-X,+0.90D 0.03670 -Z Bottom 0.2592 ACI 7.6.1.1 0.40 15.494 OK X-X,+1.20D+L+0.20S+2.50E 0.2867 +Z Bottom 0.2592 ACI 7.6.1.1 0.40 15.494 OK X-X,+1.20D+L+0.20S+2.50E .0000490 -Z Bottom 0.2592 ACI 7.6.1.1 0.40 15.494 OK X-X,+0.90D+2.50E 0.3839 +Z Bottom 0.2592 ACI 7.6.1.1 0.40 15.494 OK X-X,+0.90D+2.50E 0.01133 -Z Top 0.2592 ACI 7.6.1.1 0.40 15.494 OK Z-Z,+1.40D 0.05709 -X Bottom 0.2592 ACI 7.6.1.1 0.40 15.494 OK Z-Z,+1.40D 0.05709 +X Bottom 0.2592 ACI 7.6.1.1 0.40 15.494 OK Z-Z,+1.20D+1.60L 0.1670 -X Bottom 0.2592 ACI 7.6.1.1 0.40 15.494 OK Z-Z,+1.20D+1.60L 0.1670 +X Bottom 0.2592 ACI 7.6.1.1 0.40 15.494 OK Z-Z,+1.20D+1.60L+0.50S 0.1747 -X Bottom 0.2592 ACI 7.6.1.1 0.40 15.494 OK Z-Z,+1.20D+1.60L+0.50S 0.1747 +X Bottom 0.2592 ACI 7.6.1.1 0.40 15.494 OK Z-Z,+1.20D+L 0.1227 -X Bottom 0.2592 ACI 7.6.1.1 0.40 15.494 OK Z-Z,+1.20D+L 0.1227 +X Bottom 0.2592 ACI 7.6.1.1 0.40 15.494 OK Z-Z,+1.20D 0.04893 -X Bottom 0.2592 ACI 7.6.1.1 0.40 15.494 OK Z-Z,+1.20D 0.04893 +X Bottom 0.2592 ACI 7.6.1.1 0.40 15.494 OK Z-Z,+1.20D+L+1.60S 0.1473 -X Bottom 0.2592 ACI 7.6.1.1 0.40 15.494 OK Z-Z,+1.20D+L+1.605 0.1473 +X Bottom 0.2592 ACI 7.6.1.1 0.40 15.494 OK Z-Z,+1.20D+1.605 0.07350 -X Bottom 0.2592 ACI 7.6.1.1 0.40 15.494 OK Z-Z,+1.20D+1.605 0.07350 +X Bottom 0.2592 ACI 7.6.1.1 0.40 15.494 OK Z-Z,+1.20D+L+0.5oS 0.1304 -X Bottom 0.2592 ACI 7.6.1.1 0.40 15.494 OK Z-Z,+1.20D+L+0.50S 0.1304 +X Bottom 0.2592 ACI 7.6.1.1 0.40 15.494 OK Z-Z,+0.90D 0.03670 -X Bottom 0.2592 ACI 7.6.1.1 0.40 15.494 OK Z-Z,+0.90D 0.03670 +X Bottom 0.2592 ACI 7.6.1.1 0.40 15.494 OK Z-Z,+1.20D+L+0.20S+2.50E .0000490 -X Bottom 0.2592 ACI 7.6.1.1 0.40 15.494 OK Z-Z,+1.20D+L+0.20S+2.50E 0.2867 +X Bottom 0.2592 ACI 7.6.1.1 0.40 15.494 OK Z-Z,+0.90D+2.50E 0.01133 -X Top 0.2592 ACI 7.6.1.1 0.40 15.494 OK Z-Z,+0.90D+2.50E 0.3839 +X Bottom 0.2592 ACI 7.6.1.1 0.40 15.494 OK One Way Shear X Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu/Phi*Vn Status +1.40D 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D+1.60L 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D+1.60L+0.50S 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D+L 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D+L+1.60S 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D+1.60S 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK Page 41 of 113 Waypoint Engineering Project Title: Dartmouth Crossing ' 700 Washington Street, Engineer: CD Ay `J Suite 605 Project ID: 24118 Vancouver,ENGINEERING 360.635.6611WA 98660 Project Descr: Revision 3 General Footing Project File:24118-Gravity R3.ec6 LIC#:KW-06015354,BuiId:20.24.10.03 Waypoint Engineering,Inc. (c)ENERCALC,LLC 1982-2024 DESCRIPTION: R3 - Lower Stair Stringer Footing One Way Shear X Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn +1.20D+L+0.50S Vu/Phi*Vn Status +0. 0D 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.90D+L+0.20S+2.SOE 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK + . 0D+2.50E 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK One Way Shear Z 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK Load Combination... Vu©-Z Vu @+Z Vu:Max Phi Vn +1.40D Vu/Phi Vn Status +1.40D+1.60L 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D+1.60L+0.50S 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D+L 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D+L+1.60S 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D+L+1.6 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D+1.60S 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.90D+L+0.20S+2.50E 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK + . 0D+L+0.2 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn +1.40D Status +1.40D+1.60L 0.28 psi 164.32psi 0.001713 OK +1.20D+1.60L+0.50S 0.82 psi 164.32psi 0.005011 OK +1.20D+L 0.86 psi 164.32psi 0.005241 OK +1.20D 0.61 psi 164.32psi 0.003682 OK +1.20D+L+1.60S 0.24 psi 164.32psi 0.001468 OK +1.20D+ 1.6 0.73 psi 164.32psi 0.00442 OK +1.20D+1.60S S 0.36 psi 164.32psi 0.002205 OK +1.20D 0.64 psi 164.32psi 0.003913 OK 0.18 psi 164.32psi 0.001101 OK +1.20D+L+0.20S+2.50E 0.72 psi +0.90D+2.50E p 164.32psi 0.004368 OK 1.24 psi 164.32psi 0.007558 OK Page 42 of 113 Waypoint Engineering Project Title: Dartmouth Crossing Ay p r g 700 Washington Street, Engineer: CD I Suite 605 Project ID: 24118 Vancouver, WA 98660 Project Descr: Revision 3 ENGINEERING 360.635.6611 Steel Beam LProject File:24118-Gravity R3.ec6 I IC#:KW-06015354,Build:20.24.10.03 DESCRIPTION: R3 - Landing Beam Waypoint Engineering,Inc. (c)ENERCALC,LLC 1982-2024 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method:Load Resistance Factor Design Beam Bracing: Completely Unbraced FY:Steel Yield: 50.0 ksi Bending Axis: Major Axis Bending E:Modulus: 29,000.0 ksi Verticati_eg Down NET U)1403 >31PQ32e314>EAD= 9a574)U MB911% )aAQ 1:4)EE(PD 1431310 x ad 1 HSS8x8x3A1643x8 3416S8x8x3/16 4 .Span - 2. © _:_2:-2-0#t►I Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s)for Span Number 1 Point Load: D= 1.762, L=3.188, S=0.6640, E=0.440 k @ 0.3330 ft, (Long Stair Stringer) Point Load: D= 1.057, L= 1.913, S=0.3980, E=0.1650 k @ 0.3330 ft, (Short Stair Stringer) Load(s)for Span Number 3 Point Load : D= 1.762, L=3.188, S=0.6640, E=0.440 k @ 2.085 ft, (Long Stair Stringer) Point Load : D= 1.057, L= 1.913, S=0.3980, E=0.1650 k @ 2.085 ft, (Short Stair Stringer) DESIGN SUMMARY Maximum Bending Stress Ratio = Design OK 0.555: 1 Maximum Shear Stress Ratio= 0.364 : 1 Section used for this span HSS8x8x3/16 Section used for this span Mu:Applied 25.270 k-ft Vu:Applied HSS8x8x3/16 Mn*Phi:Allowable 45.528 k-ft Vn*Phi:Allowable 70.263 k Load Combirtatil D+1.60L+0.50S+1.60H,LL Comb Run(L**) 70.263 k Load Combirtcti®6D+1.60L+0.50S+1.60H,LL Comb Run(L**) Span#where maximum occurs Location of maximum on span 2.420 ft Span#1 Span#where maximum occurs Maximum Deflection Span#1 Max Downward Transient Deflection 0.030 in Ratio= 1,905 >=360 Span:3:L Only,LL Comb Run(L*L) Max Upward Transient Deflection 0 in Ratio= 0 <360 n/a Max Downward Total Deflection 0.047 in Ratio= 1223 >=240. Span:3:+D+L+H,LL Comb Run(L*L) Max Upward Total Deflection -0.001 in Ratio= 7822 >=240. Span:3:+D+L+H,LL Comb Run(L*L) Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values alues Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi*Mnx Cb Rm VuMax Summary Shearhear hi*Vnx +1.40D+1.60H Dsgn.L= 2.42 ft 1 0.183 0.057 -8.32 8.32 50.59 45.53 1.00 1.00 4.01 78.07 70.26 Dsgn.L= 0.67 ft 2 0.183 0.057 -0.00 -8.32 8.32 50.59 45.53 1.00 1.00 4.01 78.07 70.26 Dsgn.L= 2.42 ft 3 0.183 0.057 -8.31 8.31 50.59 45.53 1.00 1.00 4.01 78.07 70.26 +1.20D+0.50Lr+1.60L+1.60H,LL C Dsgn.L= 2.42 ft 1 0.157 0.363 -7.13 7.13 50.59 45.53 1.00 1.00 25.49 78.07 70.26 Dsgn.L= 0.67 ft 2 0.530 0.363 -0.00 -24.14 24.14 50.59 45.53 1.39 1.00 25.51 78.07 70.26 Dsgn.L= 2.42 ft 3 0.530 0.165 -24.14 24.14 50.59 45.53 1.00 1.00 11.60 78.07 70.26 +1.20D+0.50Lr+1.60L+1.60H,LL C Dsgn.L= 2.42 ft 1 0.157 0.049 -7.13 7.13 50.59 45.53 1.00 1.00 3.44 78.07 70.26 Dsgn.L= 0.67 ft 2 0.157 0.049 -0.00 -7.13 7.13 Dsgn.L= 2.42 ft 3 50.59 45.53 1.00 1.00 3.44 78.07 70.26 +1.20D+0.50Lr+1.60L+1.60H,LL C 0.156 0.049 -7.12 7.12 50.59 45.53 1.00 1.00 3.44 78.07 70.26 Dsgn.L= 2.42 ft 1 0.157 0.363 -7.13 7.13 50.59 45.53 1.00 1.00 25.49 78.07 70.26 Dsgn.L= 0.67 ft 2 0.530 0.363 -0.00 -24.14 24.14 50.59 45.53 1.39 1.00 25.51 78.07 70.26 Dsgn.L= 2.42 ft 3 0.530 0.165 -24.14 24.14 50.59 45.53 1.00 1.00 11.60 78.07 70.26 +1.20D+0.50Lr+1.60L+1.60H,LL C Dsgn.L= 2.42 ft 1 0.531 0.364 -24.16 24.16 50.59 45.53 1.00 1.00 25.56 78.07 70.26 Dsgn.L= 0.67 ft 2 0.531 0.364 -0.00 -24.16 24.16 50.59 45.53 1.39 1.00 25.56 78.07 70.26 Page 43 of 113 Waypoint Engineering Project Title: Dartmouth Crossing 4.1'N 700 Washington Street, Engineer: CD ,.k, AY P �11 N T Suite 605 Project ID: 24118 Vancouver,WA 98660 Project Descr: Revision 3 ENGINEERING 360.635.66 Steel Beam Project File:24118-Gravity R3.ec6 LIC#:KW-06015354,Build:20.24.10.03 Waypoint Engineering,Inc. (c)ENERCALC,LLC 1982-2024 DESCRIPTION: R3- Landing Beam Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values alues Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi*Mnx Cb Rm VuMax Summary SheaheaPr hi*Vnx Dsgn.L= 2.42 ft 3 0.156 0.049 +1.20D+0.50Lr+1.60L+1.60H,LL C -7.12 7.12 50.59 45.53 1.00 1.00 3.44 78.07 70.26 Dsgn.L= 2.42 ft 1 0.531 0.165 -24.16 24.16 50.59 45.53 1.00 1.00 11.60 78.07 70.26 Dsgn.L= 0.67 ft 2 0.531 0.165 -0.00 -24.16 24.16 50.59 45.53 1.00 1.00 11.60 78.07 70.26 Dsgn.L= 2.42 ft 3 0.530 0.165 -24.14 24.14 50.59 45.53 1.00 1.00 11.60 78.07 70.26 +1.20D+0.50Lr+1.60L+1.60H,LL C Dsgn.L= 2.42 ft 1 0.531 0.364 -24.16 24.16 50.59 45.53 1.00 1.00 25.56 78.07 70.26 Dsgn.L= 0.67 ft 2 0.531 0.364 -0.00 -24.16 24.16 50.59 45.53 1.39 1.00 25.56 78.07 70.26 Dsgn.L= 2.42 ft 3 0.156 0.049 -7.12 7.12 50.59 45.53 1.00 1.00 +1.20D+0.50Lr+1.60L+1.60H,LL C 3.44 78.07 70.26 Dsgn.L= 2.42 ft 1 0.531 0.165 -24.16 24.16 50.59 45.53 1.00 1.00 11.60 78.07 70.26 Dsgn.L= 0.67 ft 2 0.531 0.165 -0.00 -24.16 24.16 50.59 45.53 1.00 1.00 11.60 78.07 70.26 Dsgn.L= 2.42 ft 3 0.530 0.165 -24.14 24.14 50.59 45.53 1.00 1.00 11.60 78.07 70.26 +1.20D+1.60L+0.505+1.60H,LL C Dsgn.L= 2.42 ft 1 0.181 0.363 -8.24 8.24 50.59 45.53 1.00 1.00 25.49 78.07 70.26 Dsgn.L= 0.67 ft 2 0.555 0.363 -0.00 -25.25 25.25 50.59 45.53 1.37 1.00 25.51 78.07 70.26 Dsgn.L= 2.42 ft 3 0.555 0.173 -25.25 25.25 50.59 45.53 1.00 1.00 12.13 78.07 70.26 +1.20D+1.60L+0.505+1.60H,LL C Dsgn.L= 2.42 ft 1 0.181 0.057 -8.24 8.24 50.59 45.53 1.00 1.00 3.97 78.07 70.26 Dsgn.L= 0.67 ft 2 0.181 0.057 -0.00 -8.24 8.24 50.59 45.53 1.00 1.00 3.97 78.07 70.26 Dsgn.L= 2.42 ft 3 0.181 0.057 -8.23 8.23 50.59 45.53 1.00 1.00 3.97 78.07 70.26 +1.20D+1.60L+0.505+1.60H,LL C Dsgn.L= 2.42 ft 1 0.181 0.363 -8.24 8.24 50.59 45.53 1.00 1.00 25.49 78.07 70.26 Dsgn.L= 0.67 ft 2 0.555 0.363 -0.00 -25.25 25.25 50.59 45.53 1.37 1.00 25.51 78.07 70.26 Dsgn.L= 2.42 ft 3 0.555 0.173 -25.25 25.25 50.59 45.53 1.00 1.00 12.13 78.07 70.26 +1.20D+1.60L+0.505+1.60H,LL C Dsgn.L= 2.42 ft 1 0.555 0.364 -25.27 25.27 50.59 45.53 1.00 1.00 25.56 78.07 70.26 Dsgn.L= 0.67 ft 2 0.555 0.364 -0.00 -25.27 25.27 50.59 45.53 1.37 1.00 25.56 78.07 70.26 Dsgn.L= 2.42 ft 3 0.181 0.057 -8.23 8.23 50.59 45.53 1.00 1.00 +1.20D+1.60L+0.50S+1.60H,LL C 3.97 78.07 70.26 Dsgn.L= 2.42 ft 1 0.555 0.173 -25.27 25.27 50.59 45.53 1.00 1.00 12.13 78.07 70.26 Dsgn.L= 0.67 ft 2 0.555 0.173 -0.00 -25.27 25.27 50.59 45.53 1.00 1.00 12.13 78.07 70.26 Dsgn.L= 2.42 ft 3 0.555 0.173 -25.25 25.25 50.59 45.53 1.00 1.00 12.13 78.07 70.26 +1.20D+1.60L+0.505+1.60H,LL C Dsgn.L= 2.42 ft 1 0.555 0.364 -25.27 25.27 50.59 45.53 1.00 1.00 25.56 78.07 70.26 Dsgn.L= 0.67 ft 2 0.555 0.364 -0.00 -25.27 25.27 50.59 45.53 1.37 1.00 25.56 78.07 70.26 Dsgn.L= 2.42 ft 3 0.181 0.057 -8.23 8.23 50.59 45.53 1.00 1.00 +1.20D+1.60L+0.50S+1.60H,LL C 3.97 78.07 70.26 Dsgn.L= 2.42 ft 1 0.555 0.173 -25.27 25.27 50.59 45.53 1.00 1.00 12.13 78.07 70.26 Dsgn.L= 0.67 ft 2 0.555 0.173 -0.00 -25.27 25.27 50.59 45.53 1.00 1.00 12.13 78.07 70.26 Dsgn.L= 2.42 ft 3 0.555 0.173 -25.25 25.25 50.59 45.53 1.00 1.00 12.13 78.07 70.26 +1.20D+1.60Lr+L+1.60H,LL Comt Dsgn.L= 2.42 ft 1 0.157 0.227 -7.13 7.13 50.59 45.53 1.00 1.00 15.93 78.07 70.26 Dsgn.L= 0.67 ft 2 0.390 0.227 -0.00 -17.76 17.76 50.59 45.53 1.32 1.00 15.94 78.07 70.26 Dsgn.L= 2.42 ft 3 0.390 0.122 -17.76 17.76 50.59 45.53 1.00 1.00 8.54 78.07 70.26 +1.20D+1.60Lr+L+1.60H,LL Comt Dsgn.L= 2.42 ft 1 0.157 0.049 -7.13 7.13 50.59 45.53 1.00 1.00 3.44 78.07 70.26 Dsgn.L= 0.67 ft 2 0.157 0.049 -0.00 -7.13 7.13 50.59 45.53 1.00 1.00 3.44 78.07 70.26 Dsgn.L= 2.42 ft 3 0.156 0.049 -7.12 7.12 50.59 45.53 1.00 1.00 3.44 78.07 70.26 +1.20D+1.60Lr+L+1.60H,LL Comt Dsgn.L= 2.42 ft 1 0.157 0.227 -7.13 7.13 50.59 45.53 1.00 1.00 15.93 78.07 70.26 Dsgn.L= 0.67 ft 2 0.390 0.227 -0.00 -17.76 17.76 50.59 45.53 1.32 1.00 15.94 78.07 70.26 Dsgn.L= 2.42 ft 3 0.390 0.122 -17.76 17.76 50.59 45.53 1.00 1.00 8.54 78.07 70.26 +1.20D+1.60Lr+L+1.60H,LL Comt Dsgn.L= 2.42 ft 1 0.390 0.227 -17.77 17.77 50.59 45.53 1.00 1.00 15.98 78.07 70.26 Dsgn.L= 0.67 ft 2 0.390 0.227 -0.00 -17.77 17.77 50.59 45.53 1.32 1.00 15.98 78.07 70.26 Dsgn.L= 2.42 ft 3 0.156 0.049 -7.12 7.12 50.59 45.53 1.00 1.00 3.44 78.07 70.26 +1.20D+1.60Lr+L+1.60H,LL Comt Dsgn.L= 2.42 ft 1 0.390 0.122 -17.77 17.77 50.59 45.53 1.00 1.00 8.54 78.07 70.26 Dsgn.L= 0.67 ft 2 0.390 0.122 -0.00 -17.77 17.77 50.59 45.53 1.00 1.00 8.54 78.07 70.26 Dsgn.L= 2.42 ft 3 0.390 0.122 -17.76 17.76 50.59 45.53 1.00 1.00 8.54 78.07 70.26 +1.20D+1.60Lr+L+1.60H,LL Comt Page 44 of 113 ,. Waypoint Engineering Project Title: Dartmouth Crossing 700 Washington Street, Engineer: CD Suite 605 Project ID: 24118 Vancouver,WA 98660 Project Descr: Revision 3 ENGINEERING 60.635.66 Steel Beam Project File:24118-Gravity R3.ec6 LIC#:KW-06015354,BuiId:20.24.10.03 Waypoint Engineering,Inc. (c)ENERCALC,LLC 1982-2024 DESCRIPTION: R3- Landing Beam Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi*Mnx Cb Rm VuMax Summary of Shear Values i*Vnx Dsgn.L= 2.42 ft 1 0.390 0.227 -17.77 17.77 50.59 45.53 1.00 1.00 15.98 78.07 70.26 Dsgn.L= 0.67 ft 2 0.390 0.227 -0.00 -17.77 17.77 50.59 45.53 1.32 1.00 15.98 78.07 70.26 Dsgn.L= 2.42 ft 3 0.156 0.049 -7.12 7.12 50.59 45.53 1.00 1.00 3.44 78.07 70.26 +1.20D+1.60Lr+L+1.60H,LL Comt Dsgn.L= 2.42 ft 1 0.390 0.122 -17.77 17.77 50.59 45.53 1.00 1.00 8.54 78.07 70.26 Dsgn.L= 0.67 ft 2 0.390 0.122 -0.00 -17.77 17.77 50.59 45.53 1.00 1.00 8.54 78.07 70.26 Dsgn.L= 2.42 ft 3 0.390 0.122 -17.76 17.76 50.59 45.53 1.00 1.00 8.54 78.07 70.26 +1.20D+1.60Lr+0.50W+1.60H,LL Dsgn.L= 2.42 ft 1 0.157 0.049 -7.13 7.13 50.59 45.53 1.00 1.00 3.44 78.07 70.26 Dsgn.L= 0.67 ft 2 0.157 0.049 -0.00 -7.13 7.13 50.59 45.53 1.00 1.00 3.44 78.07 70.26 Dsgn.L= 2.42 ft 3 0.156 0.049 -7.12 7.12 50.59 45.53 1.00 1.00+1.20D+1.60Lr+0.50W+1.60H,LL 3.44 78.07 70.26 Dsgn.L= 2.42 ft 1 0.157 0.049 -7.13 7.13 50.59 45.53 1.00 1.00 3.44 78.07 70.26 Dsgn.L= 0.67 ft 2 0.157 0.049 -0.00 -7.13 7.13 50.59 45.53 1.00 1.00 3.44 78.07 70.26 Dsgn.L= 2.42 ft 3 0.156 0.049 -7.12 7.12 50.59 45.53 1.00 1.00+1.20D+1.60Lr+0.50W+1.60H,LL 3.44 78.07 70.26 Dsgn.L= 2.42 ft 1 0.157 0.049 -7.13 7.13 50.59 45.53 1.00 1.00 3.44 78.07 70.26 Dsgn.L= 0.67 ft 2 0.157 0.049 -0.00 -7.13 7.13 50.59 45.53 1.00 1.00 3.44 78.07 70.26 Dsgn.L= 2.42 ft 3 0.156 0.049 -7.12 7.12 50.59 45.53 1.00 1.00+1.20D+1.60Lr+0.50W+1.60H,LL 3.44 78.07 70.26 Dsgn.L= 2.42 ft 1 0.157 0.049 -7.13 7.13 50.59 45.53 1.00 1.00 3.44 78.07 70.26 Dsgn.L= 0.67 ft 2 0.157 0.049 -0.00 -7.13 7.13 50.59 45.53 1.00 1.00 3.44 78.07 70.26 Dsgn.L= 2.42 ft 3 0.156 0.049 -7.12 7.12 50.59 45.53 1.00 1.00+1.20D+1.60Lr+0.50W+1.60H,LL 3.44 78.07 70.26 Dsgn.L= 2.42 ft 1 0.157 0.049 -7.13 7.13 50.59 45.53 1.00 1.00 3.44 78.07 70.26 Dsgn.L= 0.67 ft 2 0.157 0.049 -0.00 -7.13 7.13 50.59 45.53 1.00 1.00 3.44 78.07 70.26 Dsgn.L= 2.42 ft 3 0.156 0.049 -7.12 7.12 50.59 45.53 1.00 1.00 3.44 78.07 70.26 +1.20D+1.60Lr+0.50W+1.60H,LL Dsgn.L= 2.42 ft 1 0.157 0.049 -7.13 7.13 50.59 45.53 1.00 1.00 3.44 78.07 70.26 Dsgn.L= 0.67 ft 2 0.157 0.049 -0.00 -7.13 7.13 50.59 45.53 1.00 1.00 3.44 78.07 70.26 Dsgn.L= 2.42 ft 3 0.156 0.049 -7.12 7.12 50.59 45.53 1.00 1.00 3.44 78.07 70.26 +1.20D+1.60Lr+0.50W+1.60H,LL Dsgn.L= 2.42 ft 1 0.157 0.049 -7.13 7.13 50.59 45.53 1.00 1.00 3.44 78.07 70.26 Dsgn.L= 0.67 ft 2 0.157 0.049 -0.00 -7.13 7.13 50.59 45.53 1.00 1.00 3.44 78.07 70.26 Dsgn.L= 2.42 ft 3 0.156 0.049 -7.12 7.12 50.59 45.53 1.00 1.00 3.44 78.07 70.26 +1.20D+L+1.605+1.60H,LL Comb Dsgn.L= 2.42 ft 1 0.234 0.227 -10.68 10.68 50.59 45.53 1.00 1.00 15.92 78.07 70.26 Dsgn.L= 0.67 ft 2 0.468 0.227 -0.00 -21.30 21.30 50.59 45.53 1.25 1.00 15.94 78.07 70.26 Dsgn.L= 2.42 ft 3 0.468 0.146 -21.30 21.30 50.59 45.53 1.00 1.00 10.24 78.07 70.26 +1.20D+L+1.60S+1.60H,LL Comb Dsgn.L= 2.42 ft 1 0.234 0.073 -10.68 10.68 50.59 45.53 1.00 1.00 5.14 78.07 70.26 Dsgn.L= 0.67 ft 2 0.234 0.073 -0.00 -10.68 10.68 50.59 45.53 1.00 1.00 5.14 78.07 70.26 Dsgn.L= 2.42 ft 3 0.234 0.073 -10.66 10.66 50.59 45.53 1.00 1.00 5.14 78.07 70.26 +1.20D+L+1.60S+1.60H,LL Comb Dsgn.L= 2.42 ft 1 0.234 0.227 -10.68 10.68 50.59 45.53 1.00 1.00 15.92 78.07 70.26 Dsgn.L= 0.67 ft 2 0.468 0.227 -0.00 -21.30 21.30 50.59 45.53 1.25 1.00 15.94 78.07 70.26 Dsgn.L= 2.42 ft 3 0.468 0.146 -21.30 21.30 50.59 45.53 1.00 1.00 10.24 78.07 70.26 +1.20D+L+1.60S+1.60H,LL Comb Dsgn.L= 2.42 ft 1 0.468 0.227 -21.32 21.32 50.59 45.53 1.00 1.00 15.98 78.07 70.26 Dsgn.L= 0.67 ft 2 0.468 0.227 -0.00 -21.32 21.32 50.59 45.53 1.25 1.00 15.98 78.07 70.26 Dsgn.L= 2.42 ft 3 0.234 0.073 -10.66 10.66 50.59 45.53 1.00 1.00 5.14 78.07 70.26 +1.20D+L+1.60S+1.60H,LL Comb Dsgn.L= 2.42 ft 1 0.468 0.146 -21.32 21.32 50.59 45.53 1.00 1.00 10.24 78.07 70.26 Dsgn.L= 0.67 ft 2 0.468 0.146 -0.00 -21.32 21.32 50.59 45.53 1.00 1.00 10.24 78.07 70.26 Dsgn.L= 2.42 ft 3 0.468 0.146 -21.30 21.30 50.59 45.53 1.00 1.00 10.24 78.07 70.26 +1.20D+L+1.605+1.60H,LL Comb Dsgn.L= 2.42 ft 1 0.468 0.227 -21.32 21.32 50.59 45.53 1.00 1.00 15.98 78.07 70.26 Dsgn.L= 0.67 ft 2 0.468 0.227 -0.00 -21.32 21.32 50.59 45.53 1.25 1.00 15.98 78.07 70.26 Dsgn.L= 2.42 ft 3 0.234 0.073 -10.66 10.66 50.59 45.53 1.00 1.00 5.14 78.07 70.26 +1.20D+L+1.605+1.60H,LL Comb Dsgn.L= 2.42 ft 1 0.468 0.146 -21.32 21.32 50.59 45.53 1.00 1.00 10.24 78.07 70.26 Dsgn.L= 0.67 ft 2 0.468 0.146 -0.00 -21.32 21.32 50.59 45.53 1.00 1.00 10.24 78.07 70.26 Page 45 of 113 Waypoint Engineering „* p N 700 Washington Street, Project Title: Dartmouth Crossing • r 9 Engineer: CD Suite 605 Project ID: 24118 1 WA 98660 Project Descr: Revision 3 ENGINEERING 360.635.66 Steel Beam Project File:24118-Gravity R3.ec6 LIC#:KW-06015354,BuiId:20.24.10.03 Waypoint Engineering,Inc. (c)ENERCALC,LLC 1982-2024 DESCRIPTION: R3- Landing Beam Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx Dsgn.L= 2.42 ft 3 0.468 0.146 -21.30 21.30 50.59 45.53 1.00 1.00 10.24 78.07 70.26 +1.20D+1.605+0.50W+1.60H Dsgn.L= 2.42 ft 1 0.234 0.073 -10.68 10.68 50.59 45.53 1.00 1.00 5.14 78.07 70.26 Dsgn.L= 0.67 ft 2 0.234 0.073 -0.00 -10.68 10.68 50.59 45.53 1.00 1.00 5.14 78.07 70.26 Dsgn.L= 2.42 ft 3 0.234 0.073 -10.66 10.66 50.59 45.53 1.00 1.00 5.14 78.07 70.26 +1.20D+0.50Lr+L+W+1.60H,LL C Dsgn.L= 2.42 ft 1 0.157 0.227 -7.13 7.13 50.59 45.53 1.00 1.00 15.93 78.07 70.26 Dsgn.L= 0.67 ft 2 0.390 0.227 -0.00 -17.76 17.76 50.59 45.53 1.32 1.00 15.94 78.07 70.26 Dsgn.L= 2.42 ft 3 0.390 0.122 -17.76 17.76 50.59 45.53 1.00 1.00 +1.20D+0.50Lr+L+W+1.60H,LL C 8.54 78.07 70.26 Dsgn.L= 2.42 ft 1 0.157 0.049 -7.13 7.13 50.59 45.53 1.00 1.00 3.44 78.07 70.26 Dsgn.L= 0.67 ft 2 0.157 0.049 -0.00 -7.13 7.13 50.59 45.53 1.00 1.00 3.44 78.07 70.26 Dsgn.L= 2.42 ft 3 0.156 0.049 -7.12 7.12 50.59 45.53 1.00 1.00 3.44 78.07 70.26 +1.20D+0.50Lr+L+W+1.60H,LL C Dsgn.L= 2.42 ft 1 0.157 0.227 -7.13 7.13 50.59 45.53 1.00 1.00 15.93 78.07 70.26 Dsgn.L= 0.67 ft 2 0.390 0.227 -0.00 -17.76 17.76 50.59 45.53 1.32 1.00 15.94 78.07 70.26 Dsgn.L= 2.42 ft 3 0.390 0.122 -17.76 17.76 50.59 45.53 1.00 1.00+1.20D+0.50Lr+L+W+1.60H,LL C 8.54 78.07 70.26 Dsgn.L= 2.42 ft 1 0.390 0.227 -17.77 17.77 50.59 45.53 1.00 1.00 15.98 78.07 70.26 Dsgn.L= 0.67 ft 2 0.390 0.227 -0.00 -17.77 17.77 50.59 45.53 1.32 1.00 15.98 78.07 70.26 Dsgn.L= 2.42 ft 3 0.156 0.049 -7.12 7.12 50.59 45.53 1.00 1.00 3.44 78.07 70.26 +1.20D+0.50Lr+L+W+1.60H,LL C Dsgn.L= 2.42 ft 1 0.390 0.122 -17.77 17.77 50.59 45.53 1.00 1.00 8.54 78.07 70.26 Dsgn.L= 0.67 ft 2 0.390 0.122 -0.00 -17.77 17.77 50.59 45.53 1.00 1.00 8.54 78.07 70.26 Dsgn.L= 2.42 ft 3 0.390 0.122 -17.76 17.76 50.59 45.53 1.00 1.00 8.54 78.07 70.26 +1.20D+0.50Lr+L+W+1.60H,LL C Dsgn.L= 2.42 ft 1 0.390 0.227 -17.77 17.77 50.59 45.53 1.00 1.00 15.98 78.07 70.26 Dsgn.L= 0.67 ft 2 0.390 0.227 -0.00 -17.77 17.77 50.59 45.53 1.32 1.00 15.98 78.07 70.26 Dsgn.L= 2.42 ft 3 0.156 0.049 -7.12 7.12 50.59 45.53 1.00 1.00 3.44 78.07 70.26 +1.20D+0.50Lr+L+W+1.60H,LL C Dsgn.L= 2.42 ft 1 0.390 0.122 -17.77 17.77 50.59 45.53 1.00 1.00 8.54 78.07 70.26 Dsgn.L= 0.67 ft 2 0.390 0.122 -0.00 -17.77 17.77 50.59 45.53 1.00 1.00 8.54 78.07 70.26 Dsgn.L= 2.42 ft 3 0.390 0.122 -17.76 17.76 50.59 45.53 1.00 1.00 8.54 78.07 70.26 +1.20D+L+0.50S+W+1.60H,LL C( Dsgn.L= 2.42 ft 1 0.181 0.227 -8.24 8.24 50.59 45.53 1.00 1.00 15.93 78.07 70.26 Dsgn.L= 0.67 ft 2 0.414 0.227 -0.00 -18.86 18.86 50.59 45.53 1.29 1.00 15.94 78.07 70.26 Dsgn.L= 2.42 ft 3 0.414 0.129 -18.86 18.86 50.59 45.53 1.00 1.00 9.07 78.07 70.26 +1.20D+L+0.50S+W+1.60H,LL C( Dsgn.L= 2.42 ft 1 0.181 0.057 -8.24 8.24 50.59 45.53 1.00 1.00 3.97 78.07 70.26 Dsgn.L= 0.67 ft 2 0.181 0.057 -0.00 -8.24 8.24 50.59 45.53 1.00 1.00 3.97 78.07 70.26 Dsgn.L= 2.42 ft 3 0.181 0.057 -8.23 8.23 50.59 45.53 1.00 1.00+1.20D+L+0.50S+W+1.60H,LL C< 3.97 78.07 70.26 Dsgn.L= 2.42 ft 1 0.181 0.227 -8.24 8.24 50.59 45.53 1.00 1.00 15.93 78.07 70.26 Dsgn.L= 0.67 ft 2 0.414 0.227 -0.00 -18.86 18.86 50.59 45.53 1.29 1.00 15.94 78.07 70.26 Dsgn.L= 2.42 ft 3 0.414 0.129 -18.86 18.86 50.59 45.53 1.00 1.00 9.07 78.07 70.26 +1.20D+L+0.50S+W+1.60H,LL C( Dsgn.L= 2.42 ft 1 0.415 0.227 -18.88 18.88 50.59 45.53 1.00 1.00 15.98 78.07 70.26 Dsgn.L= 0.67 ft 2 0.415 0.227 -0.00 -18.88 18.88 50.59 45.53 1.29 1.00 15.98 78.07 70.26 Dsgn.L= 2.42 ft 3 0.181 0.057 -8.23 8.23 50.59 45.53 1.00 1.00 3.97 78.07 70.26 +1.20D+L+0.505+W+1.60H,LL C( Dsgn.L= 2.42 ft 1 0.415 0.129 -18.88 18.88 50.59 45.53 1.00 1.00 9.07 78.07 70.26 Dsgn.L= 0.67 ft 2 0.415 0.129 -0.00 -18.88 18.88 50.59 45.53 1.00 1.00 9.07 78.07 70.26 Dsgn.L= 2.42 ft 3 0.414 0.129 -18.86 18.86 50.59 45.53 1.00 1.00+1.20D+L+0.50S+W+1.60H,LL C( 9.07 78.07 70.26 Dsgn.L= 2.42 ft 1 0.415 0.227 -18.88 18.88 50.59 45.53 1.00 1.00 15.98 78.07 70.26 Dsgn.L= 0.67 ft 2 0.415 0.227 -0.00 -18.88 18.88 50.59 45.53 1.29 1.00 15.98 78.07 70.26 Dsgn.L= 2.42 ft 3 0.181 0.057 -8.23 8.23 50.59 45.53 1.00 1.00 3.97 78.07 70.26 +1.20D+L+0.50S+W+1.60H,LL C( Dsgn.L= 2.42 ft 1 0.415 0.129 -18.88 18.88 50.59 45.53 1.00 1.00 9.07 78.07 70.26 Dsgn.L= 0.67 ft 2 0.415 0.129 -0.00 -18.88 18.88 50.59 45.53 1.00 1.00 9.07 78.07 70.26 Dsgn.L= 2.42 ft 3 0.414 0.129 -18.86 18.86 50.59 45.53 1.00 1.00+0.900+W+1.60H 9.07 78.07 70.26 Page 46 of 113 m Waypoint Engineering +Ay !i~ 1 N T 700 Washington Street, Project Title: Dartmouth Crossing Engineer: CD �, Suite 605 Project ID: 24118 Vancouver,1�A 98660 Project Descr: Revision 3 ENGINEERING 60.635.66 Steel Beam LIC#:KW-06015354,BuiId:20.24.10.03 Project File:24118-Gravity R3.ec6 I Waypoint Engineering,Inc. (c)ENERCALC,LLC 1982-2024 DESCRIPTION: R3 -Landing Beam Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length San# M Summary of Moment Values Summary of Shear Values p V max Mu+ max Mu- Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx Dsgn.L= 2.42 ft 1 0.117 0.037 -5.35 5.35 50.59 45.53 1.00 1.00 2.58 78.07 70.26 Dsgn.L= 0.67 ft 2 0.117 0.037 -0.00 -5.35 5.35 50.59 45.53 1.00 1.00 Dsgn.L= 2.42 ft 3 0.117 0.037 -5.34 5.34 50.59 45.53 1.00 1.00 2 58 78.07 70.26 +1.20D+L+0.205+2.50E+1.60H,LI 2.58 78.07 70.26 Dsgn.L= 2.42 ft 1 0.236 0.227 -10.73 10.73 50.59 45.53 1.00 1.00 15.92 78.07 70.26 Dsgn.L= 0.67 ft 2 0.469 0.227 -0.00 -21.35 21.35 50.59 45.53 1.25 1.00 15.94 78.07 70.26 Dsgn.L= 2.42 ft 3 0.469 0.146 -21.35 21.35 50.59 45.53 1.00 1.00 10.27 78.07 70.26 +1.20D+L+0.205+2.50E+1.60H,LI Dsgn.L= 2.42 ft 1 0.236 0.074 -10.73 10.73 50.59 45.53 1.00 1.00 5.16 78.07 70.26 Dsgn.L= 0.67 ft 2 0.236 0.074 -0.00 -10.73 10.73 50.59 45.53 1.00 1.00 5.16 78.07 70.26 Dsgn.L= 2.42 ft 3 0.235 0.074 -10.72 10.72 50.59 45.53 1.00 1.00 5.16 78.07 70.26 +1.20D+L+0.205+2.50E+1.60H,LI Dsgn.L= 2.42 ft 1 0.236 0.227 -10.73 10.73 50.59 45.53 1.00 1.00 15.92 78.07 70.26 Dsgn.L= 0.67 ft 2 0.469 0.227 -0.00 -21.35 21.35 50.59 45.53 1.25 1.00 15.94 78.07 70.26 Dsgn.L= 2.42 ft 3 0.469 0.146 -21.35 21.35 50.59 45.53 1.00 1.00 10.27 78.07 70.26 +1.20D+L+0.20S+2.50E+1.60H,LI Dsgn.L= 2.42 ft 1 0.469 0.227 -21.37 21.37 50.59 45.53 1.00 1.00 15.98 78.07 70.26 Dsgn.L= 0.67 ft 2 0.469 0.227 -0.00 -21.37 21.37 50.59 45.53 1.25 1.00 Dsgn.L= 2.42 ft 3 0.235 0.074 -10.72 10.72 50.59 45.53 1.00 1.00 1516 78.07 70.26 5.1 +1.20D+L+0.20S+2.50E+1.60H,LI 6 78.07 70.26 Dsgn.L= 2.42 ft 1 0.469 0.146 -21.37 21.37 50.59 45.53 1.00 1.00 10.27 78.07 70.26 Dsgn.L= 0.67 ft 2 0.469 0.146 -0.00 -21.37 21.37 50.59 45.53 1.00 1.00 10.27 78.07 70.26 Dsgn.L= 2.42 ft 3 0.469 0.146 -21.35 21.35 50.59 45.53 1.00 1.00 10.27 78.07 70.26 +1.20D+L+0.205+2.50E+1.60H,LI Dsgn.L= 2.42 ft 1 0.469 0.227 -21.37 21.37 50.59 45.53 1.00 1.00 15.98 78.07 70.26 Dsgn.L= 0.67 ft 2 0.469 0.227 -0.00 -21.37 21.37 50.59 45.53 1.25 1.00 15.98 78.07 70.26 Dsgn.L= 2.42 ft 3 0.235 0.074 -10.72 10.72 50.59 45.53 1.00 1.00 +1.20D+L+0.205+2.50E+1.60H,LI 5.16 78.07 70.26 Dsgn.L= 2.42 ft 1 0.469 0.146 -21.37 21.37 50.59 45.53 1.00 1.00 10.27 78.07 70.26 Dsgn.L= 0.67 ft 2 0.469 0.146 -0.00 -21.37 21.37 50.59 45.53 1.00 1.00 10.27 78.07 70.26 Dsgn.L= 2.42 ft 3 0.469 0.146 -21.35 21.35 50.59 45.53 1.00 1.00 10.27 78.07 70.26 +0.90D+2.50E+0.90H Dsgn.L= 2.42 ft 1 0.187 0.058 -8.50 8.50 50.59 45.53 1.00 1.00 4.09 78.07 70.26 Dsgn.L= 0.67 ft 2 0.187 0.058 -0.00 -8.50 8.50 50.59 45.53 1.00 1.00 4.09 78.07 70.26 Dsgn.L= 2.42 ft 3 0.187 0.058 -8.50 8.50 50.59 45.53 1.00 1.00 4.09 78.07 70.26 L Only,LL Comb Run(**L) Dsgn.L= 2.42 ft 1 0.227 Dsgn.L= 0.67 ft 2 50.59 45.53 1.00 1.00 15.95 78.07 70.26 0.234 0.227 -10.64 10.64 50.59 45.53 1.67 1.00 15.95 78.07 70.26 Dsgn.L= 2.42 ft 3 0.234 0.073 -10.64 10.64 50.59 45.53 1.00 1.00 5.10 78.07 70.26 L Only,LL Comb Run(*L*) Dsgn.L= 2.42 ft 1 0.000 Dsgn.L= 0.67 ft 2 50.59 45.53 1.00 1.00 -0.00 78.07 70.26 0.000 50.59 45.53 1.00 1.00 -0.00 78.07 70.26 Dsgn.L= 2.42 ft 3 0.000 L Only,LL Comb Run(*LL) 50.59 45.53 1.00 1.00 -0.00 78.07 70.26 Dsgn.L= 2.42 ft 1 0.227 Dsgn.L= 0.67 ft 2 50.59 45.53 1.00 1.00 15.95 78.07 70.26 0.234 0.227 -10.64 10.64 50.59 45.53 1.67 1.00 15.95 78.07 70.26 Dsgn.L= 2.42 ft 3 0.234 0.073 -10.64 10.64 50.59 45.53 1.00 1.00 5.10 78.07 70.26 L Only,LL Comb Run(L**) Dsgn.L= 2.42 ft 1 0.234 0.227 -10.65 10.65 50.59 45.53 1.00 1.00 15.96 78.07 70.26 Dsgn.L= 0.67 ft 2 0.234 0.227 -10.65 10.65 50.59 45.53 1.67 1.00 15.96 78.07 70.26 Dsgn.L= 2.42 ft 3 0.000 L Only,LL Comb Run(L*L) 50.59 45.53 1.00 1.00 -0.00 78.07 70.26 Dsgn.L= 2.42 ft 1 0.234 0.073 -10.65 10.65 50.59 45.53 1.00 1.00 5.10 78.07 70.26 Dsgn.L= 0.67 ft 2 0.234 0.073 -0.00 -10.65 10.65 50.59 45.53 1.00 1.00 5.10 78.07 70.26 Dsgn.L= 2.42 ft 3 0.234 0.073 -10.64 10.64 50.59 45.53 1.00 1.00 5.10 78.07 70.26 L Only,LL Comb Run(LL*) Dsgn.L= 2.42 ft 1 0.234 0.227 -10.65 10.65 50.59 45.53 1.00 1.00 15.96 78.07 70.26 Dsgn.L= 0.67 ft 2 0.234 0.227 -10.65 10.65 50.59 45.53 1.67 1.00 15.96 78.07 70.26 Dsgn.L= 2.42 ft 3 0.000 L Only,LL Comb Run(LLL) 50.59 45.53 1.00 1.00 -0.00 78.07 70.26 Dsgn.L= 2.42 ft 1 0.234 0.073 -10.65 10.65 50.59 45.53 1.00 1.00 5.10 78.07 70.26 Dsgn.L= 0.67 ft 2 0.234 0.073 -0.00 -10.65 10.65 50.59 45.53 1.00 1.00 5.10 78.07 70.26 Page 47 of 113 ,,, ni Waypoint Engineering Project Title: Dartmouth Crossing AY P �� I N T 700 Washington Street, Engineer: CD Suite 605 Project ID: 24118 Vancouver,WA 98660 Project Descr: Revision 3 ENGINEERING 360.635.6611 Steel Beam Project File:24118-Gravity R3.ec6 LIC#:KW-06015354,BuiId:20.24.10.03 Waypoint Engineering,Inc. (c)ENERCALC,LLC 1982-2024 DESCRIPTION: R3- Landing Beam Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx Dsgn.L= 2.42 ft 3 0.234 0.073 -10.64 10.64 50.59 45.53 1.00 1.00 5.10 78.07 70.26 Overall Maximum Deflections Load Combination Span Max. - Defl Location in Span Load Combination +D+L+H Max."+"Defl Location in Span 1 0.0475 0.000 0.0000 +D+L+H 2 0.0000 0.000 +D+L+H -0.0010 0.334 3 0.0471 2.420 0.334 0.0000 0.334 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Max Upward from all Load Conditions 23.943 23.911 Max Upward from Load Combinations 23.943 23.911 Max Upward from Load Cases 21.062 21.046 Max Downward from all Load Conditions(Resistii -15.945 -15.961 Max Downward from Load Combinations(Resisti -13.064 -13.096 Max Downward from Load Cases(Resisting Upli -15.945 -15.961 +D+H 2.881 2.865 +D+L+H,LL Comb Run(**L) -13.064 23.911 +D+L+H,LL Comb Run(*L*) 2.881 2.865 +D+L+H,LL Comb Run(*LL) -13.064 23.911 +D+L+H,LL Comb Run(L**) 23.943 -13.096 +D+L+H,LL Comb Run(L*L) 7.998 7.950 +D+L+H,LL Comb Run(LL*) 23.943 -13.096 +D+L+H,LL Comb Run(LLL) 7.998 7.950 +D+Lr+H,LL Comb Run(**L) 2.881 2.865 +D+Lr+H,LL Comb Run(*L*) 2.881 2.865 +D+Lr+H,LL Comb Run(*LL) 2.881 2.865 +D+Lr+H,LL Comb Run(L**) 2.881 2.865 +D+Lr+H,LL Comb Run(L*L) 2.881 2.865 +D+Lr+H,LL Comb Run(LL*) 2.881 2.865 +D+Lr+H,LL Comb Run(LLL) 2.881 2.865 +D+S+H 3.947 3.923 +D+0.750Lr+0.750L+H,LL Comb Run(**L) -9.078 18.649 +D+0,750Lr+0.750L+H,LL Comb Run(*L*) 2.881 2.865 +D+0.750Lr+0.750L+H,LL Comb Run(*LL) -9.078 18.649 +D+0.750Lr+0.750L+H,LL Comb Run(L**) 18.678 -9.106 +D+0.750Lr+0.750L+H,LL Comb Run(L*L) 6.719 6.679 +D+0.750Lr+0.750L+H,LL Comb Run(LL*) 18.678 -9.106 +D+0.750Lr+0.750L+H,LL Comb Run(LLL) 6.719 6.679 +D+0,750L+0.750S+H,LL Comb Run(**L) -8.279 19.443 +D+0.750L+0.750S+H,LL Comb Run(*L*) 3.680 3.659 +D+0.750L+0.750S+H,LL Comb Run(*LL) -8.279 19.443 +D+0.750L+0.750S+H,LL Comb Run(L**) 19.477 -8.312 +D+0.750L+0.750S+H,LL Comb Run(L*L) 7.518 7.473 +D+0.750L+0.750S+H,LL Comb Run(LL*) 19.477 -8.312 +D+0.750L+0.750S+H,LL Comb Run(LLL) 7.518 7.473 +D+0.60W+H 2.881 2.865 +D+0.750Lr+0.750L+0.450W+H,LL Comb Run -9.078 18.649 +D+0.750Lr+0.750L+0.450W+H,LL Comb Run 2.881 2.865 +D+0.750Lr+0.750L+0.450W+H,LL Comb Run -9.078 18.649 +D+0.750Lr+0.750L+0.450W+H,LL Comb Run 18.678 -9.106 +D+0.750Lr+0.750L+0.450W+H,LL Comb Run 6.719 6.679 +D+0.750Lr+0.750L+0.450W+H,LL Comb Run 18.678 -9.106 +D+0.750Lr+0.750L+0.450W+H,LL Comb Run 6.719 6.679 +D+0.750L+0.750S+0.450W+H,LL Comb Run( -8.279 19.443 +D+0.750L+0.750S+0.450W+H,LL Comb Run( 3.680 3.659 +D+0.750L+0.750S+0.450W+H,LL Comb Run( _8.279 19.443 +D+0.750L+0.750S+0.450W+H,LL Comb Run( 19.477 -8.312 +D+0.750L+0.750S+0.450W+H,LL Comb Run( 7.518 7.473 +D+0.750L+0.750S+0.450W+H,LL Comb Run( 19.477 -8.312 +D+0.750L+0.750S+0.450W+H,LL Comb Run( 7.518 7.473 +0.60D+0.60W+0.60H 1.729 1.719 Page 48 of 113 Waypoint Engineering Project Title: Dartmouth Crossing WAY P I N T 700Suite Washington605 Street, Engineer: CD Project ID: 24118 1 WA 98660 Project Descr: Revision 3 ENGINEERING 60 635.66 Steel Beam Project File:24118-Gravity R3.ec6 LIC#:KW-06015354,Bulid:20.24.10.03 Waypoint Engineering,Inc. DESCRIPTION: R3- Landing Beam (c)ENERCALC,LLC 1982-2024 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 +D+0.70E+0.60H 3.306 3.287 +D+0.750L+0.750S+0.5250E+H,LL Comb Run -7.960 19.760 +D+0.750L+0.750S+0.5250E+H,LL Comb Run 3.999 3.975 +D+0.750L+0.7505+0.5250E+H,LL Comb Run -7.960 19.760 +D+0.750L+0.7505+0.5250E+H,LL Comb Run 19.795 -7.995 +D+0.750L+0.750S+0.5250E+H,LL Comb Run 7.836 7.790 +D+0.750L+0.7505+0.5250E+H,LL Comb Run 19.795 -7.995 +D+0.750L+0.750S+0.5250E+H,LL Comb Run 7.836 7.790 +O.60D+0.70E+H 2.154 2.141 D Only 2.881 2.865 L Only,LL Comb Run(**L) -15.945 21.046 L Only,LL Comb Run(*LL) -15.945 21.046 L Only,LL Comb Run(L**) 21.062 -15.961 L Only,LL Comb Run(L*L) 5.116 5.086 L Only,LL Comb Run(LL*) 21.062 -15.961 L Only,LL Comb Run(LLL) 5.116 5.086 S Only 1.065 1.059 E Only 0.607 0.603 H Only Page 49 of 113 WAYPOINT ENGINEERING WELD CHECK AT HINGE POINT (LONG STAIR STRINGER): PER ENERCALC CALC - WORST CASE MOMENT = 40 K-FT [R3 - Long Stair Stringer] THE MOMENT WILL BE RESISTED BY A COUPLE THAT IS 6 INCHES APART WITH THE TENSION AND COMPRESSION BOTH BEING RESISTED BY 6 INCHES OF WELD MOMENT TENSION = COMPRESSION = 40 K-FT/ 0.5 FT = 80 KIPS FOR BASE CHECK: (AISC 360-16, 32-2) Rn = Fnbm x Abm x PHI Fnbm = 58 KSI Abm = 12 IN x 3/16 IN = 2.25 IN^2 PHI = 0.75 Rn = 58 KSI x 2.25 IN1\2 x 0.75 = 97.87 KIPS FOR WELD CHECK: (AISC 360-16, 32-3) Rn = Fnw x Awe x PHI Fnw = 0.60 Fexx = 0.60 x 70 KSI = 42 KSI Awe = 12 IN x EFFECTIVE THROAT = 12 IN x 3/16 IN = 2.25 IN^2 PHI = 0.90 Rn = 42 KSI x 2.25 IN^2 x 0.90 = 85.05 KIPS STRENGTH OF THE WELD GOVERNS WELD DCR = 80 KIPS / 85.05 KIPS = 0.94 < 1 THUS ADEQUATE USE 3/16" THK OP WELD 1111. <CJP 116 4.% 700 Washington St, Suite 605 Vancouver, WA 98660 360.635.6611 info@waypointwa.com Page 50 of 113 AYP SINT - NGINEERIN (- WELD CHECK AT HINGE POINT (SHORT STAIR STRINGER): PER ENERCALC CALC - WORST CASE MOMENT = 14.4 K-FT [R3 - Short Stair Stringer] THE MOMENT WILL BE RESISTED BY A COUPLE THAT IS 6 INCHES APART WITH THE TENSION AND COMPRESSION BOTH BEING RESISTED BY 6 INCHES OF WELD M GNP E N TENSION = COMPRESSION = 14.4 K-FT/ 0.5 FT = 28.8 KIPS FOR BASE CHECK: (AISC 360-16, 72-2) Rn = Fnbm x Abm x PHI Fnbm = 58 KSI Abm = 12 IN x 3/16 IN = 2.25 IN^2 PHI = 0.75 Rn = 58 KSI x 2.25 IN^2 x 0.75 = 97.87 KIPS FOR WELD CHECK: (AISC 360-16, 72-3) Rn = Fnw x Awe x PHI Fnw = 0.60 Fexx = 0.60 x 70 KSI = 42 KSI Awe = 12 IN x EFFECTIVE THROAT = 12 IN x 3/16 IN = 2.25 IN^2 PHI = 0.9 Rn = 42 KSI x 2.25 INA2 x 0.9 = 85.05 KIPS STRENGTH OF THE WELD GOVERNS WELD DCR = 28.8 KIPS / 85.05 KIPS = 0.33 < 1 THUS ADEQUATE USE 3/16" THK CJP WELD , . „ , JP 11% 700 Washington St, Suite 605 Vancouver. WA 98660 360.635.6611 info@waypointwa.com Page 51 of 113 WAYP �F: N -----ENGINEERIIN (-T STRINGER BEAM TO LANDING BEAM CONNECTION DESIGN: WORST-CASE REACTION = 7.55 KIPS [R3 - Long Stair Stringer] WELD CHECK: WELD CAPACITY = (1.392 K/IN) x D x L (AISC 360-16, 8-2a) D = 3 L = 3 IN (MINIMUM) WELD CPACITY = (1.392 K/IN) x 3 x 3 IN = 12.29 KIPS WELD DCR = 7.55 KIPS / 12.29 KIPS = 0.61 < 1 THUS ADEQUATE USE 3/16" FILLET WELD ALL AROUND 411111111111 E!LJ! 700 Washington St, Suite 605 Vancouver, WA 98660 360.635.6611 info wa oinsr @ YP twa.com Page 52 of 113 WAY 0 INT ENGINEERING.... STAIR LANDING BEAM TO STAIR POST CONNECTION DESIGN: WORST-CASE REACTION = 25.557 KIPS [R3 - Landing Beam] WORST-CASE MOMENT = 25.270 K-FT [R3 - Landing Beam] MOMENT COUPLE = 25.270 K-FT/ 8 IN = 37.905 KIPS TOTAL LOAD DEMAND = -/(25.557)4(37.905)2 = 45.72 KIPS WELD CHECK: WELD CAPACITY = (1.392 K/IN) x D x L (AISC 360-16, 8-2a) D = 3 L = 16 IN (MINIMUM) WELD CPACITY = (1.392 K/IN) x 3 x 16 IN = 66.82 KIPS WELD DCR = 45.72 KIPS / 66.82 KIPS = 0.68 < 1 THUS ADEQUATE USE 3/16" FILLET WELD ALL AROUND 41-tip. Till 700 Washington St, Suite 605 Vancouver, WA 98660 360.635.6611 :-4'ir. @wa info f ypointwa.com Page 53 of 113 AY `j Waypoint Engineering Project Title: Dartmouth Crossing Wp~ I N T 700Suite Washington605 Street, Engineer: CD Project ID: 24118 Vancouver, A 98660 Project Descr: Revision 3 ENGINEERING 360.635.6611 Steel Column Project File:24118-Gravity R3.ec6 LIC#:KW-06015354,Build:20.24.10.03 Waypoint Engineering,Inc. (c)ENERCALC,LLC 1982-2024 DESCRIPTION: R3- Landing Column Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, SDPWS 2015 Load Combinations Used :ASCE 7-16 General Information Steel Section Name : HSS8x8x1f4 Analysis Method: Load Resistance Factor Overall Column Height 4.0 ft Steel Stress Grade ,A500,Grade C, Fy=50 ksi, Carbon Steel Brace conditioniwty Top Free,Bottom Fixed Fy:Steel Yield 50.0 ksi Unbraced Length for buckling ABOUT X-X Axis=4.0 ft,K=2.1 E:Elastic Bending Modulus 19,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis=4.0 ft,K=2.1 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included : 103.168 lbs*Dead Load Factor AXIAL LOADS . . . Landing Beam S1:Axial Load at 4.0 ft, Xecc=4.0 in, D=2.881, L=5.116, S= 1.065, E=0.6070 k Landing Beam S2:Axial Load at 4.0 ft,Xecc=-4.0 in, D=2.865, L =5.086, S = 1.059, E=0.6030 k BENDING LOADS . . . Stair Landing Support Column: Lat. Point Load at 4.0 ft creating Mx-x, E= 1.820 k Attachment Landing Support Column Stair: Lat. Point Load at 0.0830 ft creating Mx-x, E=4.30 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.3446 Load Combination + : 1 Maximum Load Reactions.. 1.20D+L+0.205+2.50E Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are.., Top along Y-Y 0.0 k Pu 20.671 k 0.9'Pn Bottom along Y-Y 6.120 k 270.088 k Maximum Load Deflections... Mu-x -19.092 k-ft Along Y-Y 0.04977 in at 4.0ft above base 0.9"Mn-x: 62.394 k-ft for load combination:E Only Mu-y -0.02013 k-ft 0.9*Mn-y: 62.394 k-ft Along X-X 0.000157 in at 4.0ft above base PASS for load combination:+D+L Maximum Shear Stress Rati 0.1999 : 1 Load Combination +1.20D+L+0.205+2.50E Location of max.above base 0.0 ft At maximum location values are.. Vu:Applied 15.30 k Vn*Phi:Allowable 76.551 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Cbx Cby KxLx/Rx KyLy/Ry Stress Ratio Status Location +1.40D 0.015 PASS 0.00 ft 1.72 1.00 32.00 32.00 0.000 PASS 0.00 ft +1.20D+1.60L 0.044 PASS 0.00 ft 1.72 1.00 32.00 32.00 0.000 PASS 0.00 ft +1.20D+1.60L+0.50S 0.046 PASS 0.00 ft 1.72 1.00 32.00 32.00 0.000 PASS 0.00 ft +1.20D+L 0.032 PASS 0.00 ft 1.72 1.00 32.00 32.00 0.000 PASS 0.00 ft +1.20D 0.013 PASS 0.00 ft 1.72 1.00 32.00 32.00 0.000 PASS 0.00 ft +1.20D+L+1.60S 0.038 PASS 0.00 ft 1.72 1.00 32.00 32.00 0.000 PASS 0.00 ft +1.20D+1.605 0.019 PASS 0.00 ft 1.72 1.00 32.00 32.00 0.000 PASS 0.00 ft +1.20D+L+0.50S 0.034 PASS 0.00 ft 1.72 1.00 32.00 32.00 0.000 PASS 0.00 ft +0.90D 0.010 PASS 0.00 ft 1.72 1.00 32.00 32.00 0.000 PASS 0.00 ft +1.20D+L+0.20S+2.50E 0.345 PASS 0.00 ft 1.72 1.00 32.00 32.00 0.200 PASS 0.00 ft +0.90D+2.50E 0.321 PASS 0.00 ft 1.72 1.00 32.00 32.00 0.200 PASS 0.00 ft Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ To D Only 5.849 P @ Base @ Top @ Base @Top -0.005 Page 54 of 113 Waypoint Engineering Project Title: Dartmouth Crossing - -A ■Y p s. 1 N T 700 Washington Street, Engineer: CD Suite 605 Project ID: 24118 ENGINEERING Vancouver,WA 98660 Project Descr: Revision 3 360.635.6611 1 Steel Column Project File:24118-Gravity R3.ec6 LIC#:KW-06015354,BuiId:20.24.10.03 Waypoint Engineering,Inc. (c)ENERCALC,LLC 1982-2024 DESCRIPTION: R3- Landing Column Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination +D+L @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +D+ 16.051 7.973 -0.0150 +D+0.750L 13.501 -0.013 +D+0.750L+0.750S 15.094 -0.0 +0.60D 3.510 -0.0 +D+0.70E 6.696 -0.0033 4.284.213 -5.346 -0.015-0.05 15.729 4.284 -5.3 +0.60D+0.70E 3213 4.357 -4.0094 0 L Only6 S 10.202 -0.010 Only 2.124 6.120 -0.002 E Only 1 210 -0.001 Extreme Reactions -7.637 0.001 Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ To Axial Base P @ Base @ Top @ Base @ Top @ Base @ Top @ Maximum 16.051 Minimum 1.210 -0.015 6.120 Reaction, X-X Axis Base Maximum 5.849 7.637 0.001 Minimum 5.849 -0.005 Reaction, Y-Y Axis Base Maximum 1.210 -0.005 6.120 -7.637 -0.001 Minimum 5.849 -0.005 Reaction, X-X Axis Top Maximum 5.849 Minimum 5.849 -0.005 Reaction, Y-Y Axis Top Maximum 5,849 -0.005 Minimum 5.849 -0.005 Moment, X-X Axis Base Maximum 5.849 -0.005 Minimum 1.210 -7.637 -0.005 Moment, Y-Y Axis Base Maximum6.120 7.637 -0.001 1.2106.120 -0.001 Minimum 16.051051 Moment, X-X Axis Top Maximum 5.849 -0.015 Minimum 5.849 -0.005 Moment, Y-Y Axis Top Maximum 5.849 -0.005 Minimum 5.849 -0.005 Maximum Deflections for Load Combinations 0.005 Load Combination Max.Deflection in X dir Distance Max.Deflection in Y dir Distance D Only 0.0001 in 4.000 ft +p+L 0.000 in 0.000 ft +D+ 0.0002 in 4.000 ft 0.000 in 0.000 ft 0.0001 in 4.000 ft 0.000 in 0.000 ft +D+0.750L 0.0001 in 4.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S 0.0001 in 4.000 ft 0.000 in 0.000 ft +0.60D 0.0000 in 4.000 ft +D+0.70E 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E 0.0001 in 4.000 ft 0.035 in 4.000 ft + 0 750.70E 0.0002 in 4.000 ft 0.026 in 4.000 ft L Only 0.0000 in 4.000 ft 0.035 in 4.000 ft 0.0001 in 4.000 ft 0.000 in 0.000 ft S Only 0.0000 in 4.000 ft 0.000 in 0.000 ft E Only 0.0000 in 3.973 ft 0.049 in 3.973 ft Steel Section Properties : HSS8x8x1/4 Steel Section Properties : HSS8x8x1/4 Page 55 of 113 Waypoint Engineering Project Title: Dartmouth Crossing � ,( 700 Washington Street, Engineer: CD %to i N T g Suite 605 Project ID: 24118 Vancouver WA 98660 Project Descr: Revision 3 ENGINEERING 360.635.66 Steel Column LIC#:KW-06015354,BuiId:20.24.10.03 Project File:24118-Gravity R3.ec6 DESCRIPTION: R3- Landing Column Waypoint Engineering,Inc. (c)ENERCALC,LLC 1982-2024 Depth = 8.000 in Design Thick = I roc = 70.70 inA4 sih = 0.233 in S roc = 17.70 inA3 = 111.000 in^4 8.000 in R = 3.150 in Wall Thick = 0.250 in Area = Zx = 20.500 in^3 7.100 inA2 I yy = 70.700 in^4 Weight = 25.792 plf Syy = C = 28.100 in^3 RW = 3.150 in Ycg = 0.000 in Sketches +y • CI sss o Load 2 LtAd 1 cci 8.00in Page 56 of 113 Waypoint Engineering Project Title: Dartmouth Crossing p r+ 700 Washington Street, Engineer: CD A\i)dr ..'l ' T Suite 605 Project ID: 24118 WA 98660 ENGINEERING 360.635.66 Project Descr: Revision 3 Steel Base Plate LIC#:KW-06015354,BuiId:20.24.10.03 Project File:24118-Gravity R3.ec6 DESCRIPTION: R3- Base Plate Design (Loading fromteering,Inc. R3ln Landing Column) (c)ENERCALC,LLC 1982-2024 Code Reference. Calculations per AISC Design Guide#1,IBC 2018,CBC 2019,SDPWS 2015,AISC 360-16 Load Combination Set:IBC 2018 General Information Material Properties AISC Design Method Load Resistance Factor Design Steel Plate Fy = (Lkc :LRFD Resistance Factor 0.65 Concrete Support f c = 30 ksi Assumed Bearing Area Bearing Area=P/Fp 3.0 ksi Nominal Bearing Fp per J8 5.10 ksi Column &Plate Column Properties 1'-4" Steel Section HSS8x8x1/4 Depth 8 in Z Width Area 7.1 inA2 8 in lxx inA4 Flange Thickness 0.233 in lyy inA4 Web Thicknes in • Plate Dimensions N:Length Support Dimensions 16.0 in Width along"X" 63.0 in , B:Width 16.0 in Length along"Z' �" ki ; �. Thickness 1.125 in 63.0 in w X Column assumed welded to base plate. i j 5.-3" Applied Loads PY V-Z +p WI ;$, M-X . D:Dead Load 5.849 k f +M X L:Live k -0.0050 k-ft +X gh +x 10.202 k k Lr:Roof Live k k-ft S:Snow k 1 � , 6 k k 'fig +� k k-ft 2.124 W:Wind k-ft E:Earthquake 1.210 k k k-ft N H:Lateral Earth .120 k -7.637 k-ft // k k P"=Gravity load,"+"sign is downwartY*" Moments create higher soil pressure att+Z edg, +Z +2 "+" Shears push plate towards+Z edge. Anchor Bolts Anchor Bolt or Rod Description 3/4" j Clara of Tension or Pullout Capacity apra�Q Shear Capacity 19.90 k , Edge distance:bolt to plate 11.905 k 1. Number of Bolts in each Row 2.0 0 in Number of Bolt Rows 1 ■ 1.0 • • • t Page 57 of 113 `J Waypoint Engineering Project Title: Dartmouth Crossing WAY P '�, I N T 700Suite Washington605 Street, Engineer: CD Project ID.: 24118 ENGINEERING Vancouver, 0 635 66 WA 98660 Project Descr: Revision 3 Steel Base Plate LIC#:KW-06015354,Build:20.24.10.03 WaypoinProject File:24118-Gravity R3.ec6 neering,Inc. DESCRIPTION: R3- Base Plate Design (Loading from tR3'- Landing Column) °)ENERCALC,LLC 1982-2024 GOVERNING DESIGN LOAD CASE SUMMARY Mu:Max.Moment 5.791k-in Plate Design Summary fb:Max.Bending Stress 27.455 ksi Design Method Load Resistance Factor Design Fb:Allowable: Fy* Governing Load Combinatic +1.20D+0.50L+0.70S+2.50E 32.400 ksi Governing Load Case Type Axial+Moment,L/2<Eccentricity,Tension Bending Stress Ratic Governing STRESS RATIC 1.0 0.847 Bending Stress OK Design Plate Size 1'-4"x 1'-4"x 1-1/8" fu:Max.Plate Bearing Stress.... 3.315 ksi Fp:Allowable Pu:Axial 16.6316 k Mu:Moment 19.0985 k-ft 3.315 ksi Bearing Stress Ratio 1.000 Bearing Stress OK Tension in each Bolt 5.787 Allowable Bolt Tension 19.900 Tension Stress Ratic 0.291 Tension Stress OK Load Comb.:+1.40D Axial Load+Moment, Ecc. <U6 Loadino Pu:Axial Bearing Stresses 8.189 k Fp:Allowable Mu:Moment 0.007 k-ft fu:Max.Bearing Pressure 0.0 0.032 ksi Eccentricity 2 ksi E Al :Plea 0.010 in Stress Ratio 256.000 inA2 Plate Bending Stresses 0.010 A2:Support Area 3,969.000 inA2 Mmax1 =Fu*mA2/2 0.283 k-in on 1"strip; sgrt(A2/A1 ) 2.000 Mmax2=Fu*n^2/2 0.154 k-in on 1"strip; Distance for Moment Calculation Mmax 0.283 k-in on 1"strip; ^m^ fb:Actual 1.342 ksi 4.200 in Fb:Allowable n 4.800 in 32.400ksi Stress Ratio 0.04141 Load Comb.:+1.20D+1.60L Axial Load+Moment, Ecc. <U6 Loadino Pu:Axial Bearing Stresses 23.342 k Fp:Allowable Mu:Moment 0.006 k-ft fu: 0.091 ksi Max.Bearing Pressure 0.091 ksi Eccentricity 0.003 in Stress Ratio Al :Plate Area 256.000 inA2 Plate Bending Stresses 0.028 A2:Support Area 3,969.000 inA2 Mmax1 =Fu*mA2/2 0.805 k-in on 1"strip; sqrt(A2/A1 ) 2.000 Mmax2=Fu*n^2/2 0.438 k-in on 1"strip; Distance for Moment Calculation Mmax 0.805 k-in on 1"strip; .,m" fb:Actual 3.816 ksi 4.200 in Fb:Allowable "n 4.800 in 32.400ksi Stress Ratio 0.11 118 Page 58 of 113 \'u Waypoint Engineering Project Title: Dartmouth Crossing rAY P `; N T 700 Washington Street, Engineer: CD Suite 605 Project ID: 24118 Vancouver,WA 98660 Project Descr: Revision 3 ENGINEERING 360.635.66 Steel Base Plate LIC#:KW-06015354,BuiId:20.24.10.03 Project File:24118-Gravity R3.ec6 DESCRIPTION: R3- Base Plate Design (Loading froomtR3 Engineering, -Landing Column) (c)ENERCALC,LLC 1982-2024 Load Comb.:+1.20D+1.60L+0.50S Axial Load+Moment, Ecc. <L/6 Loadino Pu:Axial Bearing Stresses Mu:Moment 24.404 k Fp:Allowable 0.006 k-ft fu:Max.Bearing Pressure 0.095 ksi 0.02 Eccentricity 0.003 in 9 ksi Al :Plate Area 256.000 inA2 Plate Bending Stres eStress satio 0.029 A2:Support Area 3,969.000 inA2s Mmaxl =Fu*mA2/2 sgrt(A2/A1 ) 2.000 Mmax2=Fu*n^2/2 0 k-in on 1"strip; Mmax 0.458 k-in on 1"strip; Distance for Moment Calculation 0.842 k-in on 1"strip; m 4.200 in fb:Actual 3.990 ksi "n 4.800 in Fb:Allowable 32.400 ksi Stress Ratio 0.123 Load Comb.:+1.20D+0.50L Axial Load+Moment, Ecc. <L/6 Loading Pu:Axial Bearing Stresses Mu:Moment 12.120 k Fp:Allowable 0.006 k-ft fu:Max.Bearing Pressure 0.017 ksi Eccentricity 0.006 in 0.014Stress 0.0 ksi Al :Plate Area 256.000 inA2 Plate Bending Stresses satio A2:Support Area 3,969.000 inA2 Mmaxl =Fu*mA2/2 sgrt(A2/A1 ) 2.000 Mmax2=Fu*n^2/2 0.418 k-in on 1"strip; Mmax 0.227 k-in on 1"strip; Distance for Moment Calculation 0.418 k-in on 1"strip; "m" fb:Actual „n„ 4.200 in Fb:Allowable 1.983 ksi 4.800 in 32.400ksi Stress Ratio 0.061 Load Comb.:+1.20D Loading Axial Load+Moment, Ecc. <L/6 Pu:Axial Bearing Stresses Mu:Moment 7.019 k Fp:Allowable 0.006 k-ft fu:Max.Bearing Pressure0.00 0.028 ksi Eccentricity 0.010 in 8 ksi Al :Plate Area 256.000 inA2 Plate Bending St sseStress satio 0.008 s A2:Support Area 3,969.000 inA2 Mmaxl =Fu*m^2/2 sqrt(A2/A1 ) 2.000 Mmax2=Fu*n^2/2 0.243 k-in on 1"strip; Mmax 0.132 k-in on 1"strip; Distance for Moment Calculation 0.243 k-in on 1"strip; "m" fb:Actual "n„ 4.200 in Fb:Allowable 1. ksi 4.800 in 30.400 35 ksi Stress Ratio 0.035 Page 59 of 113 Waypoint Engineering Project Title: Dartmouth Crossing s, 70 Washington Street, Engineer: CD AY P � I N T Suite 605 Project ID: 24118 Vancouver, 1 WA 98660 Project Descr: Revision 3 ENGINEERIN G 360.635.661 Steel Base Plate Project File:24118-Gravity R3.ec6 LIC#:KW-06015354,Build:20.24.10.03 Waypoint Engineering,Inc. (c)ENERCALC,LLC 1982-2024 DESCRIPTION: R3- Base Plate Design (Loading from R3- Landing Column) Load Comb.:+1.20D+0.50L+1.60S Axial Load+Moment, Ecc. <U6 Loading Bearing Stresses Pu:Axial 15.518 k Fp:Allowable 3.315 ksi Mu:Moment 0.006 k-ft fu:Max.Bearing Pressure 0.061 ksi Eccentricity 0.005 in Stress Ratio 0.018 Al :Plate Area 256.000 inA2 Plate Bending Stresses A2:Support Area 3,969.000 inA2 Mmaxl =Fu*mA2/2 0.535 k-in on 1"strip; sgrt(A2/A1 ) 2.000 Mmax2=Fu*nA2/2 0.291 k-in on 1"strip; Mmax 0.535 k-in on 1"strip; Distance for Moment Calculation fb:Actual 2.538 ksi 4.200 in Fb:Allowable 32.400 ksi n 4.800 in Stress Ratio 0.078 Load Comb.:+1.20D+1.60S Axial Load+Moment, Ecc. <U6 Loading Bearing Stresses Pu:Axial 10.417 k Fp:Allowable 3.315 ksi Mu:Moment 0.006 k-ft fu:Max.Bearing Pressure 0.041 ksi Eccentricity 0.007 in Stress Ratio 0.012 Al :Plate Area 256.000 inA2 Plate Bending Stresses A2:Support Area 3,969.000 inA2 Mmaxl =Fu*mA2/2 0.360 k-in on 1"strip; sgrt(A2/A1 ) 2.000 Mmax2=Fu*nA2/2 0.196 k-in on 1"strip; Mmax 0.360 k-in on 1"strip, Distance for Moment Calculation fb:Actual 1.705 ksi "m 4.200 in Fb:Allowable 32.400 ksi "n" 4.800 in Stress Ratio 0.053 Load Comb.:+1.20D+0.50L+0.50S Axial Load+Moment, Ecc. <L/6 Loading Bearing Stresses Pu:Axial 13.182 k Fp:Allowable 3.315 ksi Mu:Moment 0.006 k-ft fu:Max.Bearing Pressure 0.052 ksi Eccentricity 0.005 in Stress Ratio 0.016 Al :Plate Area 256.000 inA2 Plate Bending Stresses A2:Support Area 3,969.000 inA2 n Mmaxl =Fu*mA2/2 0.455 k-in on 1"strip; sgrt(A2/A1 ) 2.000 Mmax2=Fu*nA2/2 0.247 k-in on 1"strip; Mmax 0.455 k-in on 1"strip; Distance for Moment Calculation fb:Actual 2.157 ksi m 4.200 in Fb:Allowable 32.400 ksi n 4.800 in Stress Ratio 0.067 Page 60 of 113 WAPyr `, Waypoint Engineering Project Title: Dartmouth Crossing �) I N T 700Suite605 Washington Street, Engineer: CD Project ID: 24118 ENGINEERING Vancouver,WA 98660 Project Descr: Revision 3 360.635.6611 Steel Base Plate Project File:24118-Gravity R3.ec6 LIC#:KW-06015354,BuiId:20.24.10.03 Waypoint Engineering,Inc. (c)ENERCALC,LLC 1982-2024 DESCRIPTION: R3-Base Plate Design (Loading from R3- Landing Column) Load Comb.:+1.20D+0.50L+0.70S+2.50E Axial Load+Moment, Ecc. >L/2 Loading Calculate plate moment from bolt tension. .. 16.632 k Tension per Bolt 3.559 k Mu:Moment 19.099 k-ft Tension:Allowable Eccentricity 13.780 in10.179 k Al :Plate Area Stress Ratio 0. 79 256.000 inA2 A2:Support Area 3,969.000 inA2 Dist.from Bolt to Col.Edge 2.700 in sort(A2/A1 ) 2.000 Effective Bolt Width for Bending 10.800 in Plate Moment from Bolt Tension 1.780 k-in Calculate plate moment from bearing max(m,n) 4.200 in Bearing Stresses "A":Bearing Length 0.896 in Mpl:Plate Moment Fp:Allowable 3.315 ksi 0.483 k-in fu:Max.Bearing Pressure (set equal to Fp) Stress Ratio 1.000 Plate Bending Stresses Mmax 5.791 k-in on 1"strip; fb:Actual 27.455 ksi Fb:Allowable 32.400 ksi Stress Ratio 0.847 Load Comb.:+0.90D Axial Load+Moment, Ecc. <L/6 Loading Bearing Stresses Pu:Axial 5.264 k Mu:Moment Fp:Allowable 3.315 ksi 0.005 k-ft fu:Max.Bearing Pressure 0.021 ksi Eccentricity 0.010 in Stress Ratio Al :Plate Area 256.000 inA2 Plate Bending Stresses 0.006 A2:Support Area 3,969.000 inA2 Mmaxl =Fu*mA2/2 0.182 k-in on 1"strip; sgrt(A2/A1 ) 2.000 Mmax2=Fu*nA2/2 0.099 k-in on 1"strip; Distance for Moment Calculation Mmax 0.182 k-in on 1"strip; "m" fb:Actual 0.863 ksi 4.200 in Fb:Allowable n 4.800 in 30.027 ksi Stress Ratio 0.027 Load Comb.:+0.90D+2.50E Axial Load+Moment, Ecc. >L/2 Loading Calculate plate moment from bolt tension..Pu:Axial 8.289 k Tension per Bolt Mu:Moment 19.097 k-ft Tension:Allowable 9.900 k Eccentricity 27.646 in Stress Ratio 10.291 k Al :Plate Area A 0.29 256.000 in 2 A2:Support Area 3,969.000 inA2 Dist.from Bolt to Col.Edge 2.700 in sgrt(A2/A1 ) 2.000 Effective Bolt Width for Bending 10.800 in Plate Moment from Bolt Tension 2.893 k-in Calculate plate moment from bearing.. max(m,n) 4.200 in Bearing Stresses "A":Bearing Length 0.749 in Mpl:Plate Moment fu:Max.Bearing :Allowable 0.409 k-in F ) ksi ing Pressure (set equal to Fp Stress Ratio 1.000 Plate Bending Stresses Mmax 4.904 k-in on 1"strip; fb:Actual 23.248 ksi Fb:Allowable 32.400 ksi Stress Ratio 0.718 Page 61 of 113 Waypoint Engineering Project Title: Dartmouth Crossing . 700 Washington Street,Ay Engineer: CD Suite 605 Project ID: 24118 V A 98660 ENGINEERING 360.635.6611Project Descr: Revision 3 General Footing LIC#:KW-06015354,BuiId:20.24.10.03 Project File:24118-Gravity R3.ec6 DESCRIPTION: R3-Stair Column Footing Waypoint Engineering,Inc. (c)ENERCALC,LLC 1982-2024 Code References Calculations per ACI 318-14, IBC 2018, CBC 2019,SDPWS 2015 Load Combinations Used :ASCE:7-16 General Information Material Properties fc:Concrete 28 day strength = Soil Design Values fy: i _ 3.0 ksi Allowable Soil Bearing fy :Rebar Yielde Elastic Modulus 60.0 ksi Soil Density = 2.0 ksf Concrete Density = 3,122.0 ksi Increase Bearing By Footing Weight 110.0N pcf C Values Flexure = 145.0 pcf Soil Passive Resistance(for Sliding) No 0.90 = 250.0.35 pcf Shear Soil/Concrete Friction Coeff. Analysis Settings = 0.750 = 0.350 Increases based on footing Depth Min Steel%Bending Reinf. Footing base depth below soil surface Allow press.increase per foot of depth 1.0 ft Min.Overturning Safety Factor 0.001801.0 when footing base is below ksf Min Allow%Temp Reinf. _ = :1 = ft Add Ftg Wt for Soil Pressure Increases based on footing plan dimension Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Add Pedestal Wt for Soil Pressure No _ No when max.length or width is greater than ksf Use Pedestal wt for stability,mom&shear • Dimensions No - ft Width parallel to X-X Axis - Length parallel to Z-Z Axis = 5.0 ft ft Footing Thickness = 5.0 in Z 12.0 in 8„ Pedestal dimensions... t px:parallel to X-X Axis = 8.0 in X O T, X pz:parallel to Z-Z Axis = 8.0 in Height = Rebar Centerline to Edge of Concrete... 0.50 in at Bottom of footing = l'i? -, _____.___._.___ "., 3.0 in to Reinforcing 2.6„ 0 Bars parallel to X-X Axis 5 " w Number of Bars = 0 Reinforcing Bar Size = 7.4 # 4 Bars parallel to Z-Z Axis Number of Bars -_ Reinforcing Bar Size 7.0 Bandwidth Distribution Check (ACI 15.4.4.2) # 4 I�� r-#asps Direction Requiring f� 11 T-#s9en q g Closer Separation — p X X Section Looking to.Z — Z-Z Section Looking to tX #Bars required within zone n/a n/a #Bars required on each side of zone n/a Applied Loads D LrL S P:Column Load = 5.849 W E H OB:Overburden = 10.202 2.124 1.210 M-xx k = ksf 7.637 k-ft M-zz 7.637 k-ft V-x = 6.120 k V-z 6.120 k Page 62 of 113 Waypoint Engineering Project Title: Dartmouth Crossing ,, Y P )- I N�-700 Washington Street, Engineer: CD Suite 605 Project ID: 24118 ENGINEERING Vancouver,WA 98660 Project Descr: Revision 3 360.635.6611 General Footing Project File:24118-Gravity R3.ec6 LIC#:KW-06015354,BuiId:20.24.10.03 Waypoint Engineering,Inc. (c)ENERCALC,LLC 1982-2024 DESCRIPTION: R3 -Stair Column Footing DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.5620 Soil Bearing 1.124 ksf PASS 1.665 Overturning-X-X 9.808 k-ft 2.0 ksf +0 60D50L+0.750S+0.5250E about Z-� PASS 1.665 OverturningZ-Z 16.329 k-ft +0.60D+0.70E 9.808 k-ft 16.329 k-ft +0.60D+0.70E PASS n/a Uplift 0.0 k PASS 0.4686 Z Flexure(+X) 0.0 k No Uplift 5.152 k-ft/ft 10.994 k-ft/ft +1.20D+L+0.205+2.50E PASS 0.2084 Z Flexure(-X) 2.291 k-ft/ft PASS 10.994 k-ft/ft +1.20D+1.60L+0.50S 0.4686 X Flexure(+Z) 5.152 k-ft/ft 10.994 k-ft/ft +1.20D+L+0.205+2.50E PASS 0.2084 X Flexure(-Z) 2.291 k-ft/ft PASS 0.3496 10.994 k-ft/ft +1.20D+1.60L+0.50S 1-way Shear(+X) 28.720 psi 82.158 psi + X 1.20D+L+0.20S+2.50E PASS 0.1540 1-way Shear(-X) 12.654 psi 82.158 psi +1.20D+1.60L+0.50S PASS 0.3496 1-way Shear(+Z) 28.720 psi 82.158 psi +1.20D+L+0.20S+2.50E PASS 0.1540 1-way Shear(-Z) 12.654 psi 82.158 psi +1.20D+1.60L+0.505 PASS 0.2237 2-way Punching 36.750 psi 164.317 psi +1.20D+1.60L+0.50S Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Actual/Aoow X-X,D Only g Ratio 2.0 n/a 0.0 0.3790 0.3790 n/a n/a X-X,+D+L 2.0 n/a 0.0 0.7870 0.7870 n/a 0.194 X-X,+D+S 2.0 n/a 0.0 0.4639n/a 0.232 X-X,+D+0.750L 0.46396850 n/a n/a 0.343 2.0 n/a 0.0 0.6850 0.6850 n/a n/a X-X,+D+0.750L+0.7505 2.0 n/a 0.0 0.7487 0.7487 n/a 0.374 X-X,+0.60D 2.0 n/a 0.0 0.2274 0.2274 n/a n/a 0.114 X-X,+D+0,70E 2.0 n/a 11.404n/a 0.112 X-X,+D+0.750L+0.750S+0.5250E0.0 0.88321.1 n/a n/a 0.562 2.0 n/a 4.561 0.4246 1.124 n/a n/a X-X,+0.60D+0.70E 2.0 n/a 18.021 0.433 Z-Z,D Only 0.0 0.8651 n/a n/a 0.433 Z-Z,+D+L 2.0 0.0 n/a n/a n/a 0.3790 0.3790 2.0 0.0 n/a 0.1903 Z-Z,+D+S 2.0 n/a n/a 0.7870 0.7870 0.394 Z-Z,+D+S.750L 0.0 n/a n/a n/a 0.4639 0.4639 0.232 2.0 0.0 n/a n/a n/a 0.6850 0.6850 n/a 0.374 Z-Z,+D+0,750L+0.7505 2.0 0.0 Z-Z,+0.60Dn/a n/a 0.7487 0.7487 0.374 2.0 0.0 n/a n/a n/a 0.2274 0.2274 Z-Z,+D+0.70E 2.0 11.404 n/a 0.114 Z-Z,+D+0.750L+0.750S+0.5250E n/a n/a 0.0 0.88321.1 0.442 2.0 4.561 n/a n/a n/a 0.4246 1.124 Z-Z,+0.60D+0.70E 2.0 18.021 n/a n/a 0.433 n/a 0.0 0.8651 0.433 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X, On ly X-X,D None 0.0 k-ft None Infinity OK X-X,+D+S 0.0 k-ft Infinity OK X-X,+D+ .750L None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S None 0.0 k-ft Infinity OK X-X,+ 0D None 0.0 k-ft Infinity OK X-X,+0. 00E None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+0.5250E 9.808 k-ft 25.803 k-ft 2.631 OK X-X,+D+0D+0.70E 7.356 k-ft 48.384 k-ft 6.577 OK Z-Z,X + 9.808 k-ft 16.329 k-ft 1.665 Z-Z, 0 Only None 0.0 k-ft OK None Infinity OK Z-Z,+D+S 0.0 k-ft Infinity OK Z-Z,+D+0.750L None 0.0 k-ft Infinity OK Z-Z,+D+0.750L+0.750S None 0.0 k-ft Infinity OK None 0.0 k-ft Infinity OK Page 63 of 113 'SAY pN Waypoint Engineering Project Title: Dartmouth Crossing J 1 T 700Suite Washington605 Street, Engineer: CD Project ID: 24118 WA 98660 Project Descr: Revision 3 ENGINEERING 60.635.66 General Footing LIC#:KW-06015354,BuiId:20.24.10.03 Project File:24118-Gravity R3.ec6 DESCRIPTION: R3 -Stair Column Footing Waypoint Engineering,Inc. (c)ENERCALC,LLC 1982-2024 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Z-Z,+0.60D Resisting Moment Stability Ratio Status Z-Z,+0.60D E None 0.0 k-ft Z-Z,+D+0.750L+0.750S+0.5250E 9.808 k-ft Infinity. 3 OK 7.356 k-ft 25.8034 k-ft 6.577 OK Z-Z,+0.60D+0.70E 1648.329 k-ft 1.665 OK Footing Flexure 9.808 k-ft 16.329 k-ft 1.665 OK Mu Side Tension As R2q'd Gym.As Actual As Phi*Mn Flexure Axis&Load Combination k-ft ^ in 2 in^2 Status Surface X-X,+1.40D k-ft X-X,+1.40D 0.7688 +Z Bottom 0.2592 ACI 7.6.1.1 0.7688 -Z Bottom 0.280 10.994 OK X-X,+1.20D+1.60L 0.2592 ACI 7.6.1.1 0.280 10.994 X-X,+1.20D+1.60L 2.191 +Z Bottom 0.2592 ACI 7.6.1.1 0.280 OK X-X,+1.20D+1.60L+0.50S 2.191 -Z Bottom 0.2592 ACI 7.6.1.1 10.994 OK 2.291 +Z Bottom 0.280 10.994 OK X-X,+1.20D+1.60L+0.505 2.291 0.2592 ACI 7.6.1.1 0.280 10.994 X-X,+1.20D+L -Z Bottom 0.2592 ACI 7.6.1.1 0.280 OK X-X,+1.20D+L 1.617 +Z Bottom 0.2592 ACI 7.6.1.1 10.994 OK 1.617 -Z Bottom 0.280 10.994 OK X-X,+1.200 0.6589 +Z0.2592 ACI 7.6.1.1 0.280 10.994 X-X,+1.20D Bottom 0.2592 ACI 7.6.1.1 0.280 OK X-X,+1.20D+L+1.60S 0.6589 -Z Bottom 0.2592 ACI 7.6.1.1 10.994 OK 1.936 +Z Bottom 0.2592 AC!7.6.1.1 0.280 10.994 OK X-X,+1.20D+L+1.605 1.936 0.280 10.994 OK X-X,+1.20D+1.60S -Z Bottom 0.2592 ACI 7.6.1.1 0.280 X-X,+1.20D+1.60S 0.9780 +Z Bottom 0.2592 ACI 7.6.1.1 10.994 OK 0.9780 -Z Bottom 0.280 10.994 OK X-X,+1.20D+L+0.50S 0.2592 ACI 7.6.1.1 0.280 10.994 X-X,+1.20D+L+0.505 1.716.716 +Z Bottom 0.2592 ACI 7.6.1.1 0.280 10.994 OK X-X,+0.90D -Z Bottom 0.2592 ACI 7.6.1.1 0.280 OK X-X,+0.90D 0.4942 +Z Bottom 0.2592 ACI 7.6.1.1 10.994 OK 0.4942 -Z Bottom 0.280 10.994 OK X-X,+1.20D+L+0.20S+2.50E 0.2592 ACI 7.6.1.1 0.280 10.994 X-X,+1.20D+L+0.20S+2.50E 5.152 +Z Bottom 0.2592 ACI 7.6.1.1 0.280 OK X-X,+0.20D+2.50E 0.3928 -Z Top 0.2592 ACI 7.6.1.1 10.994 OK 0.3063 +Z To 0.280 10.994 OK X-X,+0.90D+2.50E 0.3063 -Z T P 0.2592 ACI 7.6.1.1 0.280 10.994 Z-Z,+1.40D P 0.2592 ACI 7.6.1.1 0.280 OK Z-Z,+1.40D 0.7688 -X Bottom 0.2592 ACI 7.6.1.1 10.994 OK 0.7688 +X Bottom 0.280 10.994 OK Z-Z,+1.20D+1.60L 2.191 0.2592 ACI 7.6.1.1 0.280 10.994 Z-Z,+1.20D+1.60L -X Bottom 0.2592 ACI 7.6.1.1 OK 2.191 +X Bottom 0.280 10.994 OK Z-Z,+1.20D+1.60L+0.505 2.291 0.2592 ACI 7.6.1.1 0.280 10.994 Z-Z,+1.20D+1.60L+0.50S -X Bottom 0.2592 ACI 7.6.1.1 0.280 OK 2.291 +X Bottom 0.2592 ACI 7.6.1.1 10.994 OK Z-Z,+1.20D+L 1.617 0.280 10.994 OK Z-Z,+1.20D+L -X Bottom 0.2592 ACI 7.6.1.1 0.280 Z-Z,+1.20D 1.617 +X Bottom 0.2592 ACI 7.6.1.1 10.994 OK 0.6589 0.280 10.994 Z-Z,+1.20D -X Bottom 0.2592 ACI 7.6.1.1 0.280 OK Z-Z,+1.20D+L+1.60S 0.6589 +X Bottom 0.2592 ACI 7.6.1.1 10.994 OK 1.936 -X Bottom 0.280 10.994 OK Z-Z,+1.20D+L+1.60S 0.2592 ACI 7.6.1.1 0.280 10.994 Z-Z,+1.20D+1.60S 1.936 +X Bottom 0.2592 ACI 7.6.1.1 0.280 OK Z-Z,+1.20D+1.605 0.9780 -X Bottom 0.2592 ACI 7.6.1.1 10.994 OK 0.9780 +X Bottom 0.280 10.994 OK Z-Z,+1.20D+L+0.50S 1.716 0.2592 ACI 7.6.1.1 0.280 10.994 Z-Z,+1.20D+L+0.50S -X Bottom 0.2592 ACI 7.6.1.1 0.280 OK Z-Z,+0.90D 1.716 +X Bottom 0.2592 ACI 7.6.1.1 10.994 OK 0.4942 -X Bottom 0.280 10.994 OK Z-Z,+0.900 0.4942 +X0.2592 ACI 7.6.1.1 0.280 10.994 Z-Z,+1.90D+L+0.20S+2.50E Bottom 0.2592 ACI 7.6.1.1 0.280 OK 0.3928 -X Top 0.2592 AC!7.6.1.1 10.994 OK Z-Z,+1.20D+L+0.20S+2.50E 0.280 10.994 OK Z-Z,+0.90D+2.50E 5.152 +X Bottom 0.2592 ACI 7.6.1.1 0.280 0.3063 -X Top 0.2592 ACI 7.6.1.1 10.994 OK Z-Z,+0.90D+2.50E 0.3063 +X To 0.280 10.994 OK One Way Shear X P 0.2592 ACI 7.6.1.1 0.280 10.994 OK Load Combination... +1.40D Vu @-X Vu @+X Vu:Max Phi Vn Vu/Phi*Vn Status +1.20D+1.60L 4.25 psi 4.25 psi 4.25 psi 82.16 psi 0.05 OK +1.20D+1.60L+0.50S 12.10 psi 12.10 psi 12.10 psi 82.16 psi 0.15 +1.20D+L 12.65 psi 12.65 psi 12.65 psi 82.16 psi OK OK +1.20D 8.93 psi 8.93 psi 8.93 psi 82.16 psi 0.11 OK +1.20D+L+1.60S 3.64 psi 3.64 psi 3.64 psi 82.16 psi 0.04 OK +1.20D+1.60S 10.69 psi 10.69 psi 10.69 psi 82.16 psi 0.13 5.40 psi 5.40 psi 5.40 psi OK P 82.16 psi 0.07 OK Page 64 of 113 Ay p ! Waypoint Engineering Project Title: Dartmouth Crossing N T 700Suite Washington605 Street, Engineer: CD Project ID: 24118 WA 98660 Project Descr: Revision 3 ENGINEERING 360.635.6611General Footing Project File:24118-Gravity R3.ec6 LIC#:KW-06015354,Build:20.24.10.03 Waypoint Engineering,Inc. DESCRIPTION: R3-Stair Column Footing (c)ENERCALC,LLC 1982-2024 One Way Shear X Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu/Phi*Vn Status +1.20D+L+0.50S +0. 0D 9.48 psi 9.48 psi 9.48 psi 82.16 psi 0.12 OK +1.90D+L+0.20S+2.50E 2.73 psi 2.73 psi 2.73 psi 82.16 psi 0.03 OK + . 0D+2.50E 2.26 psi 28.72 psi 28.72 psi 82.16 psi 0.35 OK One Way Shear Z 1.69 psi 1.69 psi 1.69 psi 82.16 psi 0.02 OK Load Combination... Vu @-Z Vu @+Z Vu:Max Phi Vn +1.40D Vu/Phi*Vn Status +1.40D+1.60L 4.25 psi 4.25 psi 4.25 psi 82.16 psi 0.05 OK +1.20D+1.60L+0.50S 12.10 psi 12.10 psi 12.10 psi 82.16 psi 0.15 OK +1 20D+L 12.65 psi 12.65 psi 12.65 psi 82.16 psi 0.15 OK +1 20D 8.93 psi 8.93 psi 8.93 psi 82.16 psi 0.11 OK +1.20D+L+1.60S 3.64 psi 3.64 psi 3.64 psi 82.16 psi 0.04 OK +1.20D+ 1.6 10.69 psi 10.69 psi 10.69 psi 82.16 psi 0.13 OK +1.20D+1.60S 5.40 psi 5.40 psi 5.40 psi 82.16 psi 0.07 OK + . 0D 9.48 psi 9.48 psi 9.48 psi 82.16 psi 0.12 OK +1.90D+L+0.20S+2.50E 2.73 psi 2.73 psi 2.73 psi 82.16 psi 0.03 OK + . 0D+2.50E0.2 2.26 psi 28.72 psi 28.72 psi 82.16 psi 0.35 OK 1.69 psi 1.69 psi 1.69 psi 82.16 psi 0.02 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn +1.40D Status +1.40D+1.60L 12.33 psi 164.32psi 0.07504 OK +1.20D+1.60L+0.50S 35.15 psi 164.32psi 0.2139 OK +1.20D+L 36.75 psi 164.32psi 0.2237 OK +1.20D 25.93 psi 164.32psi 0.1578 OK +1.20D+L+1.60S 10.57 psi 164.32psi 0.06432 OK +1.20D+L+1.6 31.05 psi 164.32psi 0.189 OK +1.20D+1.60S S 15.69 psi 164.32psi 0.09547 OK + . 0D 27.53 psi 164.32psi 0.1676 OK +1.90D+L+0.20S+2.50E 7.93 psi 164.32psi 0.04824 OK + . 0D+L+0.2 31.98 psi 164.32psi 0.1946 OK 2.50E4.91 psi 164.32psi 0.0299 OK Page 65 of 113 Waypoint Engineering Project Title: Dartmouth Crossing Washington Street, Engineer: CD NAY t`�P I N T Suite700 605 Project ID: 24118 Vancouver,WA 98660 Project Descr: Revision 3 ENGINEERING 60.635.66 Steel Column Project File:24118-Gravity R3.ec6 LIC#:KW-06015354,Build:20.24.10.03 Waypoint Engineering,Inc. DESCRIPTION: R3 - Landing Column (LL moment) (c)ENERCALC,LLC 1982-2024 Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, SDPWS 2015 Load Combinations Used :ASCE 7-16 General Information Steel Section Name : HSS8x8x1/4 Overall Column Height 4.0 ft Analysis Method: Load Resistance Factor Top&Bottom Fixity Top Free,Bottom Fixed Steel Stress Grade ,A500,Grade C, Fy=50 ksi, Carbon Steel Brace condition: Fy:Steel Yield 50.0 ksi Unbraced Length for buckling ABOUT X-X Axis=4.0 ft,K=2.1 E:Elastic Bending Modulus 19,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis=4.0 ft,K=2.1 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included : 103.168 lbs* Dead Load Factor AXIAL LOADS . . . Landing Beam:Axial Load at 4.0 ft, Xecc=4.0 in, D=2.885, L=5.139, S= 1.070, E=0.410 k Landing Beam:Axial Load at 4.0 ft,Xecc=-4.0 in, D=2.843, L=5.063, S= 1.054, E=0.410 k BENDING LOADS . . . Stair-Landing Support Column Seismic(Fp): Lat. Point Load at 4.0 ft creating Mx-x, E = 1.820 k Attachment-Landing Support Column (Fp): Lat. Point Load at 0.0830 ft creating Mx-x, E=4.30 k Landing Beam: Unbalanced LL: Moment acting about X-X axis at 4.0 ft, L= 10.650 k-ft Landing Beam: Unbalanced LL: Moment acting about Y-Y axis at 4.0 ft, L= 10.650 k-ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.5904 : 1 Maximum Load Reactions.. Load Combination +1.20D+1.60L+0.505 Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are... r rr Top along Y-Y 0.0 k Pu 24.383 k 3 Bottom along Y-Y 6.120 k 0.9*Pn 2* _ k40 k-ft -Y` Maximum Load Deflections... Mu-x 17.0 0.9*Mn-x: ''--)--"'-'-,,-' Along Y-Y -0.1089 in at 4.0ft above base 62.394 k-ft Mu-y ,rY - -`,"h for load combination:+D+L 6.980 k-ft 0.9*Mn-y: � d k}f h Along X-X -0.1086 in at 4.0ft above base for load combination:L Only PASS Maximum Shear Stress Rati 0.1999 : 1 Load Combination +1.20D+L+0.205+2.50E Location of max.above base 0.0 ft At maximum location values are... Vu:Applied 15.30 k Vn*Phi:Allowable 76.551 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Cbx Cby KxLx/Rx KyLy/Ry Stress Ratio Status Location +1.40D 0.015 PASS 0.00 ft 1.09 1.00 32.00 32.00 0.000 PASS 0.00 ft +1.20D+1.60L 0.588 PASS 3.68 ft 1.09 1.00 32.00 32.00 0.000 PASS 0.00 ft +1.20D+1.60L+0.50S 0.590 PASS 0.00 ft 1.09 1.00 32.00 32.00 0.000 PASS 0.00 ft +1.20D+L 0.373 PASS 0.00 ft 1.09 1.00 32.00 32.00 0.000 PASS 0.00 ft +1.20D 0.013 PASS 0.00 ft 1.09 1.00 32.00 32.00 0.000 PASS 0.00 ft +1.20D+L+1.605 0.379 PASS 0.00 ft 1.09 1.00 32.00 32.00 0.000 PASS 0.00 ft +1.20D+1.605 0.020 PASS 0.00 ft 1.09 1.00 32.00 32.00 0.000 PASS 0.00 ft +1.20D+L+0.505 0.374 PASS 0.00 ft 1.09 1.00 32.00 32.00 0.000 PASS 0.00 ft +0.90D 0.010 PASS 0.00 ft 1.09 1.00 32.00 32.00 0.000 PASS 0.00 ft +1.20D+L+0.205+2.50E 0.377 PASS 4.00 ft 1.09 1.00 32.00 32.00 0.200 PASS 0.00 ft +0.90D+2.50E 0.320 PASS 0.00 ft 1.09 1.00 32.00 32.00 0.200 PASS 0.00 ft Page 66 of 113 Waypoint Engineering .Ay p / 700 Washington Street, Project Title: Dartmouth Crossing Engineer: CD �r1 I N Suite 605 g Project ID: 24118 Vancouver,WA 98660 Project Descr: Revision 3 ENGINEERING 360.635.66 Steel Column Project File:24118-Gravity R3.ec6 LIC#:KW-06015354,BuiId:20.24.10.03 Waypoint Engineering,Inc. (c)ENERCALC,LLC 1982-2024 DESCRIPTION: R3- Landing Column (LL moment) Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @Top D Only 5.831 +D+L 16.033 0.014 +D+S 7.955 10.650 10.611 +D+0.750L 13.483 -0.019 +D+0.750L+0.750S 15.076 7.988 7.95 7.988 7.951 +0.60D 3.4998 3.2 +D+0.70E 6.405 15.506 3.213 3 3.978 -0.014-0.04 +D+0.750L+0.750S+0.5250E 3.978 7.951 +0.60D+0.70E 4.073 4.284 -0.008 L Only 10.202 -5.346 10.650 10.625 S Only 2.124 E Only 0.820 -0.005 6.120 Extreme Reactions -7.637 Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 16.033 Minimum 0.820 10.650 10.611 6.120 Reaction, X-X Axis Base Maximum 5.831 7.637 Minimum 5.831 -0.014 Reaction, Y-Y Axis Base Maximum 0.820 0.014 6.120 -7.637 Minimum 5.831 Reaction, X-X Axis Top Maximum 5.831 -0.014 Minimum 5.831 -0.014 Reaction, Y-Y Axis Top Maximum 5,831 -0.014 Minimum 5.831 -0.014 Moment, X-X Axis Base Maximum 16.033 10.650 -0.014 Minimum 0.820 -7.637 17.637 10.611 Moment, Y-Y Axis Base Maximum 6.120 -7.637 10.202 Minimum 7.955 10.625 Moment, X-X Axis Top Maximum 5.831 -0.019 Minimum 5,831 -0.014 Moment, Y-Y Axis Top Maximum 5.831 -0.014 Minimum 5.831 -0.014 Maximum Deflections for Load Combinations 0.014 Load Combination Max.Deflection in X dir Distance Max.Deflection in Y dir Distance D Only 0.0001 in 4.000 ft in 0.0001 in 4.000 ft +D+L -0.10854.000 ft -0.109 in 4.000 ft +D+S 0.0002 in 4.000 ft 0.000 in 0.000 ft +D+0.750L -0.0813 in 4.000 ft +D+0.750L+0.750S -0.082 in 4.000 ft -0.0813 in 4.000 ft -0.082 in 4.000 ft +0.60D 0.0001 in +D+0.70E 4.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E 0.0001 in 4.000 ft 0.035 in 4.000 ft +D+0 750.70E -0.0813 in 4.000 ft -0.056 in 4.000 ft 0.0001 in 4.000 ft 0.035 in 4.000 ft LS Only Only -0.1086 in 4.000 ft -0.109 in 4.000 ft E Only 0.0001 in 4.000 ft 0.000 in 0.000 ft 0.0000 in 0.000 ft 0.049 in 3.973 ft Steel Section Properties : HSS8x8x1/4 Steel Section Properties : HSS8x8x1/4 Page 67 of 113 Waypoint Engineering Project Title: Dartmouth Crossing AY P kS4, N T 7Suite00 Washington605 Street, Engineer: CD Project ID: 24118 Vancouver,WA 98660 Project Descr: Revision 3 ENGINEERING 60.635.66 Steel Column Project File:24118-Gravity R3.ec6 LIC#.KW-06015354,Bulid.20.24.10.03 Waypoint Engineering,Inc. DESCRIPTION: R3- Landing Column (LL moment) (c)ENERCALC,LLC 1982-2024 Depth = 8.000 in I xx = 70.70 inA4 Design Thick = 0.233 in S xx = 17.70 inA3 = 111.000 inA4 Width = 8.000 in R xx = 3.150 in Wall Thick = 0.250 in Zx = 20.500 in^3 Area = 7.100 inA2 I yy = 70.700 inA4 Weight = 25.792 plf S yy = 17.700 in^3 C = 28.100 in^3 R yy = 3.150 in Ycg = 0.000 in Sketches +Y 9.500 9.9]6.504k o 1 cci •Alk Load 2 4 LtAd 1 5, os x„ o55x� t, 8.00in Page 68 of 113 s r, Waypoint Engineering ., �'�y p Ni 700 Washington Street, Engineect rT:tle: Dartmouth Crossing g Engineer: CD of Suite 605 Project ID: 24118 1�A 98660 Project Descr: Revision 3 ENGINEERING 360.635.6611 Steel Base Plate Project File:24118-Gravity R3.ec6 LIC#:KW-06015354,BuiId:20.24.10.03 Waypoint Engineering,Inc. c) DESCRIPTION: R3- Base Plate Design (LL moment)(Loading from R3 -Landing Column (LL(moment))c LLC 1982-2024 Code Reference. Calculations per AISC Design Guide#1,IBC 2018,CBC 2019,SDPWS 2015,AISC 360-16 Load Combination Set:IBC 2018 General Information Material Properties AISC Design Method Load Resistance Factor Design a c :LRFD Resistance Factor Steel Plate Fy = 36 ksi 0.65 Concrete Support f'c = 3.0 ksi Assumed Bearing Area Bearing Area=P/Fp Nominal Bearing Fp per J8 5.10 ksi Column &Plate Column Properties Steel Section HSS8x8x1/4 Depth Z 8 in Area 7.1 in^2 Width 8 in lxx inA4 Flange Thickness 0.233 in lyy in^4 Web Thickness in Plate Dimensions Support Dimensions N:Length 16.0 in Width along"X" 63.0 in 74t41 ° B:Width 16.0 in Length along"Z' 63.0 in Thickness 1.125 in �? X Column assumed welded to base plate. t r#KF T 5'-3" Applied Loads P-y +D V-Z M-X D:Dead Load 5.831 k k +�� k-ft +x . }x L:Live 10.202 k k 10.625 k-ft Lr:Roof Live k k „ 10 1111 , S:Snow 2.124 k k-ft W:Wind k k k-ft � k-ft E:Earthquake 0.820 k 6.120 k -7.637 k-ft H:Lateral Earth k k k-ft "P"=Gravity load,"+^sign is downwart9+" Moments create higher soil pressure at+Z edg +Z f Z "+" Shears push plate towards+Z edge. Anchor Bolts Anchor Bolt or Rod Description 3/4" 19.90 k Max of Tension or Pullout Capacity F°°`�" Shear Capacity 11.90 k Edge distance:bolt to plate 1.50 in Number of Bolts in each Row 2.0 Number of Bolt Rows 1.0 • • • i Page 69 of 113 AY , Waypoint Engineering Project Title: Dartmouth Crossing l� 700 Washington Street, Engineer: CD ‘..;/ I N T Suite 605 Project ID: 24118 ENGINEERING Vancouver,WA 98660 Project Descr: Revision 3 360.635.6611 Steel Base Plate Project File:24118-Gravity R3.ec6 LIC#:KW-06015354,Build:20.24.10.03 Waypoint Engineering,Inc. (c)ENERCALC,LLC 1982-2024 DESCRIPTION: R3- Base Plate Design (LL moment)(Loading from R3 -Landing Column (LL moment)) GOVERNING DESIGN LOAD CASE SUMMARY Mu Max: .Moment 6.198 k-in Plate Design Summary fb:Max.Bending Stress 29.381 ksi Design Method Load Resistance Factor Design Fb:Allowable: Fy* 13) Governing Load Combinatic +1.20D+1.60L 32.400 ksi Governing Load Case Type Axial+Moment,L/2<Eccentricity,Tension Bending Stress Ratic Governing STRESS RATIC 1.0 0.907 Bending Stress OK Design Plate Size 1'-4"x 1'-4"x 1-1/8" fu:Max.Plate Bearing Stress.... 3.315 ksi Fp:Allowable: 3.315 ksi Pu:Axial 23.3204 k Mu:Moment 17 k-ft Bearing Stress Ratio 1.000 Bearing Stress OK Tension in each Bolt 6.050 Allowable Bolt Tension 19.900 Tension Stress Ratic 0.304 Tension Stress OK Load Comb.:+1.40D Axial Load Only, No Moment Loading Bearing Stresses Pu:Axial 8.163 k Design Plate Height 8.000 in fu Allowable 0.113 ksi Design Plate Width 8.000 in :Max.Bearingrs RatioPtsure 0.034 ksi Will be different from entry if partial bearing used. Stress 0.034 Al :Plate Area Plate Bending Stresses 64.000 inA2 Mmax=Fu*LA2/2 A2:Support Area 3,969.000 inA2 0.007 ksi on 1"strip; fb:Actual sort(A2/A1 ) 0.007 ksi 2.000 Fb:Allowable 32.400 ksi Distance for Moment Calculation Stress Ratio 0.000 "m" 0.200 in n 0.200 in X 0.000 inA2 Lambda 0.000 n 0.000 in n'*Lambda 0.000 in L=max(m,n,n") 0.200 in Load Comb.:+1.20D+1.60L Axial Load+Moment, Ecc. >L/2 Loading Calculate plate moment from bolt tension..Pu:Axial 23.320 k Tension per Bolt Mu:Moment 17.000 k-ft Tension:Allowable 9.900 k 10.04 Eccentricity 8.748 in Stress Ratio k Al :Plate Area 256.000 inA2 0.044 A2:Support Area 3,969.000 inA2 Dist.from Bolt to Col.Edge 2.700 in sort(A2/A1 ) 2.000 Effective Bolt Width for Bending 10.800 in .. Plate Moment from Bolt Tension 0.437 k-in Calculate plate moment from bearing. max(m,n) 4.200 in Bearing Stresses "A":Bearing Length 0.945 in Mpl:Plate Moment Fp:Allowable 3.315 ksi 0.507 k-in fu:Max.Bearing Pressure (set equal to Fp) Stress Ratio 1.000 Plate Bending Stresses Mmax 6.087 k-in on 1"strip; fb:Actual 28.855 ksi Fb:Allowable 32.400 ksi Stress Ratio 0.891 Page 70 of 113 Waypoint Engineering Project Title: Dartmouth Crossing SAY P ,\ I N T 700 Washington Street, Engineer: CD Suite 605 Project ID: 24118 WAVancouver, 98660 Project Descr: Revision 3 ENGINEERING 360.635.6611 Steel Base Plate Project File:24118-Gravity R3.ec6 LIC#:KW-06015354,Build:20.24.10.03 Waypoint Engineering,Inc. DESCRIPTION: R3- Base Plate Design (LL moment) (Loading from R3-Landing Column (LL(moment))c) c,LLC 1982-2024 Load Comb.:+1.20D+1.60L+0.50S Axial Load+Moment, Ecc. >L/2 Loadinq Calculate plate moment from bolt tension... Pu:Axial 24.382 k Tension per Bolt 0.592 k Mu:Moment 17.000 k-ft Tension:Allowable 19.900 k Eccentricity 8.367 in Stress Ratio 0.030 Al :Plate Area 256.000 inA2 A2:Support Area 3,969.000 inA2 Dist.from Bolt to Col.Edge 2.700 in sqrt(A2/A1 ) 2.000 Effective Bolt Width for Bending 10.800 in Plate Moment from Bolt Tension 0.296 k-in Calculateplate moment from bearing... max(m,n) 4.200 in Bearing Stresses "A":Bearing Length 0.964 in Fp:Allowable 3.315 ksi Mpl:Plate Moment 0.516 k-in fu:Max.Bearing Pressure (set equal to Fp) Stress Ratio 1.000 Plate Bending Stresses Mmax 6.198 k-in on 1"strip; fb:Actual 29.381 ksi Fb:Allowable 32.400 ksi Stress Ratio 0.907 Load Comb.:+1.20D+0.50L Axial Load+Moment, Ecc. >L/6 and Ecc. <U2 Loadinq Bearing Stresses Pu:Axial 12.098 k Fp:Allowable 3.315 ksi Mu:Moment 5.313 k-ft fu:Max.Bearing Pressure 0.095 ksi Eccentricity 5.269 in Stress Ratio 0.029 Al :Plate Area 256.000 inA2 Plate Bending Stresses A2:Support Area 3,969.000 inA2 Mmaxl =Fu*mA2/2 0.761 k-in on 1"strip; sqrt(A2/A1 ) 2.000 Mmax2=Fu*nA2/2 0.335 k-in on 1"strip: Mmax 0.761 k-in on 1"strip; Distance for Moment Calculation fb:Actual 3.606 ksi m 4.200 in Fb:Allowable 32.400 ksi "n 4.800 in Stress Ratio 0.111 Load Comb.:+1.20D Axial Load Only, No Moment Loading Bearing Stresses Pu:Axial 6.997 k Fp:Allowable 3.315 ksi Design Plate Height 8.000 in fu:Max.Bearing Pressure 0.097 ksi Design Plate Width 8.000 in Stress Ratio 0.029 Will be different from entry if partial bearing used. Plate Bending Stresses Al :Plate Area 64.000 inA2 Mmax=Fu*LA2/2 0.002 k-in on 1"strip; A2:Support Area 3,969.000 inA2 fb:Actual in 2 0.006 ksi sqrt(A2/A1 ) 2.000 Fb:Allowable 32.400 ksi Stress Ratio 0.000 Distance for Moment Calculation „m" 0.200 in n 0.200 in X 0.000 inA2 Lambda 0.000 n' 0.000 in n'*Lambda 0.000 in L=max(m,n,n") 0.200 in Page 71 of 113 Waypoint Engineering Project Title: Dartmouth Crossing WAY P ..-) I N T 700 Washington Street, Engineer: CD Suite 605 Project ID: 24118 Vancouver, WA 98660 Project Descr: Revision 3 ENGINEERING 360.635.6611 Steel Base Plate Project File:24118-Gravity R3.ec6 LIC#:KW-06015354,Build:20.24.10.03 Waypoint Engineering,Inc. DESCRIPTION: R3 - Base Plate Design (LL moment) (Loading from R3 -Landing Column (LL(moment))c) c,LLC 1982-2024 Load Comb.:+1.20D+0.50L+1.60S Axial Load+Moment, Ecc. >U6 and Ecc. <U2 Loadinq Bearing Stresses Pu:Axial 15.497 k Mu:Moment Fp:Allowable 3.315 ksi 5.313 k-ft fu:Max.Bearing Pressure 0.121 ksi Eccentricity 4.114 in Stress Ratio 0.037 Al :Plate Area 256.000 inA2 Plate Bending Stresses A2:Support Area 3,969.000 inA2 Mmaxl =Fu*m^2/2 0.974 k-in on 1"strip; sgrt(A2/A1 ) 2.000 Mmax2=Fu*nA2/2 0.429 k-in on 1"strip; Mmax 0.974 k-in on 1"strip; Distance for Moment Calculation fb:Actual m 4.200 in 4.619 ksi „n„ Fb:Allowable 32.400 ksi 4.800 in Stress Ratio 0.143 Load Comb.:+1.20D+1.60S Axial Load Only, No Moment Loadinq Bearing Stresses Pu:Axial 10.396 k Fp:Allowable 3.315 ksi Design Plate Height 8.000 in fu:Max.Bearing Pressure 0.144 ksi Design Plate Width 8.000 in Stress Ratio 0.043 Will be different from entry if partial bearing used. Plate Bending Stresses Al :Plate Area 64.000 inA2 Mmax=Fu*LA2/2 A2:Support Area 0.009 ksi on 1"strip; pP 3,969.000 inA2 fb:Actual 0.009 ksi sgrt(A2/A1 ) 2.000 Fb:Allowable 32.400 ksi Stress Ratio 0.000 Distance for Moment Calculation „m„ 0.200 in n 0.200 in X 0.000 inA2 Lambda 0.000 n' 0.000 in n'*Lambda 0.000 in L=max(m,n,n") 0.200 in Load Comb.:+1.20D+0.50L+0.50S Axial Load+Moment, Ecc. >L/6 and Ecc. <L/2 Loadinq Bearing Stresses Pu:Axial 13.160 k Fp:Allowable 3.315 ksi Mu:Moment 5.313 k-ft fu:Max.Bearing Pressure 0.103 ksi Eccentricity 4.844 in Stress Ratio 0.031 Al :Plate Area 256.000 inA2 Plate Bending Stresses A2:Support Area 3,969.000 inA2 Mmaxl =Fu*mA2/2 0.827 k-in on 1"strip; sgrt(A2/A1 ) 2.000 Mmax2=Fu*nA2/2 0.364 k-in on 1"strip; Mmax 0.827 k-in on 1"strip; Distance for Moment Calculation fb:Actual 3.923 ksi m 4.200 in „n„ Fb:Allowable 32.400 ksi 4.800 in Stress Ratio 0.121 Page 72 of 113 Waypoint Engineering Project Title: Dartmouth Crossing WAY P 0 I N T 700Suite Washington605 Street, Engineer: CD Project ID: 24118 Vancouver,1 WA 98660 Project Descr: Revision 3 ENGINEERING 60 635.66 Steel Base Plate Project File:24118-Gravity R3.ec6 LIC#:KW-06015354,Build:20.24.10.03 Waypoint Engineering,Inc. DESCRIPTION: R3- Base Plate Design (LL moment)(Loading from R3- Landing Column (LL(moment))c) c,LLC 1982-2024 Load Comb.:+1.20D+0.50L+0.70S+2.50E Axial Load+Moment, Ecc. >L/2 Loadinq Calculate plate moment from bolt tension... Pu:Axial 15.635 k Tension per Bolt 1.Mu:Moment 13.78090 k Eccentricity k-ft Tension:Allowable 19.900 k 10.576 in Stress Ratio 0.077 Al :Plate Area 256.000 inA2 A2:Support Area 3,969.000 inA2 Dist.from Bolt to Col.Edge 2.700 in sgrt(A2/A1 ) 2.000 Effective Bolt Width for Bending 10.800 in Plate Moment from Bolt Tension 0.770 k-in Calculate plate moment from bearing... max(m,n) 4.200 in Bearing Stresses "A":Bearing Length 0.706 in Fp:Allowable Mpl:Plate Moment 0.386 k-in 3p) ksi fu:Max.Bearing Pressure (set equal to Fp) Stress Ratio 1.000 Plate Bending Stresses Mmax 4.638 k-in on 1"strip; fb:Actual 21.987 ksi Fb:Allowable 32.400 ksi Stress Ratio 0.679 Load Comb.:+0.90D Axial Load Only, No Moment Loadinq Bearing Stresses Pu:Axial 5.248 k Fp:Allowable 3.315 ksi Design Plate Height 8.000 in fu:Max.Bearing Pressure 0.073 ksi Design Plate Width 8.000 in Stress Ratio 0.022 Will be different from entry if partial bearing used. Plate Bending Stresses Al :Plate Area 64.000 inA2 Mmax=Fu*LA2/2 A2:Support 0.0015 ksi on 1"strip; pp 3,969.000 inA2 fb:Actual sgrt(A2/A1 ) 2.400 ksi 2.000 Fb:Allowable 32.400 ksi Distance for Moment Calculation Stress Ratio 0.000 m" 0.200 in n 0.200 in X 0.000 inA2 Lambda 0.000 n 0.000 in n'*Lambda 0.000 in L=max(m,n,n") 0.200 in Load Comb.:+0.90D+2.50E Axial Load+Moment, Ecc. >L/2 Loadinq Calculate plate moment from bolt tension. .. Pu:Axial 7.298 k Tension per Bolt 6.050 k Mu:Moment 19.093 k-ft Tension:Allowable Eccentricity 31.394 in Stress Ratio 10.304 k Al :Plate Area A 0.304 256.000 in 2 A2:Support Area 3,969.000 inA2 Dist.from Bolt to Col.Edge 2.700 in sgrt(A2/A1 ) 2.000 Effective Bolt Width for Bending 10.800 in Plate Moment from Bolt Tension 3.025 k-in Calculate plate moment from bearing... max(m,n) 4.200 in Bearing Stresses "A":Bearing Length 0.731 in Fp:Allowable Mpl:Plate Moment 0.400 k-in F ) ksi fu:Max.Bearing Pressure (set equal to Fp Stress Ratio 1.000 Plate Bending Stresses Mmax 4.796 k-in on 1"strip; fb:Actual 22.739 ksi Fb:Allowable 32.400 ksi Stress Ratio 0.702 Page 73 of 113 Waypoint Engineering Project Title: Dartmouth Crossing WAY p , I N 700Suite Washington605 Street, EnPr ojg ectineer:ID: CD 24118 WA 98660 Project Descr: Revision 3 ENGINEERING 360.635.6611 General Footing Project File:24118-Gravity R3.ec6 LIC#:KW-06015354,Build:20.24.10.03 Waypoint Engineering,Inc. DESCRIPTION: R3- Stair Column Footing (LL moment) (c)ENERCALC,LLC 1982-2024 Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, SDPWS 2015 Load Combinations Used :ASCE 7-16 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 60.0 ksi Soil Density = 110.0 pcf Ec:Concrete Elastic Modulus = 3,122.0 ksi Increase Bearing By Footing Weight = No Concrete Density = 145.0 pcf p Soil Passive Resistance(for Sliding) = 250.0 pcf tP Values Flexure = 0.90 Soil/Concrete Friction Coeff. = 0.350 Shear = 0.750 footing Increases based onDepth Analysis Settings p Min Steel%Bending Reinf. = Footing base depth below soil surface = 1.0 ft Min Stew%Temp Reinf. = Allow press.increase per foot of depth = ksf 0.00180 when footing base is below = ft Min.Overturning 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 = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than Use Pedestal wt for stability,mom&shear No = ft Dimensions Width parallel to X-X Axis = 5.0 ft Length parallel to Z-Z Axis = 5.0 ft Z Footing Thickness = 12.0 in 8" Pedestal dimensions... X X 8.0 in � px:parallel to X-X Axis = F , _ i - pz:parallel to Z-Z Axis 8.0 in Height 0.50 in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing 2'-6" m 5`z0" w Bars parallel to X-X Axis Number of Bars = 7.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 7.0 Reinforcing Bar Size = # 4 7-#4Bars 7-#4Bars Bandwidth Distribution Check (ACI 15.4.4.2) -- - Direction Requiring Closer Separation X-X Section Looking to+Z Z Z Section Looking to+X 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 = 5.831 10.202 2.124 0 820 k OB:Overburden = ksf M-xx = 10.625 7.637 k-ft M-zz = 10.650 7.637 k-ft V-x = V-z = 6.120 k 6.120 k Page 74 of 113 Waypoint Engineering Project Title: Dartmouth Crossing f`� 700 Washington Street, Engineer: CD �'+1 , P •:� I N T Suite 605 Project ID: 24118 Vancouver,WA98660 Project Descr: Revision 3 ENGINEERING 60.635.66 General Footing Project File:24118-Gravity R3.ec6 LIC#:KW-06015354,Build:20.24.10.03 Waypoint Engineering,Inc. (c)ENERCALC,LLC 1982-2024 DESCRIPTION: R3 - Stair Column Footing (LL moment) DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.7470 Soil Bearing 1.494 ksf 2.0 ksf +D+0.750L+0.750S+0.5250E about Z-2 PASS 1.592 Overturning-X-X 9.808 k-ft 15.619 k-ft +0.60D+0.70E PASS 1.592 Overturning-Z-Z 9.808 k-ft 15.619 k-ft +0.60D+0.70E PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.6481 Z Flexure(+X) 7.125 k-ft/ft 10.994 k-ft/ft +1.20D+L+0.20S+2.50E PASS 0.09829 Z Flexure(-X) 1.081 k-ft/ft 10.994 k-ft/ft +1.20D+L+1.60S PASS 0.6476 X Flexure(+Z) 7.120 k-ft/ft 10.994 k-ft/ft +1.20D+L+020S+2.50E PASS 0.09847 X Flexure(-Z) 1.083 k-ft/ft 10.994 k-ft/ft +1.20D+L+1.60S PASS 0.4878 1-way Shear(+X) 40.073 psi 82.158 psi +1.20D+L+0.20S+2.50E PASS 0.07192 1-way Shear(-X) 5.909 psi 82.158 psi +1.20D+L+1.60S PASS 0.4874 1-way Shear(+Z) 40.046 psi 82.158 psi +1.20D+L+0.205+2.50E PASS 0.07206 1-way Shear(-Z) 5.920 psi 82.158 psi +1.20D+L+1.60S PASS 0.2235 2-way Punching 36.717 psi 164.317 psi +1.20D+1.60L+0.50S Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,D Only 2.0 n/a 0.0 0.3782 0.3782 n/a n/a 0.189 X-X,+D+L 2.0 n/a 6.486 0.2814 1.291 n/a n/a 0.646 X-X,+D+S 2.0 n/a 0.0 0.4632 0.4632 n/a n/a 0.232 X-X,+D+0.750L 2.0 n/a 5.590 0.3056 1.063 n/a n/a 0.532 X-X,+D+0.750L+0.750S 2.0 n/a 5.114 0.3693 1.127 n/a n/a 0.564 X-X,+0.60D 2.0 n/a 0.0 0.2269 0.2269 n/a n/a 0.114 X-X,+D+0.70E 2.0 n/a 11.735 0.0 0.8738 n/a n/a 0.437 X-X,+D+0.750L+0.750S+0.5250E 2.0 n/a 9.613 0.03699 1.493 n/a n/a 0.747 X-X,+0.60D+0.70E 2.0 n/a 18.839 0.0 0.8876 n/a n/a 0.444 Z-Z,D Only 2.0 0.0 n/a n/a n/a 0.3782 0.3782 0.189 Z-Z,+D+L 2.0 6.501 n/a n/a n/a 0.2802 1.292 0.646 Z-Z,+D+S 2.0 0.0 n/a n/a n/a 0.4632 0.4632 0.232 Z-Z,+D+0.750L 2.0 5.603 n/a n/a n/a 0.3047 1.064 0.532 Z-Z,+D+0.750L+0.750S 2.0 5.126 n/a n/a n/a 0.3685 1.128 0.564 Z-Z,+0.60D 2.0 0.0 n/a n/a n/a 0.2269 0.2269 0.114 Z-Z,+D+0.70E 2.0 11.735 n/a n/a n/a 0.0 0.8738 0.437 Z-Z,+D+0.750L+0.750S+0.5250E 2.0 9.624 n/a n/a n/a 0.03610 1.494 0.747 Z-Z,+0.60D+0.70E 2.0 18.839 n/a n/a n/a 0.0 0.8876 0.444 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,D Only None 0.0 k-ft Infinity OK X-X,+D+L 10.625 k-ft 49.145 k-ft 4.625 OK X-X,+D+S None 0.0 k-ft Infinity OK X-X,+D+0.750L 7.969 k-ft 42.769 k-ft 5.367 OK X-X,+D+0.750L+0.7505 7.969 k-ft 46.751 k-ft 5.867 OK X-X,+0.60D None 0.0 k-ft Infinity OK X-X,+D+0.70E 9.808 k-ft 25.075 k-ft 2.556 OK X-X,+D+0.750L+0.750S+0.5250E 15.325 k-ft 47.828 k-ft 3.121 OK X-X,+0.60D+0.70E 9.808 k-ft 15.619 k-ft 1.592 OK Z-Z,D Only None 0.0 k-ft Infinity OK Z-Z,+D+L 10.650 k-ft 49.145 k-ft 4.615 OK Z-Z,+D+S None 0.0 k-ft Infinity OK Z-Z,+D+0.750L 7.988 k-ft 42.769 k-ft 5.354 OK Z-Z,+D+0.750L+0.750S 7.988 k-ft 46.751 k-ft 5.853 OK Page 75 of 113 Waypoint Engineering Project Title: Dartmouth Crossing AY 4�.1 ' N 1-700 Washington Street, Engineer: CD 1Suite 605 Project ID: 24118 Vancouver,WA 98660 Project Descr: Revision 3 ENGINEERING 60.635.66 General Footing Project File:24118-Gravity R3.ec6 LIC#:KW-06015354,BuiId:20.24.10.03 Waypoint DESCRIPTION: R3-Stair Column Footing (LL moment)ngineering,Inc. (c)ENERCALC,LLC 1982-2024 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Z-Z,+0.60D None Z-Z,+D+0.70E 0.0 k-ft Infinity OK Z-Z,+D+0.750L+0.750S+0.5250E 9.808 k-ft 25.075 k-ft 2.556 OK Z-Z,+ 0D+0.70E 15.344 k-ft 47.828 k-ft 3.117 OK Footing Flexure 9.808 k-ft 15.619 k-ft 1.592 OK Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Flexure Axis&Load Combination k-ft Surface inA2 inA2 inA2 k-ft Status X-X,+1.40D 0.7664 +Z Bottom 0.2592 ACI 7.6.1.1 X-X,+1.40D 0.7664 -Z Bottom 0.2592 ACI 7.6.1.1 0.280 10.994 OK X-X,+1.20D+1.60L 3.551 +Z Bottom 10.994 OK X-X,+1.20D+1.60L 0.2592 ACI 7.6.1.1 0.280 10.994 OK 0.8275 -Z Bottom 0.2592 AC!7.6.1.1 0.280 10.994 OK X-X,+1.20D+1.60L+0.50S 3.651 +Z Bottom X-X,+1.20D+1.60L+0.50S 0.9272 0.2592 ACI 7.6.1.1 0.280 10.994 OK -Z Bottom 0.2592 AC17.6.1.1 0.280 X-X,+1.20D+L 2.466 +Z Bottom 10.994 OK X-X,+1.20D+L 0.2592 ACI 7.6.1.1 0.280 10.994 OK 0.7636 -Z Bottom 0.2592 ACI 7.6.1.1 0.280 Bottom 10.994 OK X-X,+1.20D 0.6569 +Z X-X,+1.20D0.2592 ACI 7.6.1.1 0.280 10.994 OK 0.6569 -Z Bottom 0.2592 ACI7.6.1.1 0.280 10.994 OK X-X,+1.20D+L+1.6oS 2.785 +Z Bottom X-X,+1.20D+L+1.60S 1.083 0.2592 ACI 7.6.1.1 0.280 10.994 OK -Z Bottom 0.2592 AC!7.6.1.1 0.280 10.994 OK X-X,+1.20D+1.6oS 0.9760 +Z Bottom X-X,+1.20D+1.6oS 0.9760 -Z Bottom 0.2592 ACI 7.6.1.1 0.280.1 0.280 10.994 OK X-X,+1.20D+L+0.505 2.566 +Z Bottom 0.2592 ACI 7.6.1.1 10.994 OK X-X,+1.20D+L+0.50S 0.8633 -Z Bottom0.280 10.994 OK X-X,+0.90D0.2592 ACI 7.6.1.1 0.280 10.994 OK 0.4927 +Z Bottom 0.2592 ACI 7.6.1.1 0.280 X-X,+0.90D 0.4927 -Z Bottom 0.2592 ACI 7.6.1.1 10.994 OK X-X,+1.20D+L+0.205+2.50E 7.120 +Z Bottom 0.280 10.994 OK X-X,+1.20D+L+0.20S+2.50E 0.4084 -Z 0.2592 ACI 7.6.1.1 0.280 10.994 OK Top 0.2592 ACI 7.6.1.1 0.280 X-X,+0.90D+2,50E 0.3063 +Z Top10.994 OK X-X,+0.90D+2.50E 0.3063 -Z Top 0.2592 ACI 7.6.1.1 0.280 10.994 OK Z-Z,+O,9 0.7664 P 0.2592 ACI 7.6.1.1 0.280 10.994 OK Z-Z,+1.40D -X Bottom 0.2592 ACI 7.6.1.1 0.280 10.994 0.7664 +X Bottom 0.2592 ACI 7.6.1.1 0.280 OK Z-Z,+1.20D+1.60L 0.8243 -X Bottom 10.994 OK Z-Z,+1.20D+1.60L 0.2592 ACI 7.6.1.1 0.280 10.994 OK 3.554 +X Bottom 0.2592 ACI 7.6.1.1 0.280 10.994 OK Z-Z,+1.20D+1.60L+0.50S 0.9240 -X Bottom Z-Z,+1.20D+1.60L+0.50S 3.654 +X0.2592 ACI 7.6.1.1 0.280 10.994 OK Z-Z,+1.20D+L Bottom 0.2592 ACI 7.6.1.1 0.280 10.994 0.7616 -X Bottom 0.2592 ACI7.6.1.1 OK Z-Z,+1.20D+L 2.468 +X Bottom 0.280 10.994 OK Z-Z,+1.20D 0.2592 ACI 7.6.1.1 0.280 10.994 OK 0.6569 -X Bottom 0.2592 AC!7.6.1.1 0.280 10.994 OK Z-Z,+1.20D 0.6569 +X Bottom Z-Z,+1.20D+L+1.60S 1.081 0.2592 ACI 7.6.1.1 0.280 10.994 OK -X Bottom 0.2592 ACI 7.6.1.1 0.280 Z-Z,+1.20D+L+1.605 2.787 +X Bottom 10.994 OK Z-Z,+1.20D+1.60s 0.9760 -X Bottom 0.2592 ACI 7.6.1.1 0.280 10.994 OK Z-Z,+1.20D+1.60S 0.2592 ACI 7.6.1.1 0.280 10.994 OK 0.9760 +X Bottom 0.2592 ACI 7.6.1.1 0.280 10.994 OK Z-Z,+1.20D+L+0.505 0.8613 -X Bottom Z-Z,+1.20D+L+O.SOS 2.568 0.2592 ACI 7.6.1.1 0.280 10.994 OK +X Bottom 0.2592 ACI 7.6.1.1 0.280 Z-Z,+0.90D 0.4927 -X Bottom 0.2592 ACI 7.6.1.1 10.994 OK Z-Z,+0.90D 0.4927 +XBottom 0.280 10.994 OK Z-Z,+1.20D+L+0.20S+2.50E 0.4084 -X0.2592 ACI 7.6.1.1 0.280 10.994 OK Top 0.2592 ACI 7.6.1.1 0.280 10.994 OK Z-Z,+1.20D+L+0.20S+2.50E 7.125 +X Bottom Z-Z,+0.90D+2.50E 0.3063 0.2592 ACI 7.6.1.1 0.280 10.994 OK -X Top 0.2592 AC!7.6.1.1 0.280 Z-Z,+0.90D+2.50E 10.994 OK One Way Shear X 0.3063 +X Top 0.2592 ACI 7.6.1.1 0.280 10.994 OK Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn+1.40D Vu/Phi*Vn Status +1.20D+1.60L 4.23 psi 4.23 psi 4.23 psi 82.16 psi 0.05 OK +1.20D+1.60L+0.50S 4.46 psi 19.73 psi 19.73 psi 82.16 psi 0.24 OK +1.2D+L 5.01 psi 20.28 psi 20.28 psi 82.16 psi 0.25 OK +1.20D 4.15 psi 13.69 psi 13.69 psi 82.16 psi 0.17 OK +1.20D+L+1.60S 3.63 psi 3.63 psi 3.63 psi 82.16 psi 0.04 OK +1.20D+1.60S 5.91 psi 15.45 psi 15.45 psi 82.16 psi 0.19 OK 5.39 psi 5.39 psi 5.39 psi 82.16 psi 0.07 OK Page 76 of 113 Waypoint Engineering Project Title: Dartmouth Crossing - AY P _0 1700 Washington Street, Engineer: CD Suite 605 Project ID: 24118 ENGINEERING 60.635.66 WA 98660 Project Descr: Revision 3 General Footing Project File:24118-Gravity R3.ec6 LIC#:KW-06015354,Build:20.24.10.03 Waypoint Engineering,Inc. (c)ENERCALC,LLC 1982-2024 DESCRIPTION: R3-Stair Column Footing (LL moment) One Way Shear X Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu/Phi*Vn Status +1.20D+L+0.50S 4.70 psi 14.24 psi 14.24 psi 82.16 psi 0.17 OK +0.90D 2.72 psi 2.72 psi 2.72 psi 82.16 psi 0.03 OK +1.20D+L+0.20S+2.50E 2.26 psi 40.07 psi 40.07 psi 82.16 psi 0.49 OK +0.90D+2.50E 1.69 psi 1.69 psi 1.69 psi 82.16 psi 0.02 OK One Way Shear Z Load Combination... Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi*Vn Status +1.40D 4.23 psi 4.23 psi 4.23 psi 82.16 psi 0.05 OK +1.20D+1.60L 4.48 psi 19.71 psi 19.73 psi 82.16 psi 0.24 OK +1.20D+1.60L+0.50S 5.03 psi 20.26 psi 20.28 psi 82.16 psi 0.25 OK +1.20D+L 4.16 psi 13.68 psi 13.69 psi 82.16 psi 0.17 OK +1.20D 3.63 psi 3.63 psi 3.63 psi 82.16 psi 0.04 OK +1.20D+L+1.605 5.92 psi 15.44 psi 15.45 psi 82.16 psi 0.19 OK +1.20D+1.605 5.39 psi 5.39 psi 5.39 psi 82.16 psi 0.07 OK +1.20D+L+0.50S 4.71 psi 14.23 psi 14.24 psi 82.16 psi 0.17 OK +0.90D 2.72 psi 2.72 psi 2.72 psi 82.16 psi 0.03 OK +1.20D+L+0.205+2.50E 2.26 psi 40.05 psi 40.07 psi 82.16 psi 0.49 OK +0.90D+2.50E 1.69 psi 1.69 psi 1.69 psi 82.16 psi 0.02 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status +1.40D 12.29 psi 164.32psi 0.07481 OK +1.20D+1.60L 35.12 psi 164.32psi 0.2137 OK +1.20D+1.60L+0.505 36.72 psi 164.32psi 0.2235 OK +1.20D+L 25.90 psi 164.32psi 0.1576 OK +1.20D 10.54 psi 164.32psi 0.06413 OK +1.20D+L+1.60S 31.02 psi 164.32psi 0.1888 OK +1.20D+1.60S 15.66 psi 164.32psi 0.09527 OK +1.20D+L+0.505 27.50 psi 164.32psi 0.1674 OK +0.90D 7.90 psi 164.32psi 0.04809 OK +1.20D+L+0.20S+2.50E 32.70 psi 164.32psi 0.199 OK +0.90D+2.50E 4.91 psi 164.32psi 0.0299 OK Page 77 of 113 W, 'Sy4r p Waypoint Engineering Project Title: Dartmouth Crossing 0N 700Suite Washington605 Street, Engineer: CD Project ID: 24118 Vancouver,WA 98660 Project Descr: Revision 3 ENGINEERING 360.635.6611 Steel Column Project File:24118-Gravity R3.ec6 LIC#:KW-06015354,BuiId:20.24.10.03 Waypoint LL)Engineering,Inc. (c)ENERCALC,LLC 1982-2024 DESCRIPTION: R3- Landing Column (Unbalanced Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, SDPWS 2015 Load Combinations Used :ASCE 7-16 General Information Steel Section Name : HSS8x8x1/4 Analysis Method: Load Resistance Factor Overall Column Height 4.0 ft Top&Steel Stress Grade ,A500,Grade C, Fy=50 ksi, Carbon Steel Brace cBottom ndition: Top Free,Bottom Fixed Fy:Steel Yield 50.0 ksi Unbraced Length for buckling ABOUT X-X Axis=4.0 ft,K=2.1 E:Elastic Bending Modulus 19,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis=4.0 ft,K=2.1 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included : 103.168 lbs*Dead Load Factor AXIAL LOADS . . Landing Beam:Axial Load at 4.0 ft, Xecc=4.0 in, D=2.881, L=21.062, S= 1.065, E=0.6070 k Landing Beam:Axial Load at 4.0 ft,Xecc=-4.0 in, D=2.865, L=-15.961, S= 1.059, E=0.6030 k BENDING LOADS . . . Landing Beam: Unbalenced LL: Moment acting about X-X axis at 4.0 ft, L= 10.650 k-ft Landing Beam: Unbalanced LL: Moment acting about Y-Y axis at 4.0 ft, L= 10.650 k-ft Stair-Landing Support Column Seismic(Fp): Lat. Point Load at 4.0 ft creating Mx-x, E= 1.820 k Attachment-Landing Support Column (Fp): Lat. Point Load at 0.0830 ft creating Mx-x, E=4.30 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = o.3as7 Load Combination : 1 Maximum Load Reactions.. +1.20D+1.60L+0.50S Top along X-X 0.0 k Location of max.above base 0.0 ft At maximum location values are... Bottom along X-X 0.0 k Top along Y-Y 0.0 k Pu 16.243 k 0.9*Pn Bottom along Y-Y 6.120 k 270.088 k Maximum Load Deflections... Mu-x 17.040 k-ft Along Y-Y -0.1089 in at 4.0ft above base 0.9*Mn-x: 62.394 k-ft for load combination:+D+L Mu-y -2.713 k-ft 0.9*Mn-y: 62.394 k-ft Along X-X 0.01734 in at 4.0ft above base PASS Maximum Shear Stress Rati for load combination:+D+L 0.1999 : 1 Load Combination +1.20D+L+0.20s+2.50E Location of max.above base 0.0 ft At maximum location values are... Vu:Applied 15.30 k Vn"Phi:Allowable 76.551 k Load Combination Results Maximum Axial+Bending Stress Ratios Load Combination Stress Ratio Status Location Cbx Cby KyLy/Ry KxLx/Rx K L Maximum Shear Ratios Y Stress Ratio Status Location +1.40D 0.015 PASS 0.00 ft 1.09 1.00 32.00 32.00 0.000 PASS 0.00 ft +1.20D+1.60L 0.345 PASS 0.00 ft 1.09 1.00 32.00 32.00 0.000 PASS 0.00 ft +1.20D+1.60L+0.50S 0.347 PASS 0.00 ft 1.09 1.00 32.00 32.00 0.000 PASS 0.00 ft +1.20D+L 0.220 PASS 0.00 ft 1.09 1.00 32.00 32.00 0.000 PASS 0.00 ft +1.20D 0.013 PASS 0.00 ft 1.09 1.00 32.00 32.00 0.000 PASS 0.00 ft +1.20D+L+1.605 0.227 PASS 0.00 ft 1.09 1.00 32.00 32.00 0.000 PASS 0.00 ft +1.20D+1.605 0.019 PASS 0.00 ft 1.09 1.00 32.00 32.00 0.000 PASS 0.00 ft +1.20D+L+0.50S 0.222 PASS 0.00 ft 1.09 1.00 32.00 32.00 0.000 PASS 0.00 ft +0.90D 0.010 PASS 0.00 ft 1.09 1.00 32.00 32.00 0.000 PASS 0.00 ft +1.20D+L+0.205+2.50E 0.227 PASS 4.00 ft 1.09 1.00 32.00 32.00 0.200 PASS 0.00 ft +0.90D+2.50E 0.321 PASS 0.00 ft 1.09 1.00 32.00 32.00 0.200 PASS 0.00 ft Page 78 of 113 Waypoint Engineering Project Title: Dartmouth Crossing AY P L:s I N T 700 Washington Street, Engineer: CD Suite 605 Project ID: 24118 WA 98660 Project Descr: Revision 3 ENGINEERING 60.635.66 Steel Column Project File:24118-Gravity R3.ec6 LIC#:KW-06015354,Build:20.24.10.03 Waypoint Engineering,Inc. DESCRIPTION: R3- Landing Column (Unbalanced LL) (c)ENERCALC,LLC 1982-2024 Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top ©Base @ Top @ Base @ Top @ Base °C Top D Only 5.849 -0.005 +D+L 10.950 +D+S 10.650 -1.696 7.973 -0.007 +D+0.750L 9.675 7.988 -1.274 +D+0.750L+0.750S 11.268 7.988 +0.60D 3.510 -1.003 +D+0.70E -0. 03 6.696 4.284 -5.346 -0.006 +D+0.750L+0.750S+0.5250E 11.903 3.213 3.978 +0.60D+0.70E - 4.357 4.284 -5.346 -0.004 .004 L Only 5.101 10.650 -1.691 S Only 2.124 -0.002 E Only 1.210 6.120 -7.637 -0.001 Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 11.903 3.213 3.978 -1.276 Minimum 1.210 6.120 -7.637 -0.001 Reaction, X-X Axis Base Maximum 5.849 -0.005 Minimum 5.849 -0.005 Reaction, Y-Y Axis Base Maximum 1.210 6.120 -7.637 -0.001 Minimum 5.849 -0.005 Reaction, X-X Axis Top Maximum 5.849 -0.005 Minimum 5.849 -0.005 Reaction, Y-Y Axis Top Maximum 5.849 -0.005 Minimum 5.849 -0.005 Moment, X-X Axis Base Maximum 10.950 10.650 10.650 -1.696 Minimum 1.210 -7.637 6.120 -7.637 -0.001 Moment, Y-Y Axis Base Maximum 1.210 6.120 -0.001 Minimum 10.950 -1.696 Moment, X-X Axis Top Maximum 5.849 -0.005 Minimum 5.849 -0.005 Moment, Y-Y Axis Top Maximum 5.849 -0.005 Minimum 5.849 -0.005 Maximum Deflections for Load Combinations Load Combination Max.Deflection in X dir Distance Max.Deflection in Y dir Distance D Only 0.0001 in 4.000 ft 0.000 in 0.000 ft +D+L 0.0173 in 4.000 ft -0.109 in 4.000 ft +D+S 0.0001 in 4.000 ft 0.000 in 0.000 ft +D+0.750L 0.0130 in 4.000 ft -0.082 in 4.000 ft +D+0.750L+0.750S 0.0130 in 4.000 ft -0.082 in 4.000 ft +0.60D 0.0000 in 4.000 ft 0.000 in 0.000 ft +D+0.70E 0.0001 in 4.000 ft 0.035 in 4.000 ft +D+0.750L+0.750S+0.5250E 0.0130 in 4.000 ft -0.056 in 4.000 ft +0.60D+0.70E 0.0000 in 4.000 ft 0.035 in 4.000 ft L Only 0.0173 in 4.000 ft -0.109 in 4.000 ft S Only 0.0000 in 4.000 ft 0.000 in 0.000 ft E Only 0.0000 in 3.973 ft 0.049 in 3.973 ft Steel Section Properties : HSS8x8x1/4 Steel Section Properties : HSS8x8x1/4 Page 79 of 113 Waypoint Engineering Project Title: Dartmouth Crossing `� 700 Washington Street, Engineer: CD is, AY �Tj i N T Suite 605 Project ID: 24118 Vancouver, WA 98660 ENGINEERING 60.635.66 Project Descr: Revision 3 Steel Column Project File:24118-Gravity R3.ec6 LIC#:KW-06015354,Build:20.24.10.03 Waypoint Engineering,Inc. DESCRIPTION: R3- Landing Column (Unbalanced LL) (c)ENERCALC,LLC 1982-2024 Depth = 8.000 in I xx = 70.70 in/4 Design Thick = 0.233 in S xx = ^ J = 111.000 inA4 17.70 inA3 Width = 8.000 in R xx = 3.150 in Wall Thick = 0.250 in Zx =— 20.500 inA3 Area = 7.100 inA2 I yy = 70.700 inA4 C = 28.100 inA3 Weight = 25.792 plf S ^ yy = 17.700 in 3 R yy = 3.150 in Ycg = 0.000 in Sketches +Y illiall C tvk 5 • Load 2 L1ad 1cci os10 raft I i 1 8.00in Page 80 of 113 Waypoint Engineering Project Title: Dartmouth Crossing C� 700 Washington Street, Engineer: CD Ay P �� I N T Suite 605 Project ID: 24118 ENGINEERING 360 635.66 WA 98660 Project Descr: Revision 3 Steel Base Plate Project File:24118-Gravity R3.ec6 LIC#:KW-06015354,Build:20.24.10.03 Waypoint Engineering,Inc. (c)ENERCALC,LLC 1982-2024 DESCRIPTION: R3- Base Plate Design (Unbalanced LL) (Loading from R3- Landing Column (Unbalanced LL)) Code Reference. Calculations per AISC Design Guide#1,IBC 2018,CBC 2019,SDPWS 2015,AISC 360-16 Load Combination Set:IBC 2018 General Information Material Properties AISC Design Method Load Resistance Factor Design co c :LRFD Resistance Factor 0.65 Steel Plate Fy = 36 ksi Concrete Support f'c = 3.0 ksi Assumed Bearing Area Bearing Area=P/Fp Nominal Bearing Fp per J8 5.10 ksi Column &Plate Column Properties 1'-4" Steel Section HSS8x8x1/4 Z Depth 8 in Area 7.1 inA2 -- -- — W idth 8 in Ixx inA4 Flange Thickness 0.233 in lyy inA4 Web Thicknes in Plate Dimensions Support Dimensions N:Length 16.0 in Width along"X" 63.0 in B:Width 16.0 in Length along"Z' 63.0 in N X *:1'w III Thickness 1.125 in Column assumed welded to base plate. i 5'-3" Applied Loads P-Y V-Z M-X f +Pv9X D:Dead Load 5.849 k k k-ft +X tX L:Live 5.101 k k 10.650 k-ft Lr:Roof Live k k k-ft S:Snow 2.124 k k k-ft +11 ftl 1 I 4 W :Wind k k k-ft `�E:Earthquake 1.210 k 6.120 k 7.637 k-ft `H:Lateral Earth k k k-ft +Z +ZN's7 "P"=Gravity load,"+"sign is downward" Moments create higher soil pressure at+Z edg( "+" Shears push plate towards+Z edge. Anchor Bolts Anchor Bolt or Rod Description 3/4" lEdge Otsta-sce Max of Tension or Pullout Capacity 19.90 k .` Shear Capacity 11.90 k Edge distance:bolt to plate 1.50 in ,----- Number of Bolts in each Row 2.0 Number of Bolt Rows 1.0 . . Page 81 of 113 Waypoint Engineering �,, Project Title: Dartmouth Crossing / 700 Washington Street, En Ineer: CD AY P �a I N T Suite 605 Project ID: 24118 Vancouver,WA 98660 Project Descr: Revision 3 ENGINEERING 360.635.6611 Steel Base Plate Project File:24118-Gravity R3.ec6 LIC#:KW-06015354,Build:20.24.10.03 Waypoint Engineering,Inc. (c)ENERCALC,LLC 1982-2024 DESCRIPTION: R3-Base Plate Design (Unbalanced LL) (Loading from R3- Landing Column (Unbalanced LL)) GOVERNING DESIGN LOAD CASE SUMMARY Mu:Max.Moment 5.348 k-in Plate Design Summary fb:Max.Bending Stress 25.353 ksi Design Method Load Resistance Factor Design Fb:Allowable: Fy* 32.400 ksi Governing Load Combinatic +1.20D+1.60L Governing Load Case Type Axial+Moment,U2<Eccentricity,Tension Bending Stress Ratic 0.783 Governing STRESS RATIC 1.0 Bending Stress OK Design Plate Size 1'-4"x V-4"x 1-1/8" fu:Max.Plate Bearing Stress.... 3.315 ksi Pu:Axial 15.1804 k Fp:Allowable: 3.315 ksi Mu:Moment 17.04 k-ft Bearing Stress Ratio 1.000 Bearing Stress OK Tension in each Bolt 5.785 Allowable Bolt Tension 19.900 Tension Stress Ratic 0.291 Tension Stress OK Load Comb.:+1.40D Axial Load Only, No Moment Loading Bearing Stresses Pu:Axial 8.189 k Fp:Allowable 3.315 ksi Design Plate Height 8.000 in fu:Max.Bearing Pressure 0.113 ksi Design Plate Width 8.000 in Stress Ratio 0.034 Will be different from entry if partial bearing used. Plate Bending Stresses Al :Plate Area 64.000 in^2 Mmax=Fu*LA2/2 0.002 k-in on 1"strip; A2:Support Area 3,969.000 inn2 fb:Actual 0.007 ksi sort(A2/A1 ) 2.000 Fb:Allowable 32.400 ksi Stress Ratio 0.000 Distance for Moment Calculation m° 0.200 in n" 0.200 in X 0.000 in^2 Lambda 0.000 n' 0.000 in n'*Lambda 0.000 in L=max(m,n,n") 0.200 in Load Comb.:+1.20D+1.60L Axial Load+Moment, Ecc. >L/2 Loading Calculate plate moment from bolt tension... Pu:Axial 15.180 k Tension per Bolt 3.060 k Mu:Moment 17.040 k-ft Tension:Allowable 19.900 k Eccentricity 13.470 in Stress Ratio 0.154 Al :Plate Area 256.000 in^2 A2:Support Area 3,969.000 in^2 Dist.from Bolt to Col.Edge 2.700 in sgrt(A2/A1 ) 2.000 Effective Bolt Width for Bending 10.800 in Plate Moment from Bolt Tension 1.530 k-in Calculate plate moment from bearing... max(m,n) 4.200 in Bearing Stresses "A":Bearing Length 0.803 in Fp:Allowable 3.315 ksi Mpl:Plate Moment 0.436 k-in fu:Max.Bearing Pressure (set equal to Fp) Stress Ratio 1.000 Plate Bending Stresses Mmax 5.235 k-in on 1"strip; fb:Actual 24.817 ksi Fb:Allowable 32.400 ksi Stress Ratio 0.766 Page 82 of 113 YWaypoint Engineering Project Title: Dartmouth Crossing ■ ,Rti I N T 700 Washington Street, Engineer: CD f' t,j Suite Project ID: 24118 ENGINEERING 360.635.6611 A 98660 Project Descr: Revision 3 Steel Base Plate Project File:24118-Gravity R3.ec6 LIC#:KW-06015354,Build:20.24.10.03 Waypoint Engineering,Inc. (c)ENERCALC,LLC 1982-2024 DESCRIPTION: R3 - Base Plate Design (Unbalanced LL) (Loading from R3- Landing Column (Unbalanced LL)) Load Comb.:+1.20D+1.60L+0.50S Axial Load+Moment, Ecc. >L/2 Loading Calculate plate moment from bolt tension... Pu:Axial 16.242 k Tension per Bolt 2.776 k Mu:Moment 17.040 k-ft Tension:Allowable 19.900 k Eccentricity 12.589 in Stress Ratio 0.140 Al :Plate Area 256.000 inA2 A2:Support Area 3,969.000 inA2 Dist.from Bolt to Col.Edge 2.700 in sqrt(A2/A1 ) 2.000 Effective Bolt Width for Bending 10.800 in Plate Moment from Bolt Tension 1.388 k-in Calculate plate moment from bearing... max(m,n) 4.200 in Bearing Stresses "A":Bearing Length 0.822 in Fp:Allowable 3.315 ksi Mpl:Plate Moment 0.446 k-in fu:Max.Bearing Pressure (set equal to Fp) Stress Ratio 1.000 Plate Bending Stresses Mmax 5.348 k-in on 1"strip; fb:Actual 25.353 ksi Fb:Allowable 32.400 ksi Stress Ratio 0.783 Load Comb. :+1.20D+0.50L Axial Load+Moment, Ecc. >L/6 and Ecc. <L/2 Loading Bearing Stresses Pu:Axial 9.569 k Fp:Allowable 3.315 ksi Mu:Moment 5.325 k-ft fu:Max.Bearing Pressure 0.075 ksi Eccentricity 6.678 in Stress Ratio 0.023 Al :Plate Area 256.000 inA2 Plate Bending Stresses A2:Support Area 3,969.000 inA2 Mmaxl =Fu*mA2/2 0.602 k-in on 1"strip; sqrt(A2/A1 ) 2.000 Mmax2=Fu*nA2/2 0.265 k-in on 1"strip; Mmax 0.602 k-in on 1"strip; Distance for Moment Calculation fb:Actual 2.852 ksi m 4.200 in Fb:Allowable 32.400 ksi "n 4.800 in Stress Ratio 0.088 Load Comb.:+1.20D Axial Load Only, No Moment Loading Bearing Stresses Pu:Axial 7.019 k Fp:Allowable 3.315 ksi Design Plate Height 8.000 in fu:Max.Bearing Pressure 0.097 ksi Design Plate Width 8.000 in Stress Ratio 0.029 Will be different from entry if partial bearing used. Plate Bending Stresses Al :Plate Area 64.000 inA2 Mmax=Fu*LA2/2 0.002 k-in on 1"strip; A2:Support Area 3,969.000 inA2 fb:Actual 0.006 ksi sqrt(A2/A1 ) 2.000 Fb:Allowable 32.400 ksi Stress Ratio 0.000 Distance for Moment Calculation m 0.200 in n 0.200 in X 0.000 inA2 Lambda 0.000 n' 0.000 in n'*Lambda 0.000 in L=max(m,n,n") 0.200 in Page 83 of 113 AY ID \ Waypoint Engineering Project Title: Dartmouth Crossing W (,"1 I N T 700Suite Washington605 P Street, Engineer: CD Project ID: 24118 Vancouver,1 WA 98660 Project Descr: Revision 3 ENGINEERING 60.635.66 Steel Base Plate Project File:24118-Gravity R3.ec6 LIC#:KW-06015354,BuiId:20.24.10.03 Waypoint Engineering,Inc. (c)ENERCALC,LLC 1982-2024 DESCRIPTION: R3- Base Plate Design (Unbalanced LL) (Loading from R3- Landing Column (Unbalanced LL)) Load Comb.:+1.20D+0.50L+1.60S Axial Load+Moment, Ecc. >L/6 and Ecc. <L/2 Loading Bearing Stresses Pu:Axial 12.968 k Mu:Moment Fp:Allowable 3.315 ksi 5.325 k-ft fu:Max.Bearing Pressure 0.101 ksi Eccentricity 4.928 in Stress Ratio Al :Plate Area 256.000 inA2 0.031 Plate Bending Stresses A2:Support Area 3,969.000 inA2 Mmaxl =Fu*mA2/2 sqrt(A2/A1 ) 0.815 k-in on 1"strip; 2.000 Mmax2=Fu*nA2/2 0.359 k-in on 1"strip; Distance for Moment Calculation Mmax 0.815 k-in on 1"strip; fb:Actual 3.865 ksi "m 4.200 in Fb:Allowable "n 4.800 in 32.400ksi Stress Ratio 0.11 119 Load Comb.:+1.20D+1.60S Axial Load Only, No Moment Loading Bearing Stresses Pu:Axial 10.417 k Design Plate Height 8.000 in Fp Allowable 3. ksi fu:Max.Bearing Pressure 0.144 Design Plate Width 8.000ksi in Stress Ratio 0.043 Will be different from entry if partial bearing used. Al :Plate Area Plate Bending Stresses 64.000 inA2 Mmax=Fu*LA2/2 0.009 ksi on 1"strip; A2:Support Area 3,969.000 inA2 fb:Actual 0.009 ksi sqrt(A2/A1 ) 2.000 Fb:Allowable 32.400 ksi Distance for Moment Calculation Stress Ratio 0.000 "m" 0.200 in n 0.200 in X 0.000 inA2 Lambda 0.000 n 0.000 in n'*Lambda 0.000 in L=max(m,n,n") 0.200 in Load Comb.:+1.20D+0.50L+0.50S Axial Load+Moment, Ecc. >L/6 and Ecc. <L/2 Loading Bearing Stresses Pu:Axial 10.631 k Mu:Moment Fp:Allowable 3.315 ksi 5.325 k-ft fu:Max.BearingPressure Eccentricity 6.011 in Stress Ratio 0.025 ksi Al :Plate Area 256.000 inA2 0.025 Plate Bending Stresses A2:Support Area 3,969.000 inA2 Mmaxl =Fu*mA2/2 sqrt(A2/A1 ) 0.668 k-in on 1"strip; 2.000 Mmax2=Fu*nA2/2 0.294 k-in on 1"strip; Distance for Moment Calculation Mmax 0.668 k-in on 1"strip; "m , fb:Actual 3.169 ksi 4.200 in Fb:Allowable 32.400 ksi "n 4.800 in Stress Ratio 0.098 Page 84 of 113 AYNWaypoint Engineering Project Title: Dartmouth Crossing ■ `�� I Suit70e 605 Washington Street, Pro a tID: 24118D Vancouver,1 A 98660 Project Descr: Revision 3 ENGINEERING 60.635.66 Steel Base Plate Project File:24118-Gravity R3.ec6 LIC#:KW-06015354,Build:20.24.10.03 Waypoint Engineering,Inc. C DESCRIPTION: R3- Base Plate Design (Unbalanced LL) (Loading from R3- Landing Column (Unbalanced LLL))z zoza Load Comb.:+1.20D+0.50L+0.70S+2.50E Axial Load+Moment, Ecc. >L/2 Loading Calculate plate moment from bolt tension... Pu:Axial 14.081 k Tension per Bolt 1.953 k Mu:Moment 13.768 k-ft Tension:Allowable 19.900 k Eccentricity 11.733 in Stress Ratio 0.098 Al :Plate Area 256.000 inA2 A2:Support Area 3,969.000 inA2 Dist.from Bolt to Col.Edge 2.700 in sgrt(A2/A1 ) 2.000 Effective Bolt Width for Bending 10.800 in Plate Moment from Bolt Tension 0.976 k-in Calculate plate moment from bearing... max(m,n) 4.200 in Bearing Stresses "A":Bearing Length 0.678 in Fp:Allowable 3.315 ksi Mpl:Plate Moment 0.372 k-in fu:Max.Bearing Pressure (set equal to Fp) Stress Ratio 1.000 Plate Bending Stresses Mmax 4.467 k-in on 1"strip; fb:Actual 21.178 ksi Fb:Allowable 32.400 ksi Stress Ratio 0.654 Load Comb.:+0.90D Axial Load Only, No Moment Loading Bearing Stresses Pu:Axial 5.264 k Fp:Allowable 3.315 ksi Design Plate Height 8.000 in fu:Max.Bearing Pressure 0.073 ksi Design Plate Width 8.000 in Stress Ratio 0.022 Will be different from entry if partial bearing used. Plate Bending Stresses Al :Plate Area 64.000 inA2 Mmax=Fu'LA2/2 0.001 k-in on 1"strip; A2:Support Area 3,969.000 inA2 fb:Actual 0.005 ksi sgrt(A2/A1 ) 2.000 Fb:Allowable 32.400 ksi Stress Ratio 0.000 Distance for Moment Calculation m" 0.200 in n 0.200 in X 0.000 inA2 Lambda 0.000 n' 0.000 in n'*Lambda 0.000 in L=max(m,n,n") 0.200 in Load Comb.:+0.90D+2.50E Axial Load+Moment, Ecc. >L/2 Loading Calculate plate moment from bolt tension... Pu:Axial 8.289 k Tension per Bolt 5.785 k Mu:Moment 19.093 k-ft Tension:Allowable 19.900 k Eccentricity 27.640 in Stress Ratio 0.291 Al :Plate Area 256.000 inA2 A2:Support Area 3,969.000 inA2 Dist.from Bolt to Col.Edge 2.700 in sgrt(A2/A1 ) 2.000 Effective Bolt Width for Bending 10.800 in Plate Moment from Bolt Tension 2.892 k-in Calculate plate moment from bearing... max(m,n) 4.200 in Bearing Stresses "A":Bearing Length 0.749 in Fp:Allowable 3.315 ksi Mpl:Plate Moment 0.409 k-in fu:Max.Bearing Pressure (set equal to Fp) Stress Ratio 1.000 Plate Bending Stresses Mmax 4.903 k-in on 1"strip; fb:Actual 23.244 ksi Fb:Allowable 32.400 ksi Stress Ratio 0.717 Page 85 of 113 Waypoint Engineering Project Title: Dartmouth Crossing 700 WashingtonEngineer: CD AY P %h1 Street,> I N T Suite 605Project ID: 24118 Vancouver,WA 98660 Project Descr: Revision 3 ENGINEERING 360.635.6611 General Footing Project File:24118-Gravity R3.ec6 LIC#:KW-06015354,Build:20.24.10.03 Waypoint Engineering,Inc. (c)ENERCALC,LLC 1982-2024 DESCRIPTION: R3-Stair Column Footing (Unbalanced LL) Code References Calculations per ACI 318-14, IBC 2018, CBC 2019,SDPWS 2015 Load Combinations Used :ASCE 7-16 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 60.0 ksi Soil Density = 110.0 pcf Ec:Concrete Elastic Modulus = 3,122.0 ksi Increase Bearing By Footing Weight = No Concrete Density = 145.0 pcf Soil Passive Resistance(for Sliding) = 250.0 pcf Values Flexure = 0.90 Soil/Concrete Friction Coeff. = 0.350 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.0 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning 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 = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than = ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 5.0 ft Length parallel to Z-Z Axis = 5.0 ft Z Footing Thickness = 12.0 in Pedestal dimensions... X o X px:parallel to X-X Axis = 8.0 in co 1`� pz:parallel to Z-Z Axis _ 8.0 in Height 0.50 in fo Rebar Centerline to Edge of Concrete... N in ii at Bottom of footing = 3.0 in ... 15 Reinforcing 2-g 5 0" ° w Bars parallel to X-X Axis Number of Bars = 7.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 7.0 Reinforcing Bar Size = # 4 °� rT • ;> 7-.4 Batt • f u'c+: m .�""` ",- Bandwidth Distribution Check (ACI 15.4.4.2) _ Direction Requiring Closer Separation X-X Section Looking to z Z Z SectionLooking to+ 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 = 5.849 5.101 2.124 1.210 k OB:Overburden = ksf M-xx = 10.650 7.637 k-ft M-zz = 10.650 7.637 k-ft V-x = 6.120 k V-z = 6.120 k Page 86 of 113 Waypoint Engineering Project Title: Dartmouth Crossing WAY p /\ 1 N T 700Suite Washington605 Street, Engineer: CD Project ID: 24118 Vancouver,WA 98660 Project Descr: Revision 3 ENGINEERING 360.635.66 General Footing Project File:24118-Gravity R3.ec6 LIC#:KW-06015354,Build:20.24.10.03 Waypoint Engineering,Inc. DESCRIPTION: R3-Stair Column Footing (Unbalanced LL) (c)ENERCALC,LLC 1982-2024 DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.6810 Soil Bearing 1.362 ksf 2.0 ksf +D+0.750L+0.7505+0.5250E about Z-2 PASS 1.665 Overturning-X-X 9.808 k-ft 16.329 k-ft +0.60D+0.70E PASS 1.665 Overturning-Z-Z 9.808 k-ft 16.329 k-ft +0.60D+0.70E PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.6722 Z Flexure(+X) 7.390 k-ft/ft 10.994 k-ft/ft +1,20D+L+0.205+2.50E PASS 0.08896 Z Flexure (-X) 0.9780 k-ft/ft 10.994 k-fUft +1.20D+1.60S PASS 0.6722 X Flexure(+Z) 7.390 k-ft/ft 10.994 k-ft/ft +1.20D+L+0.20S+2.50E PASS 0.08896 X Flexure(-Z) 0.9780 k-ft/ft 10.994 k-ft/ft +1.20D+1.605 PASS 0.4211 1-way Shear(+X) 34.593 psi 82.158 psi +1.20D+L+0.205+2.50E PASS 0.06575 1-way Shear(-X) 5.402 psi 82.158 psi +1.20D+1.60S PASS 0.4211 1-way Shear(+Z) 34.593 psi 82.158 psi +1.20D+L+0.205+2.50E PASS 0.06575 1-way Shear(-Z) 5.402 psi 82.158 psi +1.20D+1.60S PASS 0.1580 2-way Punching 25.963 psi 164.317 psi +1.20D+L+0.205+2.50E Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,D Only 2.0 n/a 0.0 0.3790 0.3790 n/a n/a 0.190 X-X,+D+L 2.0 n/a 8.768 0.07691 1.089 n/a n/a 0.545 X-X,+D+S 2.0 n/a 0.0 0.4639 0.4639 n/a n/a 0.232 X-X,+0+0.750L 2.0 n/a 7.207 0.1524 0.9116 n/a n/a 0.456 X-X,+D+0.750L+0.750S 2.0 n/a 6.436 0.2161 0.9753 n/a n/a 0.488 X-X,+0.60D 2.0 n/a 0.0 0.2274 0.2274 n/a n/a 0.114 X-X,+D+0.70E 2.0 n/a 11.404 0.0 0.8832 n/a n/a 0.442 X-X,+D+0.750L+0.7505+0.5250E 2.0 n/a 11.858 0.0 1.362 n/a n/a 0.681 X-X,+0.60D+0.70E 2.0 n/a 18.021 0.0 0.8651 n/a n/a 0.433 Z-Z,D Only 2.0 0.0 n/a n/a n/a 0.3790 0.3790 0.190 Z-Z,+D+L 2.0 8.768 n/a n/a n/a 0.07691 1.089 0.545 Z-Z,+D+S 2.0 0.0 n/a n/a n/a 0.4639 0.4639 0.232 Z-Z,+D+0.750L 2.0 7.207 n/a n/a n/a 0.1524 0.9116 0.456 Z-Z,+D+0.750L+0.7505 2.0 6.436 n/a n/a n/a 0.2161 0.9753 0.488 Z-Z,+0.60D 2.0 0.0 n/a n/a n/a 0.2274 0.2274 0.114 Z-Z,+D+0.70E 2.0 11.404 n/a n/a n/a 0.0 0.8832 0.442 Z-Z,+D+0.750L+0.750S+0.5250E 2.0 11.858 n/a n/a n/a 0.0 1.362 0.681 Z-Z,+0.60D+0.70E 2.0 18.021 n/a n/a n/a 0.0 0.8651 0.433 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,D Only None 0.0 k-ft Infinity OK X-X,+D+L 10.650 k-ft X-X,+p+S 36.438 k-ft 3.421 OK X-X,+D+ .750L None 0.0 k-ft Infinity OK 7.988 k-ft 33.249 k-ft 4.163 OK X-X,+D+0.750L+0.750S 7.988 k-ft 37.232 k-ft 4.661 OK X-X,+0.60D None 0.0 k-ft Infinity OK X-X,+D+0.70E 9.808 k-ft 25.803 k-ft 2.631 OK X-X,+D+0.750L+0.7505+0.5250E 15.344 k-ft 38.820 k-ft 2.530 OK X-X,+0.60D+0.70E 9.808 k-ft 16.329 k-ft 1.665 OK Z-Z,D Only None 0.0 k-ft Infinity OK Z-Z,+D+L 10.650 k-ft Z-Z +D+S 36.438 k-ft 3.421 OK None 0.0 k-ft Infinity OK Z-Z,+D+0.750L 7.988 k-ft 33.249 k-ft 4.163 OK Z-Z,+D+0.750L+0.7505 7.988 k-ft 37.232 k-ft 4.661 OK Page 87 of 113 Waypoint Engineering Project Title: Dartmouth Crossing AY 41j N T 700 Washington Street, Engineer: CD Suite 605 Project ID: 24118 an e W ENGINEERING 360.635.66A 98660 Project Descr: Revision 3 General Footing Project File:24118-Gravity R3.ec6 LIC#:KW-06015354,BuiId:20.24.10.03 Waypoint Engineering,Inc. (c)ENERCALC,LLC 1982-2024 DESCRIPTION: R3-Stair Column Footing (Unbalanced LL) Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Z-Z,+0.60D None 0.0 k-ft Infinity OK Z-Z,+D+0.70E 9.808 k-ft 25.803 k-ft 2.631 OK Z-Z,+D+0.750L+0.750S+0.5250E 15.344 k-ft 38.820 k-ft 2.530 OK Z-Z,+0.60D+0.70E 9.808 k-ft 16.329 k-ft 1.665 OK Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Surface inA2 inA2 inA2 k-ft X-X,+1.40D 0.7688 +Z Bottom 0.2592 ACI 7.6.1.1 0280 OK X-X,+1.40D 0.7688 Z Bottom 0.2592 ACI 7.6.1 .28 10.994 .1 0 0 10.994 OK X-X,+1.20D+1.60L 2.791 +Z Bottom 0.2592 ACI 7.6.1.1 0.280 10.994 OK X-X,+1.20D+1.60L 0.06154 -Z Bottom 0.2592 ACI 7.6.1.1 0.280 10.994 OK X-X,+1.20D+1.60L+0.50S 2.890 +Z Bottom 0.2592 ACI 7.6.1.1 0.280 10.994 OK X-X,+1.20D+1.60L+0.50S 0.1598 -Z Bottom 0.2592 ACI 7.6.1.1 0.280 10.994 OK X-X,+1.20D+L 1.991 +Z Bottom 0.2592 ACI 7.6.1.1 0.280 10.994 OK X-X,+1.20D+L 0.2847 Z Bottom 0.2592 ACI 7.6.1.1 0.280 10.994 OK X-X,+1.20D 0.6589 +Z Bottom 0.2592 ACI 7.6.1.1 0.280 10.994 OK X-X,+1.20D 0.6589 -Z Bottom 0.2592 ACI 7.6.1.1 0.280 10.994 OK X-X,+1.20D+L+1.605 2.310 +Z Bottom 0.2592 ACI 7.6.1.1 0.280 10.994 OK X-X,+1.20D+L+1.60S 0.6037 -Z Bottom 0.2592 ACI 7.6.1.1 0.280 10.994 OK X-X,+1.20D+1.605 0.9780 +Z Bottom 0.2592 ACI 7.6.1.1 0.280 10.994 OK X-X,+1.20D+1.60S 0.9780 Z Bottom 0.2592 ACI 7.6.1.1 0.280 10.994 OK X-X,+1.20D+L+0 5Q5 2.091 +Z Bottom 0.2592 ACI 7.6.1.1 0.280 10.994 OK X-X,+1.20D+L+0.50S 0.3844 -Z Bottom 0.2592 ACI 7.6.1.1 0.280 10.994 OK X-X,+0.90D 0.4942 +Z Bottom 0.2592 ACI 7.6.1.1 0.280 10.994 OK X-X,+0.90D 0.4942 Z Bottom 0.2592 ACI 7.6.1.1 0.280 10.994 OK X-X,+1.20D+L+0.20S+2.50E 7.390 +Z Bottom 0.2592 ACI 7.6.1.1 0.280 10.994 OK X-X,+1.20D+L+0.20S+2.50E 0.4084 -Z Top 0.2592 ACI 7.6.1.1 0.280 10.994 OK X-X,+0.90D+2.50E 0.3063 +Z Top 0.2592 ACI 7.6.1.1 0.280 10.994 OK X-X,+0.90D+2.50E 0.3063 -Z Top 0.2592 ACI 7.6.1.1 0.280 10.994 OK Z-Z,+1.40D 0.7688 -X Bottom 0.2592 ACI 7.6.1.1 0.280 10.994 OK Z-Z,+1.40D 0.7688 +X Bottom 0.2592 ACI 7.6.1.1 0.280 10.994 OK Z-Z,+1.20D+1.60L 0.06154 -X Bottom 0.2592 ACI 7.6.1.1 0.280 10.994 OK Z-Z,+1.20D+1.60L 2.791 +X Bottom 0.2592 ACI 7.6.1.1 0.280 10.994 OK Z-Z,+1.20D+1.60L+0.50S 0.1598 -X Bottom 0.2592 ACI 7.6.1.1 0.280 10.994 OK Z-Z,+1.20D+1.60L+0.50S 2.890 +X Bottom 0.2592 ACI 7.6.1.1 0.280 10.994 OK Z-Z,+1.20D+L 0.2847 -X Bottom 0.2592 ACI 7.6.1.1 0.280 10.994 OK Z-Z,+1.20D+L 1.991 +X Bottom 0.2592 ACI 7.6.1.1 0.280 10.994 OK Z-Z,+1.20D 0.6589 X Bottom 0.2592 AC17.6.1.1 0.280 10.994 OK Z-Z,+1.20D 0.6589 +X Bottom 0.2592 ACI 7.6.1.1 0.280 10.994 OK Z-Z,+1.20D+L+1.605 0.6037 -X Bottom 0.2592 ACI 7.6.1.1 0.280 10.994 OK Z-Z,+1.20D+L+1.60S 2.310 +X Bottom 0.2592 ACI 7.6.1.1 0.280 10.994 OK Z-Z,+1.20D+1.605 0.9780 -X Bottom 0.2592 ACI 7.6.1.1 0.280 10.994 OK Z-Z,+1.20D+1.60S 0.9780 +X Bottom 0.2592 ACI 7.6.1.1 0.280 10.994 OK Z-Z,+1.20D+L+0.50S 0.3844 X Bottom 0.2592 ACI 7.6.1.1 0.280 10.994 OK Z-Z,+1.20D+L+0.50S 2.091 +X Bottom 0.2592 ACI 7.6.1.1 0.280 10.994 OK Z-Z,+0.90D 0.4942 X Bottom 0.2592 ACI 7.6.1.1 0.280 10.994 OK Z-Z,+0.90D 0.4942 +X Bottom 0.2592 ACI 7.6.1.1 0.280 10.994 OK Z-Z,+1.20D+L+0.20S+2.50E 0.4084 -X Top 0.2592 ACI 7.6.1.1 0.280 10.994 OK Z-Z,+1.20D+L+0.20S+2.50E 7.390 +X Bottom 0.2592 ACI 7.6.1.1 0.280 10.994 OK Z-Z,+0.90D+2.50E 0.3063 -X Top 0.2592 ACI 7.6.1.1 0.280 10.994 OK Z-Z,+0.90D+2.50E 0.3063 +X Top 0.2592 ACI 7.6.1.1 0.280 10.994 OK One Way Shear X Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu/Phi*Vn Status +1.40D 4.25 psi 4.25 psi 4.25 psi 82.16 psi 0.05 OK +1.20D+1.60L 0.24 psi 15.51 psi 15.51 psi 82.16 psi 0.19 OK +1.20D+1.60L+0.50S 0.79 psi 16.06 psi 16.06 psi 82.16 psi 0.20 OK +1.20D+L 1.51 psi 11.06 psi 11.06 psi 82.16 psi 0.13 OK +1.20D 3.64 psi 3.64 psi 3.64 psi 82.16 psi 0.04 OK +1.20D+L+1.60S 3.28 psi 12.82 psi 12.82 psi 82.16 psi 0.16 OK +1.20D+1.60S 5.40 psi 5.40 psi 5.40 psi 82.16 psi 0.07 OK Page 88 of 113 Waypoint Engineering Project Title: Dartmouth Crossing j,,`� 700 Washington Street, Engineer: CD AY P \i1 i N T Suite 605 Project ID: 24118 Vancouver,WA 98660 Project Descr: Revision 3 ENGINEERING 60.635.66 General Footing Project File:24118-Gravity R3.ec6 LIC#:KW-06015354,Build:20.24.10.03 Waypoint Engineering,Inc. (c)ENERCALC,LLC 1982-2024 DESCRIPTION: R3-Stair Column Footing (Unbalanced LL) One Way Shear X Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu/Phi*Vn Status +1.20D+L+0.50S 2.06 psi 11.61 psi 11.61 psi 82.16 psi 0.14 OK +0.90D 2.73 psi 2.73 psi 2.73 psi 82.16 psi 0.03 OK +1.20D+L+0.20S+2.50E 2.26 psi 34.59 psi 34.59 psi 82.16 psi 0.42 OK +0.90D+2.50E 1.69 psi 1.69 psi 1.69 psi 82.16 psi 0.02 OK One Way Shear Z Load Combination... Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi*Vn Status +1.40D 4.25 psi 4.25 psi 4.25 psi 82.16 psi 0.05 OK +1.20D+1.60L 0.24 psi 15.51 psi 15.51 psi 82.16 psi 0.19 OK +1.20D+1.60L+0.505 0.79 psi 16.06 psi 16.06 psi 82.16 psi 0.20 OK +1.20D+L 1.51 psi 11.06 psi 11.06 psi 82.16 psi 0.13 OK +1.20D 3.64 psi 3.64 psi 3.64 psi 82.16 psi 0.04 OK +1.20D+L+1.60S 3.28 psi 12.82 psi 12.82 psi 82.16 psi 0.16 OK +1.20D+1.60S 5.40 psi 5.40 psi 5.40 psi 82.16 psi 0.07 OK +1.20D+L+0.50S 2.06 psi 11.61 psi 11.61 psi 82.16 psi 0.14 OK +0.90D 2.73 psi 2.73 psi 2.73 psi 82.16 psi 0.03 OK +1.20D+L+0.20S+2.50E 2.26 psi 34.59 psi 34.59 psi 82.16 psi 0.42 OK +0.90D+2.50E 1.69 psi 1.69 psi 1.69 psi 82.16 psi 0.02 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status +1.40D 12.33 psi 164.32psi 0.07504 OK +1.20D+1.60L 22.86 psi 164.32psi 0.1391 OK +1.20D+1.60L+0.505 24.46 psi 164.32psi 0.1489 OK +1.20D+L 18.25 psi +1.20D 164.32psi 0.1111 OK 10.57 psi 164.32psi 0.06432 OK +1.20D+L+1.605 23.37 psi 164.32psi 0.1422 OK +1.20D+1.60S 15.69 psi 164.32psi 0.09547 OK +1.20D+L+0.505 19.85 psi 164.32psi 0.1208 OK +0.90D 7.93 psi 164.32psi 0.04824 OK +1.20D+L+0.205+2.50E 25.96 psi 164.32psi 0.158 OK +0.90D+2.50E 4.91 psi 164.32 psi 0.0299 OK Page 89 of 113 AYP QI NT ENGINEERING .�,...W...h. �w BASE PLATE DESIGN: WORST-CASE REACTION = 17.04 KIPS-FT [R3 - Landing Column (LL moment)] USE 16"x16"x1-1/8" THICK BASE PLATE. REFER ENERCALC OUTPUT FOR MORE DETAILS. STAIR POST TO BASE PLATE CONNECTION DESIGN: WORST-CASE REACTION = 17.04 KIPS-FT / 8 IN = 25.56 KIPS WELD CHECK: WELD CAPACITY = (1.392 K/IN) x D x t- (AISC 360-16, 8-2a) D = 4 L = 6-7/8 IN (MINIMUM) [WORKBABLE FLAT OF HSS8x8x1/4] WELD CPACITY = (1.392 K/IN) x 4 x 6-7/8 IN = 38.28 KIPS WELD DCR = 25.56 KIPS ,/ 38.28 KIPS = 0.67 < 1 THUS ADEQUATE USE 1/4" FILLET WELD ALL AROUND j * i — 1 PL t 1,`8"x t 6"x t' 4" p5065 114"0 VENT HOLE 700 Washington St, Suite 605 Vancouver, WA 98660 360.635.6611 info©waypointwa.com Page 90 of 113 Stair Landing Column Base Anchorage SIMPSON Anchor Designer TM Company: Waypoint Engineering Date: 10/17/2024 Engineer: CD Page: 1/6 Software Strong-Tie Project: 3.2.2309.2 Project: Dartmouth Crossing Stair a Address: Phone: E-mail: 1.Project information Customer company: Project description:Moment and Shear Loading Customer contact name: Location: Customer e-mail: Fastening description:Stair Landing Base Plate Connection Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACl 318-14 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):12.00 State:Cracked Anchor Information: Compressive strength,f.(psi):3000 Anchor type:Bonded anchor Wc,v: 1.0 Material:F1554 Grade 36 Reinforcement condition:B tension,B shear Diameter(inch):0.750 Supplemental edge reinforcement:Not applicable Effective Embedment depth,her(inch):9.000 Reinforcement provided at corners:No 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 h..(inch): 10.75 Inspection:Continuous ca.(inch):22.58 Temperature range,Short/Long: 176/110°F Cmin(inch): 1.75 Reduced installation torque(for AT-3G):Not applicable S,,,m(inch):3.00 Ignore 6do requirement:Not applicable Build-up grout pad:No Base Plate Length x Width x Thickness(inch):16.00 x 16.00 x 1.13 Yield stress:36000 psi Profile type/size:HSS8X8X3/16 Recommended Anchor R3 - LANDING COLUMN (LL MOMENT) Anchor Name:SET-3GTM'-SET-3G w/3/4"0 F1554 Gr.36 Code Report: ICC-ES ESR-4057 Landing Support Column Fp = 1.82 kips (applied to Enercalc) 11 LRFD LOAD COMBINATIONS: 1.2D + 1.6L + 0.5S wit 1.2(5.831) + 1.6(10.202) + 0.5(2.124) = 24.383 kips 1.2D + 1.6S + L 1.2(5.831) + 1.6(2.124) + 10.202 = 20.598 kips (Provide Highest N+V=92%) 1.2D + OEm + L + 0.2S 1.2(5.831) + 2.5(4.30) + 10.202 + 0.2(2.124) = 28.374 kips 0.9D+QEm 0.9(5.831) + 2.5(4.30) = 15.998 kips Landing Support Column Attachment Fp = 4.30 kips (applied to Enercalc) OFp = 10.75 kips 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 91 of 113 Stair Landing Column Base Anchorage SIMPSON Anchor Designer TM Company: Waypoint Engineering Date: 10/17/2024 Software Strong-Ti• e Project: CD Page: 2/6 Project: Dartmouth Crossing Stair Version 3.2.2'309.2 Address: Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:Yes Anchors subjected to sustained tension:No Ductility section for tension: 17.2.3.4.3(d)is satisfied Ductility section for shear: 17.2.3.5.3(c)is satisfied Oo factor:not set Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads: No Strength level loads: N.[lb]:-20598 V.[Ib]: 10750 Vuay[Ib]: 10750 M.[ft-Ib]: 17040 Muy[ft-lb]:16980 M.[ft-lb]:0 <Figure 1> 20598 lb Oft-lb (4'4' �1 3 1 r 16980 ft-lb 19b • 17040 ft-Ib . y 10750 lb X 10750 lb Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 92 of 113 Stair Landing Column Base Anchorage SIMPSON Anchor Designer TM Company: Waypoint Engineering Date: 10/17/2024 Software Engineer: CD Page: 3/6 Strong-Tie Project: Dartmouth CrossingStair Version 3.2.2309.2 Address: Phone: E-mail: <Figure 2> 14.50 14.50 1.50 1.50 i 8 4.1 O � I O CO 0 O tr) ur) 8.00 8 1-1 16.00 L co .0 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. P y' !r.: 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 93 of 113 Stair Landing Column Base Anchorage SIMPSON Anchor Designer TM Company: Waypoint Engineering Date: 10/17/2024 Engineer: CD Page: 4/6 °Xtra4 140, Software Pro Project: Dartmouth Stair ' ' Version 3.2.2309.2 Address: Crossing Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(Ib) Vuax(Ib) Vuay(Ib) J(Vuax)2+(Vaay)2(Ib) 1 0.0 2687.5 2687.5 3800.7 2 1797.8 2687.5 2687.5 3800.7 3 6841.3 2687.5 2687.5 3800.7 4 1774.0 2687.5 2687.5 3800.7 Sum 10413.1 10750.0 10750.0 15202.8 Maximum concrete compression strain(%o):0.33 <Figure 3> Maximum concrete compression stress(psi): 1430 0 4 0 3 Resultant tension force(Ib):10413 Resultant compression force(Ib):31011 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):2.12 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):2.09 Y Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 -to- Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 xy 01 o2 4.Steel Strength of Anchor in Tension(Sec.17.4.1) Nsa(lb) 0 gtNsa(lb) 19370 0.75 14528 5.Concrete Breakout Strength of Anchor in Tension(Sec.17.4.2) Nb=k02 I f'cher1 5(Eq. 17.4.2.2a) kc Aa Pc(psi) her(in) Nb(Ib) 17.0 1.00 3000 9.000 25140 0.750Ncbg=0.750(ANc/ANco)Pec,N PedN Pc,Nt op,NNb(Sec. 17.3.1 &Eq. 17.4.2.1b) AN (in2) Atka(in2) Ca,mia(in) l ec,N Ped,N PaN t p,N Nb(Ib) 0 0.750Ncbg(Ib) 1431.00 729.00 - 0.749 1.000 1.00 1.000 25140 0.65 18008 6.Adhesive Strength of Anchor in Tension(Sec.17.4.5) Thor=rk,crfshort-termKsat(f'c/2,500TTaN.sets rk,cr(psi) fshort-term Ksat cN.sets f'c(psi) n rk,cr(psi) 1087 1.00 1.00 1.00 3000 0.24 1136 Nba=A arcr7Tdahet(Eq. 17.4.5.2) I a rcr(psi) da(in) he(in) Nba(lb) 1.00 1136 0.75 9.000 24082 0.750Nag=0.750(ANa/ANao)Yoc,Na Ped.NaPcp.NaNba(Sec. 17.3.1 &Eq.17.4.5.1b) Am(in2) ANao(in2) CNa(in) ca,mia(in) iPeom I'ed,Na Ycp,Na Nba(lb) 0 0.750Nag(Ib) 837.07 350.39 9.36 - 0.667 1.000 1.000 24082 0.65 18697 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 94 of 113 Stair Landing Column Base Anchorage SIMPSON Anchor Designer TM Company: Waypoint Engineering Date: 10/17/2024 9� Software Engineer: CD Page: 5/6 }t,4 - Project: Dartmouth Crossing Stair . h-.., Version 3.2.2309.2 Address: Phone: E-mail: 8.Steel Strength of Anchor in Shear(Sec.17.5.1) Vsa(lb) Ogrout 0 [YV,seis OgrcuttYv,seis0Vsa(lb) 11625 1.0 0.65 0.75 5667 10.Concrete Pryout Strength of Anchor in Shear(Sec.17.5.3) 0Vcpg=0 minikcpNag;kcpNcbgl=0 minikcp(ANa/ANa0) 'ec,Na Wed,Na p,NaNba;kcp(ANc/ANco)Tec,N'ed,Nwc,N Wcp,NNbl(Sec. 17.3.1 &Eq. 17.5.3.1 b) kcp ANa(in2) ANao(In2) Ped,Na ViegNa Ycp,Na Ma(lb) Na(lb) 2.0 1006.07 350.39 1.000 1.000 1.000 24082 69146 ANc(in2) AN.(in2) Woa,N Ped,N Pc.N 'cp,N Nb(Ib) Nab(Ib) 1600.00 729.00 1.000 1.000 1.000 1.000 25140 55178 0.70 OVcpg(lb) 77249 11.Results Interaction of Tensile and Shear Forces(Sec.R17.6) Tension Factored Load,N.(Ib) Design Strength,aN„(Ib) Ratio Status Steel 6841 14528 0.47 Pass Concrete breakout 10413 18008 0.58 Pass Governs Adhesive 10413 18697 (Governs) 0.56 Pass Shear Factored Load,Vua(Ib) Design Strength,oV„(Ib) Ratio Steel Status 3801 5667 0.67 Pass(Governs) Pryout 15203 77249 0.20 Pass ) Interaction check (Nua//Nua)513 (V a/¢V„a)b'3 Combined Ratio Permissible Status Sec.R17.6 0.40 0.51 91.5% 1.0 Pass SET-3G w/3/4"0 F1554 Gr.36 with hef=9.000 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. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 95 of 113 Stair Landing Column Base Anchorage SIMPSON Anchor Designer TM Company: Waypoint Engineering Date: 10/17/2024 Engineer: CD Page: 6/6 Software Project: Dartmouth Crossing Stair 4 kW' ;im Version 3.2.2309.2 Address: Phone: E-mail: Base Plate Thickness Required base plate thickness:1.273 inch Warning:input base plate thickness does not meet required base plate thickness. Steel 36000 psi Maximum stress 32400 psi Calculated plate thickness 1.273 inch Stress distribution .1,. '.• ,i 32400 psi ,12:, , a', r 4 bt ,,, , , , ,,„,.,,''''' 0psi For ACI and CSA design methods,maximum base plate stress is limited to 0.9 times yield stress. For ETAG design method,maximum base plate stress is limited to yield stress divide by 1.5. Plate stress is derived using Von Misses theory. 12.Warnings -Per designer input,ductility requirements for tension have been determined to be satisfied—designer to verify. -Per designer input,ductility requirements for shear have been determined to be satisfied—designer to verify. -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. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 96 of 113 IAYP 0 I NT ENGINEERING STAIR COLUMN ANCHORAGE DESIGN: MOMENT DUE TO STAIR LOADING (Mx) = 17.04 KIPS-FT [R3 - Landing Column (LL moment)] MOMENT DUE TO STAIR LOADING (My) = 16.98 KIPS-FT [R3 - Landing Column (LL moment)] REACTION DUE TO STAIR LOADING = 24.383 KIPS [R3 - Landing Column (LL moment)] EGRESS LANDING SUPPORT COLUMN ATTACHEMENT = 10.75 KIPS [OMEGA x Fp] USE (4) 3/4" HEX HEAD ASTM F 1554 GR. 36 ANCHOR W/ SIMPSON SET-3G EPDXY 9" EMBEDMENT INTO CONCRETE PAD (REFER SIMPSON OUTPUT FOR MORE DETAILS) � r • r (4) 3/4" DIA HEX HEAD ASTM F1554 5'-0" SO x 12" DEEP GR.36 ANCHOR W/ 9" EMBED INTO • CONC FOOTING W/ SIMPSON SET-3G EPDXY (7) #4 EACH WAY BOT 700 Washington St, Suite 605 Vancouver, WA 98660 360 635 6611 info©waypointwa.com Page 97 of 113 ViIAYPOINT NGINEERING STAIR RAILING POSTS TO STRINGER BEAM CONNECTION DESIGN: WORST-CASE REACTION = 0.200 KIPS WORST-CASE MOMENT = 0.2 KIPS x 3.5 FT = 0.7 K-FT MOMENT COUPLE = 0.7 K-FT/ 2 IN = 4.2 KIPS x 1.6 = 6.72 KIPS WELD CHECK: WELD CAPACITY = (1.392 K/IN) x D x L (AISC 360-16, 8-2a) D =2 (2/16" = 1/8") L = 3 IN (MINIMUM) (2" + 1/2" AROUND ADJACNT SIDES) WELD CPACITY = (1.392 K/IN) x 2 x 3 IN = 8.352 KIPS WELD DCR = 6.72 KIPS / 8.352 KIPS = 0.80 < 1 THUS ADEQUATE USE 1/8" FILLET WELD ALL AROUND I 4n• 113* 4 / 700 Washington St, Suite 605 Vancouver, WA 98660 360.635.6611 info@waypointwa.com Page 98 of 113 AYP O I NT ENGINEERING- STAIR TREAD BENT PLATE TO STRINGER BEAM CONNECTION DESIGN: WORST-CASE REACTION = 0.291 KIPS (REFER STAIR TREAD DESIGN ENERCALC OUTPUT) WELD CHECK: WELD CAPACITY = (1.392 K/IN) x D x L (AISC 360-16, 8-2a) D = 2 L = 4 IN (MINIMUM) WELD CPACITY = (0.1.392 K/IN) x 2 x 4 IN = 11.13 KIPS WELD DCR = 0.291 KIPS / 11.13 KIPS = 0.02 < 1 THUS ADEQUATE USE 1/8" FILLET WELD ALL AROUND '4 700 Washington St, Suite 605 Vancouver, WA 98660 360.635.6611 info@waypointwa.com Page 99 of 113 Waypoint Engineering Project Title: Dartmouth Crossing WAY P 0 I N T Su 700 Washington Street, En ineer: CD ite 605 Pro ect ID: 24118 ENGINEERING Vancouver,WA 98660 Project Descr: Revision 3 360.635.6611 Steel Beam Project File:24118-Gravity R3.ec6 LIC#:KW-06015354,Build:20.24.10.03 Waypoint Engineering,Inc. (c)ENERCALC,LLC 1982-2024 DESCRIPTION: R3- Stair Railing Post CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method:Load Resistance Factor Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Vertical own L(0.20) .J- 1 HSS2x2x14ga 2 Ho- Span = 3.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load(s)for Span Number 1 Point Load : L=0.20 k @ 3.50 ft, (Railing) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.725: 1 Maximum Shear Stress Ratio= 0.041 : 1 Section used for this span HSS2x2x14ga Section used for this span HSS2x2x14ga Mu:Applied 1.120 k ft Vu:Applied 0.320 k Mn*Phi:Allowable 1.545 k-ft Vn*Ph i :Allowable 7.848 k Load Combination +1.60L Load Combination +1.60L 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 in Ratio= 0 <120.0 n/a Max Upward Transient Deflection 0 in Ratio= 0 <120.0 n/a Max Downward Total Deflection 0.484 in Ratio= 173 >=120. Span:1 :L Only Max Upward Total Deflection 0 in Ratio= 0 <120.0 n/a Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx Dsgn.L= 3.50 ft 1 0.000 1.72 1.55 1.00 1.00 -0.00 8.72 7.85 +1.60L Dsgn.L= 3.50 ft 1 0.725 0.041 -1.12 1.12 1.72 1.55 1.00 1.00 0.32 8.72 7.85 L Only Dsgn.L= 3.50 ft 1 0.453 0.025 -0.70 0.70 1.72 1.55 1.00 1.00 0.20 8.72 7.85 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span L Only 1 0.4842 3.500 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.200 Max Upward from Load Combinations 0.150 Max Upward from Load Cases 0.200 L Only 0.200 +0.750L 0.150 Page 100 of 113 Waypoint Engineering Project Title: Dartmouth Crossing 700 Washington Street, En Ineer: CD Y P p'1 l I N T Suite 605 Project ID: 24118 Vancouver WA 98660 Project Descr: Revision 3 ENGINEERING 360.635.661, 1 Steel Beam Project File:24118-Gravity R3.ec6 LIC#:KW-06015354,Build:20.24.10.03 Waypoint Engineering,Inc. (c)ENERCALC,LLC 1982-2024 DESCRIPTION: R3- Stair Railing Channel CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method:Load Resistance Factor Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Vertical Leg Down L(0.20) + HSS1 .5x1 .5x1 6ga hir Span = 4.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load(s)for Span Number 1 Point Load : L=0.20 k @ 2.0 ft, (Railing) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.474: 1 Maximum Shear Stress Ratio= 0.037 : 1 Section used for this span HSSI.5x1.5x16ga Section used for this span HSS1.5x1.5x16ga Mu:Applied 0.320 k-ft Vu:Applied 0.160 k Mn*Phi:Allowable 0.675 k-ft Vn*Phi:Allowable 4.277 k Load Combination +1.60L Load Combination +1.60L 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 in Ratio= 0 <120.0 n/a Max Upward Transient Deflection 0 in Ratio= 0 <120.0 n/a Max Downward Total Deflection 0.139 in Ratio= 346 >=120. Span:1 :L Only Max Upward Total Deflection Q in Ratio= 0 <120.0 n/a Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx Dsgn.L= 4.00 ft 1 0.000 0.75 0.68 1.00 1.00 -0.00 4.75 4.28 +1.60L Dsgn.L= 4.00 ft 1 0.474 0.037 0.32 0.32 0.75 0.68 1.32 1.00 0.16 4.75 4.28 L Only Dsgn.L= 4.00 ft 1 0.296 0.023 0.20 0.20 0.75 0.68 1.32 1.00 0.10 4.75 4.28 Overall Maximum Deflections Load Combination Span Max."-'Defl Location in Span Load Combination Max."+"Defl Location in Span L Only 1 0.1388 2.000 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.100 0.100 Max Upward from Load Combinations 0.075 0.075 Max Upward from Load Cases 0.100 0.100 L Only 0.100 0.100 +0.750L 0.075 0.075 Page 101 of 113 Waypoint Engineering Project Title: Dartmouth Crossing AY P t-) I NIT 700.Washington Street, Engineer: CD Suite 605 Project ID: 24118 ENGINEERING 360.635.66 WA 98660 Project Descr: Revision 3 Steel Beam Project File:24118-Gravity R3.ec6 LIC#:KW-06015354,Build:20.24.10.03 Waypoint Engineering,Inc. (c)ENERCALC,LLC 1982-2024 DESCRIPTION: R3-Stair Railing Picket CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method:Load Resistance Factor Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Vertical Leg Down L(0.050) b j V ik _ X. + HSS-5/8x5/8x16ga • Span = 3.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : L= 0.050 k/ft, Tributary Width= 1.0 ft, (Railing) DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.782: 1 Maximum Shear Stress Ratio= 0.083 : 1 Section used for this span HSS-5/8x5/8x16ga Section used for this span HSS-5/8x5/8x16ga Mu:Applied 0.090 k-ft Vu:Applied 0.120 k Mn*Phi:Allowable 0.115 k-ft Vn"Phi:Allowable 1.442 k Load Combination +1.60L Load Combination +1.60L 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 in Ratio= 0 <12.0 n/a Max Upward Transient Deflection 0 in Ratio= 0 <12.0 n/a Max Downward Total Deflection 0.410 in Ratio= 88 >=12.0 Span:1 :L Only Max Upward Total Deflection 0 in Ratio= 0 <12.0 n/a Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx Dsgn.L= 3.00 ft 1 0.000 0.13 0.12 1.00 1.00 -0.00 1.60 1.44 +1.60L Dsgn.L= 3.00 ft 1 0.782 0.083 0.09 0.09 0.13 0.12 1.14 1.00 0.12 1.60 1.44 L Only Dsgn.L= 3.00 ft 1 0.489 0.052 0.06 0.06 0.13 0.12 1.14 1.00 0.08 1.60 1.44 Overall Maximum Deflections Load Combination Span Max." efl Location in Span Load Combination Max."+"Defl Location in Span L Only 1 0.4099 1.509 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.075 0.075 Max Upward from Load Combinations 0.056 0.056 Max Upward from Load Cases 0.075 0.075 L Only 0.075 0.075 +0.750L 0.056 0.056 Page 102 of 113 AYP INT - N (-) ; N f- N N (- FENCE GUARDRAIL POSTS TO BASE PLATE CONNECTION DESIGN: WORST-CASE REACTION = 0.200 KIPS WORST-CASE MOMENT == 0.2 KIPS x 3.5 FT = 0.7 K-FT MOMENT COUPLE = 0.7 K-FT / 2 IN = 4.2 KIPS x 1.6 = 6.72 KIPS WELD CHECK: WELD CAPACITY = (1.392 K/IN) x D x L (AISC 360-16, 8-2a) D =2 (2/16" = 1/8") L = 3 IN (MINIMUM) (2" + 1/2" AROUND ADJACNT SIDES) WELD CPACITY = (1.392 K/IN) x 2 x 3 IN = 8.35 KIPS WELD DCR = 6.72 KIPS / 8.35 KIPS = 0.80 < 1 THUS ADEQUATE USE 1/8" FILLET WELD ALL AROUND C3111=3,1\ V 1/8 700 Washington St, Suite 605 Vancouver, WA 98660 360.635.6611 info@waypointwa.com Page 103 of 113 Fence Guardrail Post Offset Base Anchorage SIMPSON Anchor Designer TM Company: Waypoint Engineering Date: 10/17/2024 Software Engineer: CD Page: 1/6 Strong-TieVersion 3.2.2309.2 Project: 24118-Dartmouth Crossing ® Address: Phone: E-mail: 1.Project information Customer company: Project description:Fence Guardrail Post Offet Base-R3 Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-19 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch): 12.00 State:Cracked Anchor Information: Compressive strength,re(psi):3000 Anchor type:Concrete screw Wc,v: 1.0 Material:Carbon Steel Reinforcement condition:Supplementary reinforcement not present Diameter(inch):0.750 Supplemental edge reinforcement:Not applicable Nominal Embedment depth(inch):4.750 Reinforcement provided at corners:No Effective Embedment depth,her(inch):3.580 Ignore concrete breakout in tension:No Code report:ICC-ES ESR-2713 Ignore concrete breakout in shear:No Anchor category:1 Ignore Edo requirement:Not applicable Anchor ductility:No Build-up grout pad:No hmin(inch):7.38 cac(inch):6.19 Base Plate Cmin(inch): 1.75 Length x Width x Thickness(inch):4.75 x 8.00 x 0.56 Smvn(inch):2.88 Yield stress:36000 psi Profile type/size:HSS2X2X1/8 Recommended Anchor Anchor Name:Titen HD®-3/4"0 Titen HD,hnom:4.75"(121mm) Code Report: ICC-ES ESR-2713 • {MJA klY4n +IMP, , Ma'S. ...1 Yh' Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 104 of 113 Fence Guardrail Post Offset Base Anchorage SIMPSON Anchor Designer TM Company: Waypoint Engineering Date: 10/17/2024 Software Engineer: CD Page: 2/6 Strong-TieVersion 3.2.2309.2 Project: 24118-Dartmouth Crossing Address: Phone: E-mail: Load and Geometry R3 - STAIR RAILING POST Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:No LRFD LOAD COMBINATIONS: Anchors subjected to sustained tension:Not applicable SHEAR Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads: No 1.6L Strength level loads: 1.6(200 Ibs) = 320 lbs N.[lb]:0 V.[lb]:-320 200 lbs x 3.5 ft = 700 lbs-ft Vuay[lb]:0 M.[ft-Ib]:0 MAY[ft-lb]:-1120 MOMENT M„z[ft-lb]:0 1.6L <Figure 1> 1.6(700 Ibs-ft ) = 1120 lbs-ft 0 lb 0 ft-lb 0 ft-lb X O lb 320 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-lie i.ompany Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 105 of 113 Fence Guardrail Post Offset Base Anchorage SIMPSON Anchor Designer TM Company: Waypoint Engineering Date: 10/17/2024 SoftwareEngineer: CD Page: 3/6 Strong Tie Version 3.2.2309.2 Project: 24118-Dartmouth Crossing Address: Phone: E-mail: <Figure 2> • 6.50 1 .50 0 � o Lf) N _ N 41. • N N 8.00 CO co Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-I ru Company m; 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 106 of 113 Fence Guardrail Post Offset Base Anchorage SIMPSON Anchor Designer TM Company: Waypoint Engineering Date: 10/17/2024 Engineer: CD Page: 4/6 , Software Project: 24118-Dartmouth Crossing 1 Version 3.2.2309.2 Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(Pb) Vuax(lb) Vuay(lb) J(Vuax)a+(Vuay)2(Ib) 1 2318.2 -160.0 0.0 160.0 2 2318.2 -160.0 0.0 160.0 Sum 4636.4 -320.0 0.0 320.0 Maximum concrete compression strain(%e):0.15 <Figure 3> Maximum concrete compression stress(psi):642 Resultant tension force(Pb):4636 Resultant compression force(Pb):4636 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Y Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 - low. Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 AT 01 02 4.Steel Strength of Anchor in Tension(Sec.17.6.1 1 Nsa(Pb) 0 ONsa(Ib) 45540 0.65 29601 5.Concrete Breakout Strength of Anchor in Tension{Sec.17.6.2) Nb=kc2aJf char'5(Eq. 17.6.2.2.1) kc la fc(psi) her(in) Nb(lb) 17.0 1.00 3000 3.580 6307 gNcbg=0(ANc/ANco)Vac,N Wed,N VC NPcp,NNb(Sec. 17.5.1.2&Eq.17.6.2.1a) ANc(in2) AN co(in2) Ca,min(in) VeeN Wed,N Yjc.N Vcp.N Nb(lb) 0 ONcbg(lb) 147.48 115.35 4.00 1.000 0.923 1.00 1.000 6307 0.65 4841 6.Pullout Strength of Anchor in Tension(Sec.17.6.3) ONpn=0 4vc,PAaNp(fc/2,500)"(Sec. 1'7.5.1.2,Eq. 17.6.3.1 &Code Report) Y'c,P 2, Np(Pb) fc(psi) n 0 giiNp,,(Pb) 1.0 1.00 5179 3000 0.50 0.65 3688 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Situps,n Stom-lie Company In, 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 107 of 113 Fence Guardrail Post Offset Base Anchorage SIMPSON Anchor Designer TM Company: Waypoint Engineering Date: 10/17/2024 u Engineer: CD IN Software g Page: 15/6 t , ,w°`*,: . Version 3.2.2309.2 Project: 24118-Dartmouth Crossing ® Address: Phone: E-mail: 8.Steel Strength of Anchor in Shear(Sec.17.7.1) V.(Ib) Ogrout Ogrout0Vsa(Ib) 15896 1.0 0.60 9538 9.Concrete Breakout Strength of Anchor in ShearLSec.17.7.2) Shear perpendicular to edge in x-direction: Vbx=minI7(le/da)021Ida2aJfcca115;92alifcca/15I(Eq. 17.7.2.2.1a&Eq. 17.7.2.2.1b) /e(in) da(in) 28 fc(psi) Cal(in) Vbx(Ib) 3.58 0.750 1.00 3000 8.00 10270 0Vcbgx=0(Avc/AVco)Wec,VWed,VWc,VW'h,VVr(Sec. 17.5.1.2&Eq. 17.7.2.1b) Avc(in2) Ave.,,(in2) Yec,V Wed,V Wc,V Why Vex(Ib) 0 Q ticbgx(Ib) 348.00 288.00 1.000 1.000 1.000 1.000 10270 0.70 8687 10.Concrete Pryout Strength of Anchor in Shear(Sec.17.7.3) 0Vcpg=OkcpNcbg=Okcp(ANc/ANco)Wec,N W ed.N W c,N W cp,NNb(Sec. 17.5.1.2&Eq. 17.7.3.1 b) kcp ANc(in2) ANco(in2) Wec,N Wed,N Wc,N Wcp.N Nb(Ib) 0 Vc (lb) 2.0 147.48 115.35 1.000 0.923 1.000 1.000 6307 0.70 10426 11.Results Interaction of Tensile and Shear Forces(Sec.17.8) Tension Factored Load,N.(Ib) Design Strength,oN (Ib) Ratio Status Steel 2318 29601 0.08 Pass Concrete breakout 4636 4841 0.96 Pass(Governs) Pullout 2318 3688 0.63 Pass Shear Factored Load,Vt.(Ib) Design Strength,oVn(Ib) Ratio Status Steel 160 9538 0.02 Pass T Concrete breakout x- 320 8687 0.04 Pass(Governs) Pryout 320 10426 0.03 Pass Interaction check N./ON V a/OVe Combined Ratio Permissible Status Sec. 17.8.1 0.96 0.00 95.8% 1.0 Pass 3/4"P Titen HD,hnom:4.75"(121 mm)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. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 108 of 113 Fence Guardrail Post Offset Base Anchorage SIMPSON Anchor Designer TM Company: Waypoint Engineering Date: 10/17/2024 Software Engineer: CD Page: 6/6 Project: 24118-Dartmouth Crossing , ' r, Version 3.2.2309.2 Address: Phone: E-mail: Base Plate Thickness Required base plate thickness:0.452 inch Steel 36000 psi Maximum stress 32393 psi Calculated plate thickness 0.452 inch Stress distribution L` 32393 psi Xt 4 I0 psi For ACI and CSA design methods,maximum base plate stress is limited to 0.9 times yield stress. For ETAG design method,maximum base plate stress is limited to yield stress divide by 1.5. Plate stress is derived using Von Mises theory. 12.Warnings -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-ire Company In, 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 109 of 113 Waypoint Engineering Project Title: Dartmouth Crossing . SAY P .,, 1 N T 700 Washington Street, Engineer: CD Suite 605 Project ID: 24118 Vancouver,WA 98660 Project Descr: Revision 3 ENGINEERING 360.635.6611 Steel Beam Project File:24118-Gravity R3.ec6 LIC#:KW-06015354,Build:20.24.10.03 Waypoint Engineering,Inc. (c)ENERCALC,LLC 1982-2024 DESCRIPTION: R3- Handrail CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method:Load Resistance Factor Design Fy:Steel Yield: 35.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Vertical Leg Down L(0.20) + Pipel -1 /4 Std Hi Span = 4.0 ft H Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load(s)for Span Number 1 Point Load : L=0.20 k @ 2.0 ft, (Railing) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.400: 1 Maximum Shear Stress Ratio= 0.027 : 1 Section used for this span Pipe1-1/4 Std Section used for this span Pipe1-1/4 Std Mu:Applied 0.320 k-ft Vu:Applied 0.160 k Mn*Phi:Allowable 0.801 k-ft Vn*Phi:Allowable 5.859 k Load Combination +1.60L Load Combination +1.60L 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 in Ratio= 0 <120.0 n/a Max Upward Transient Deflection 0 in Ratio= 0 <120.0 n/a Max Downward Total Deflection 0.087 in Ratio= 553 >=120. Span:1 :L Only Max Upward Total Deflection 0 in Ratio= 0 <120.0 n/a Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi'Vnx Dsgn.L= 4.00 ft 1 0.000 0.89 0.80 1.00 1.00 -0.00 6.51 5.86 +1.60L Dsgn.L= 4.00 ft 1 0.400 0.027 0.32 0.32 0.89 0.80 1.32 1.00 0.16 6.51 5.86 L Only Dsgn.L= 4.00 ft 1 0.250 0.017 0.20 0.20 0.89 0.80 1.32 1.00 0.10 6.51 5.86 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span L Only 1 0.0867 2.000 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.100 0.100 Max Upward from Load Combinations 0.075 0.075 Max Upward from Load Cases 0.100 0.100 L Only 0.100 0.100 +0.750L 0.075 0.075 Page 110 of 113 WAY POINT ENGINEERING STAIR 3 — GUARD RAIL PLATE DESIGN: WORST-CASE LOAD = 200 LBS MOMENT DEMAND = 200 LBS x 3.5 FT = 700 LB-FT = 8.4 KIP-IN x 1.6 = 13.44 KIP-IN CAPACITY OF PLATE (PLATE BENDING CHECK) = Fy x Zx / OMEGA (AISC 360-16 F11-1) USE 1/2" THICK PLATE Fy = 36 KSI b = 0.5 IN (WIDTH OF PLATE) h = 2 IN (THICKNESS OF PLATE) Zx = bxh^2 /4 = 0.5x2^2 /4 = 0.5IN^3 PHI (LRFD) = 0.90 (AISC 360-16 F2-1) PLATE CAPACITY = 36 KSI x 0.5 IN^3 x 0.90 = 16.2 KIP-IN PLATE DCR = 13.44 KIP-IN / 16.2 KIP-IN = 0.83 < 1 THUS ADEQUATE. WALL BEYOND — RAIL CAP SEE DETAIL 63!A514 FOR GUARDRAIL MATERIALS 2?12,t AND ATTACHMENT,SIM 1/2"SST HANDRAIL WIT p Z PTD 1/2"ROD BRACKET 1:)- 4 LL tQ Z STANCHION GUARDRAIL,4-119- i PLYWOOD WALL CAP,P-11 � 1 � LANDING BEYOND �� • PLYWOOD FINISH STRINGER, P-11 1. t 700 Washington St, Suite 605 Vancouver, WA 98660 • 360.635.6611 info©waypointwa.com Page 111 of 113 AYPCINT ENGINEERING APPENDIX A: REFERENCE SECTION C 700 Washington St, Suite 605 Vancouver, WA 98660 360.635.6611 info©waypointwa.com Page 112 of 113 1 1 OFFIcE Copy 0 14167 N 150,0,61 1501P0161 1501P0 91 map 9 I101Pa17 I._. I I.. —._1 tJ s' --_ --_ "_o--�za R$PLATE L TE-_---` PERFPLATE PERFPLATE PE PLATE Y Y , _ O O PLATE LO D m l O _ - o__ _ __ vo- o f IY■Y■YF��14IY�Y■YF _ 1„D; ,D; ,D I I P P --- I - -, C 1 L 1 , i I 1 1 1- 1�. I I I L I Z 4.4 STUD • RCKW3 4.4 STUD RCKW3 2x4 STUD I� 1501P003)GUARDRAIL FIELD VERIFY IS CLEAR 2'-11 . 2'-11N1. 11 OFILING APPROACH TO DOORWAY 144 NOSING PLEASE NOSING F.O.CONC CONFIRM 11 m "y i. 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DATE DESCRIPTION BY CHKD BY CONFIRM _ OF GUARDRAILS = MT HUUlJ (HOOD9.6688 COM -To.PLYWOODI i O HII::hIMMINIMENIIMIIIIIMMINm .A y CAP I 4x4 STUD �4x4 STUD O F • (360)6D9-66BB c E I °° 5 ONE'152nd AVE SUITE 2 w • i /' _ -cam 4 m :ETC:E E L i WOOD �VANCOUVER,WA 9868260 __ __ 0 W o 11, PROJECTNAMEDARTMOUTH CROSSINGm �' n u N R r =—` 4� u u u u u u u u u u LOCATION TIGARD,OREGON NOSING 560 x 3 LAG SCREW) KNEEWALL CONNECTOR 5,0 x 6 SIMPSON T,TEN HD...) - - - 'yi OE TYP AT EACH 4%4 POST OTHERS) x,hm x 3 3.I4SAMPSON TITER HD) (FURNISHED BY Y S) CONTRACTOR COLAS +nm x 3SlMPTHERN MD) a STAIR#3 SECTION DESCRIPTION STAIR 3 GUARDRAILS PLEASE DRAWN BY PM 10/18/2024 CONFIRM �� REF:3/S403,RFI 4104 RESPONSE / 3 \ STAIR#3 ELEVATION E-504 REF:315403,RFI P JOB No.104 RESPONSE CHECKED BY SE REFERENCE DRG No. E-504 13--4 21'-6 5'-S SQx12"DEEP U FOOTING w/(7)7/4 O REBAR EACH WAY � f Ark AT BOTTOM CUT FROM WW !WWII �6o z6O$IOG,I"MAN)DEEPo 501 B002 EACH STRINGER LANDING SUPPORT C ■►i, sssss �� airs z0 `Da.M +��..�M ssasss.rsss:sssss a .a.�. �� . _ .w�..i��W__ _ �• s:�c .s.;R GUARDRAIL e� �, O mit -_-_■J �-rd' STR - Asslt.u.,M.- ._ . .. .. .. . . . .. .1 s s ■�sss.s�.sssr.■=saa.s.ss.s.�.s. - !- 4 ''�.. _ I I11 _ I I N = 1 1 1 © �� TEMPLATE�' H 1 111617 UP I ' I <N wUP -111 61 --M I I LL I- I 1 piu=� r _ '®'- STRINGER I"_- 11 .s... __ _ ___ � STRIAGER y'.t � _rrr _ y s_ss s1■�ssss.sss sr•��a s ss - •..s��-'Il R s�iss� II =I 3 0 L I�3 ss MI O ES LANDING I501R0101 GUARDRAIL 1:.1'-0=16'-0 2--5 1 F O.CONC (SEPARATE SUBMITTAL) blk LANDING 3501 E 15 PLAN ATF.L100,�LA�NDSCAPE STAIR z 100)1,0=10,0 6'-0 1641,0=16,0 2,6 • 1Iluu ¢ no4 Il it „too. „,7, ----4-*"...- . 110 .. ,_ • iew = 1 — E 507 Imi#47. Irk MI ,0TO PE IMI limo mai FIELD I IN_ U f su■L■mu■ENEw I 12 ZoZ a IMO .�.� o d.rwrr // \ 11 /I 1111* -._-iJ ram. 1,3 QIJ _s ...I.�b— ti 4.GINS,�j.. • ` ��// ./' .--.--._- .' • -• j W Q e •. .� _. .. vN y. B)OtYE/fin ,� ./, ..�.�1. �=DATE 1l1 31 202 a1, e 9f. 9.100�Q. N G�S� ,�� Nem E 10/18/2024 REVISED PER REVIEW COMMENTS m c - -- g N -\ 6 @ D 09/262024 REVISED PER REVIEW COMMENTSSE TD _ SE TD � ,Q Goa E-5°7 N REV. DATE DESCRIPTION BY CHKD BY Ai..� ■" 2%�m 5-0 MT. H00 I 0� I. HOOD WWW.HOOD-STEELCOM 12 GC w FASF FIELD VERIFY I { (360)609-6688 /� BOTTOM OF FOOTING • STEEL i WOOD 5900 NE 152nd AVE SUITE 260 ELEVATION REp1R1Ep i VANCOUVER,WA 98682 TO MISS(E)BOULDER �� u u u i I o F°'o PROJECT NAME DARTMOUTH CROSSING W`~ LOCATION TIGARD,OREGON CONTRACTOR COLAS 0 STAIR ELEVATION I DESCRIPTION I LANDSCAPE STAIR PLAN&ELEVATION E-505 REF:5/L601 DRAWN BY PM 10/18/2024 CHECKED BY SE JOB No. REFERENCE DRG No. E-505 . CONS,CRETE PIER ORAT FOOTING SIDE BY OTHER TYPICAL NORTH OF PARKING LOT AT RETAINING WALL 6,6 18'-11 19.-4 19'4 184 183 1 ^i P ® 491 ® ® L® CAI ,.., ® ® I® ® ® ro Y ® 49 RI w..1 ® ED ED ¢_. nd 1501R004IGUARDRAIL 1501R004IGUARDRAIL 501 GUARDRAIL 501 Ea GUARDRAIL JGUARDRAIL a r12.WIDE CURB 1 o 1 s 9, D D it el W 8 G 14617 1r-s FIELD VERIFY 1• SUBMITTAL REVIEW Fru WIDE Os�a� 1 CURB IW1 R0 GGU A RDRAIL zl, a rulV�A+ v WW I.= zW, DN EE 6 Irp8p w—e mm EE.i.�w.S.•�=�iw7 8103aE � v v v G s- �—_�_s__:__, ‘,„„• 0 I I I I I I I I I I I ilii, ¢ PLAN AT PAR REF:L100 sr f7....1A.( DATE 1a202 F1r,.essP ON a E 1 10/18/2024 I REVISED PER REVIEW COMMENTS ' SE 1 TD j D 0926/2024 REVISED PER REVIEW COMMENTS SE TD REV.I DATE DESCRIPTION BY CHKD BY M ■DA. HOOD WWW-HOOD-STEEL.COM (360)609-6888 5900 NE 152nd AVE SUITE 260 STEEL & WOOD VANCOUVER,WA 98682 PROJECT NAME DARTMOUTH CROSSING LOCATION ' TIGARD,OREGON CONTRACTOR COLAS DESCRIPTION PARKING LOT RAIL PLAN DRAWN BY PM 09/26/2024 JOB No. CHECKED BY SE REFERENCE ORG No. E-506 Elk . 1 (%0 A307GALV U 1 <, ,5171E y 2,2 r501R0051 A- GUARDRAILS //- t�^ IISEPARATE SUBM�AL) I �' I III/ II I I I / I, ID Cil 11 1,1I I¢h, Irl 11 11 m N11 I, m I I , w I1 I`Li. - Li II I os x L ( Id 16D15005) 1591sooel �� Ij,.i ••••i-STRINGER SPLICE- -- I 501E002 u L FIELD STRINGER STRINGER LANDING SUPPORT x L O VERIFY P fl w � II ❑ 'y0X0,8,I2 SIMPSON TITER HD-GALV) ❑ 11 11 H - - _ �d II /I/ 7.' ~08 -I BOLTING STRINGER TO PAVEMENT 1 - I n OP 0 SIMPSONTITERHD-GALV) I • =--II- w/43/x'MIN EMBED Od 00 -Pra 2 ENLARGED PLAN AT BOLTED LANDING f 1 ' �, E-507 REF',NONE 0 0 • O O -, VI I 11 11 O O O O O O U U -- q u u / ACCESS HOLES(1 tb'0) ® 3 3 ,3 11/; I IN BASE PLATE ^� 1 11 w 1'A 5'-6 L 1'-0 I y 1501 R0141F1551-38 I I�1 h h 1 TTT �p RODA'u X 0,5 IN EPDXY ANCHOR wl SIMPSON SET 3G EPDXY „ TYP STRINGER AND GUARDRAIL yr•>r�y=.m� 3 STAIR SECTION AT TOP OF WALL 4 BASE DETAILS TYP AT EACH E-507 REF.NONE E-507 REF:NONE HORIZONTAL 4'-4 CLEAR BETWEEN GRAB RAILS MINIM immix Ei i AN T, 2E GAP .02,5 4 5< 1501R0011 WAGNER G3314 6'-0 d 4'A 4 SPLICE LOCK I'-0 PRECAST © B 6 3'-B 6 B m— L4X4X BLS)) , w PRECAST SUPPLIER 1 WI +, �e SHOP W4LOEO _ . 110 TO EACH STRINGER 2'FROM 4 F 0 • HSS STRINGER ����lli . o STRINGER m 150160021 / STRINGERIll 11=1116S- tt 1 MMIll �� N ___I PER PLAN LANDING SUPPORT O L PER PLAN , 1111r � m LI"i Lt . - - - 2"FROM FACE L - �. - I -I ////// HSS STRINGER / -- --- - I- -- _ _ _ _ - {':FRO •1 ___1 OM FACE Y2.0 THREADED STUD)/f 4 2 2, ff7=Q--"'JINN HSS STRINGER w/NUT a WASHER,TYP I TYP RAIL SPLICE AT 2 1 LANDSCAPE STAIR 1 REF:NONE 1 1 I s< • 11 6 TYP PRECAST TREAD 7 PRECAST TREAD AT MID-LANDING 8 PRECAST TREAD AT UPPER LANDING E-507 REF:5/L601 E-507 REF:6/L601 ES07 REF:5IL601 FIELD VERIFY 2.9 2-9 150170031 501AR001JF155M36 U TEMPLATE ROD3'x%1'-2 1h PLI 1g'X16 z 1'.0 1501P011I PLATE WASHER _ A36 BASEPLATE PLt4"X2 X 0'-2 TSB OF BASEPLATE A 0 A307 GALV A-A I NO WELD REQUIRED TYP AT EACHlA 5 ROTATE WASHER 45PTOCLEAR ' N HORIZONTAL M A SUBMITTAL Rwww EVIEW ��� ,_I' 0 COLUMN WELD : J o ow comma.two a pEo°NF / 8. - iFa 7....... ._,..-....„.7.........-a-.,„..7..i...7,..ri.e� .. „xW13PE�/. mSo BY _l... ^ DATE 10 31.202. OREGON a f '�7,PFJ Uxi15���P GUARDRAIL 0 N 0 0 0 0 0 0 PER PLAN EFFRES:12�. 1 II? E 10/18/2024 REVISED PER REVIEW COMMENTS SE TD REBAR w D 09/26/2024 REVISED PER REVIEW COMMENTS SE TD PER PLAN '� REV. DATE DESCRIPTION 0Y CHKD BY CONCRETE PIER OR FOOTING DE OTHERS,TYPICAL AT NORTH SIDE 1 STAIR SECTION AT LANDING OF PARKING LOT AT RETAINING WALL. WWW.HOOD-STEEL.COM CONCRETE CURB AT WEST AND SOUTH E-507 REF:4/L601 SIDE OF PARKING LOT MT. HOOD (360)609-6688 � FIELD :7 5900 NE 152nd AVE SUITE 260 mgoommo no VERIFY i ' --_-- o � STEEL & WOOD VANCOUVER,WA 98682 o r u;; u u 1 o PROJECT NAME DARTMOUTH CROSSING 8 LOCATION TIGARD,OREGON . 0 SIMPSON TITER HD-GALV w/43y'MIN EMBED CONTRACTOR COLAS DESCRIPTION DETAIL SHEET TYP RAIL SPLICE AT 9 TYP PARKING LOT RAILING 10 PARKING LOT E-507 REF:7/601 E-507 REF.NONE DRAWN BY PM 10/18/2024 JOB No. CHECKED BY SE REFERENCE I DRG No. E-507 1 s ' 3p_HEAVY_HEX_NUT TYP� — PR�� 1'-11 1 ROD X 1'-2 F1554-36 SUOMRTAL REVIEW iitmonnosnon. o emeeede.. � : , D ram s.w a e�eewe 9H< EF • zl6 Er ,.......„..,....,:.„....z_._,...._,.............-7__:._. .CReGFIN m Al -,u'll DATE 10.31.2021 z ERZ H!r s0 e EXPIRES qEA.. E 10'182024 REVISED PER REVIEW COMMENTS SE TO 0 D912612024 REVISED PER REVIEW COMMENTS SE TO REV. DATE DESCRIPTION BY CHKD BY 4 -ANCHOR RODS - 501 AR001 MT. HOOD BILL OF MATERIAL FABRICATION RELEASE# 'TEFL & WOOD MARK CITY DESCRIPTION LENGTH WEIGHT REMARKS WWW.HOOD-STEEL.COM 5900 NE 152nd AVE SUITE 260 mwmn a ANCNOR RaoS SO- 1J601 NN-604R VANCOUVER,WA 98682 m14Ron 4 BMW r-z 1? T P6566-IA SHOP NOTES --li 6HEF1'TITLE ANCHOR ROD ER. 4 PLW121? V-211? 2 A36 •ALLCOPEs TO HAVE A MIN U2•RADIOS TIP PRGIECT SAME DARTMOI'TI I CROSSING DRAWN BY CHECKED BY 11 3w_14EAP HEY_NUT 2 s-IRIPE Tres sine _---_LOCAnON TIGARD,OREGON PM SE PAINT:GALVANIZED U.N.O.IN ROM REMARKS ------_-- ---— _--... _ . 4 3H-JEAVY-REX_MR 1 CONTRACTOR COLAS .JOB Na. - - HOIE4:15/166 U.N.O.ON DRAWING rr - __--.---_ _- TOTAL WEIGHT THIS DRAWING 11 BOLTS:A325 ONO.ON DRAWING IENGINEPR MILLER DRG No. 5OIAROO1 BILL OF MATERIAL MARK OTY DESCRIPTION LENGTH WEIGHT REMARKS t LANDING SUPPORT 50.002 I HS58%8X116 d'% SS A500.GR.B • WO 1 HSS808X1/1 3'-33/8' 29 AS.UGR.B e-SH 2 PL3J8'%10' 0-10' 21 A38 yms 1 PL1118%16' 1i se A36 .e, 8 8001/2' 0.12116' 1 F155438 8 1R NERVY HE%_NUT 0 8 12 WASHER 0 TOTAL WEIGHT THIS DRAWING 469 (1 516"U' FOR 314"0 ANCHORS q 6 • —f — I 6 4 g I _ rd _�I 1n o 1n q n -C2 u3 3 - TYP)�'1s V TYP71 // m5070- r5010 TYP TYP 11fi 61/2 61h 1V, 1 r-a 5-4 4 2 4,4 2 1, 4 1la 2 "0) ,c3 VENT HOLE 5018002 ID Y3 • A `p5062 4 6/> rP\ 43/166/ �\ Psosz \/ (3/161 3116) TYP> oho. oho 0 v ,r Y o SUBMITTAL REVIEW 0 sew mammon in 1101.0116.110115 NOM 0 rwfl6111EIOM EREO sy, . . ................ 10.31 202, `94855�P BY .11u _� ��P DATE �'v'a, 1(y V f0 N',Se EXPIRES:12.3,..8 — - SHOP NOTE: 1.ANY MATERIAL NOTED'GALVANIZED"IS TO BE HOT DIPPED p5065 2 1b"0) GALVANIZED AFTER FABRICATION IN ACCORDANCE WITH VENT HOLE ASTM A123. 2.ALL SHOP WELDED CONNECTION TO BE SEAL WELDED IN ADDITION TO STRENGTH WELD AS SHOWN ON DETAILS. 3.SEAL WELD ALL CONTACTING MATL NOT WELDED. 4.ALL SHIPPING MARKS TO BE SCRIBED,METAL TAG OR OTHER APPROVED METHOD. E 10/18/2024 REVISED PER REVIEW COMMENTS SE TD 0 09/26R024 REVISED PER REVIEW COMMENTS SE TO REV.. DATE DESCRIPTION BY CHKD BY MT. HOOD FABRICATION RELEASE# STEEL & WOOD WWW.HOOD-STEEL.COM 5900 NE 152nd AVE SUITE 260 1 3601009.6688 VANCOUVER,WA 98682 ONE - LANDING SUPPORT - 501 B002 SHOP NOTES sREET TITLE LANDING SUPPORT •ALL COPES TO HAVE A FIN 1/2"RADRS TYP PROJECT NAME DARTMOUTH CROSSING DRAWN BY CHECKED BY S'TReE THIS SIDE LOCATION TIGARD,OREGON PM SE PALM:CAI.VANRED UN.0 IN DOM REMARKS CONTRACTOR COLAS I/OB No. - HOLES.15/160 C.N.O.ON DRAWING 'BOLTS'.A3170NU_DV DNA3VNG IENGINIFR )MILLER 1ERO S,.1 501B002 1 BILL OF MATERIAL MARK OTT DESCRIPTION LENGTH WEIGHT REMARKS swam 1 STAR 3aUAR0RAl 802 m�.WP 1 PL1?%]1? K11T6' 21 A36 A .mu 1 PWRI.19160110 12-O3Y' 26 ASt pens 1 PL1T1'X21525 3, 16 A26 me 1 PLUM 1? T-T 1? 32 A36 -I® 1 PL152121? 3,46A' 14 436 .®I 3 PL1?XI NV z1 mr 16 436 ,mn 1 PL1?X2. as l2 A33 rem I PLUM sr P63R' T A36 .94 1 P1.1R'X1 sr 2'63N' T A36 pmY 1 PLU/14114 0034' 2 A36 OMR 1 PL1?X1 Lr 1'610/11r 4 A36 Om 2 PLI?X1 Lr 261N' 14 A36 Om 0 Pl1?lD' 06• 23 Alb 003i 8 PLUM 112. 2615• 30 A36 .240 S PLt/TX11? 26 we. r sr pm1T 1 PLt?X61A1' 4'63N• 20 4.36 m5014- pm• 1 PL1?X6 ITS• 5.0 301e- 42 sr 22 M ~ pm 1 PL1?X611r ZS 9 mow PL12'X11? 2-1 Tltr 16 A36 I I•1 I.1 1.1 NI•I I.1 I.1 lil•1 I.1 I.1 � ow I PLUM64r Cr, 3 A36 a �� a .. �� U 6163 12 6uB' S6.PSON TITER NO BOLT ad S. '. t1 �i 16 NM LAa SCREW BOLT aa• S. C N e 3,e1B aBPsoR TrtERro Barr as w• Ms 10 2 35/16 1416 6 1?0 SWUM TITER ro BOLT aavr S. TOTAL WEIGHT THIS DRAWING 420 7: 1 PL10"X2 1h- 11'-6 ryry 5'-0 6'-6 Imam lJ + C \> 4 2.-5 7/8 7-115/16 2'-114i6 2'-11q16 1# TY_: L 19 1-0 \� <TVP 501 P003 446 V + p5031 + + + m + p5031 + ,+ .. C q TMP\'kD p II,,,,, B P5031 P5031 aF ',217 CThet `t�' + r .ry in 9 TAP ud + �yN :: : 14(� gNA z N�1A3E D5031 / _ D50254. 2 r I. 505 TAP 4• 1 L TAP I IN....N.44 .2. + a1� + PIPE IS CENTERED t t(ALI N HOLES) 4 9 + .�, + - ON VERTICAL POST m5014 f{ —PL1h'X6 1b F 1 p5023 1 + 2 31116 10112 1'-062 1 6T/6 10112 1 r..01/2 , i;34116 9 + 2 SOS t t $ I 14iR.O) TAP AT + � � 11/16 'ths I VERTICALS Y c I 1 In -�♦ C-C 1 01 p50 O PL1h X5050 PL1h21- 4'6 PL1/fX1 50 t t 1 0. p5051 1 p5051 I, D5051 ` • ' 1 W W W W -- • • �� KeE1REw p5030 TYP 77/tg 0) B ++ 4ir Rlrl o wrlar �- 0 16trrerrr� 0 Rrlre6�R. p5051-1 14 p5021—�r—tl 34i, T1h . T'h . 101Si6 71h , 7112 , 101506 10 10 34'1. I 3 I 3 I t071.202. �.:.....r.:_____ � I, tl TI 1Y�1llle lw.�..+.1(� PATE 9EON.„ 4'-114 6�-614 EfPRES: .3. B-B E 10/182024 REVISED PER REVIEW COMMENTS SE TD D 09/26/2024 REVISED PER REVIEW COMMENTS SE TD REV.. DATE , DESCRIPTION BY OAKS BY MT. HOOD FABRICATION RELEASE# STEEL rt w 0 0 0 W W W.HOOD-S I EI.L.COM 5900 NE 152nd AVE SUITE 260 (3601609.6606 VANCOUVER,WA 98682 SHOP NOTES SHEET TOILE STAIR 3 GUARDRAIL ONE - STAIR 3 GUARDRAIL - 501 P003 �SERJIE COPES IAVE SSWE Q""RADIUSTTP PROILEEAnONAME TI AR,RE N OSSING DRAWN CHECKED BY SIRBR TIC sox SE PAINT:SP3 PRIMER U.N.O.IN BOM REMARKS CONTRACTOR COLAS JOB No. - HOLES:13/160 U.N.O.ON DRAWN. BOLTS:A325 UN O.ON DRAWING ENGINEER MILLER ORG No. 501P003 BILL OF MATERIAL MARK OTY DESCRIPTION LENGTH WEIGHT REMARKS 1 9215013 1 STAIR 3 GUARDRAIL 562 1 501,5 1 PLED.VT 4.11 72 21 Ass "4915 1 PIPE1-1/4SCH40 12031 2S A53 oe514 1 R1/27%212' 3'5' 15 Ase you 1 RI/YU Dr 6.712' 32 .6 prom 1 menu le )'.45re' 14 Ase 0021 3 R12761 NB. 2-17MT 10 .3 qw 1 R1Y27927 ]'-5' 12 A30 WM 1 Rt?%1 se 0'910' 2 A36 OM 1 R12W BIS• 1815/167 4 Me MPH 2 R12'91 Bre• 2,3 14 .0 30331 B R12•%1 VT 2'-5 are• 50 A30 im5015 p5012 9 a PL1 %1 Ur 287re A 3' 57 \\\ COyrnl R12'%1 1? 2-t I11T 16 A ' 1 I _I I_I Y I I i I Y I_I I I I I \\ H u�i ii 1 I yo55 1 poem1 re 4ey 7 A36 28 A36 INI1i 1i 1� ii ,1 1i �i ,i 11 _ - i 1 KoS. 1 R12-%59' 5Y' N 1 R1?511 1A• 4815/IR 42 A38 H. 1 R12790 DID 53 A30 PL1h"X21/2 12 sro SIMPSON TITEN HD BOLT 0, SB, to Sere LAG SCREW BseOLT o'a• s 9 3/670 SIMPSON TITER HD SOLT 0'S DV 6114 C 9 IRV SIMPSON THEN HD BOLT 0'S SSe t, TOTAL WEIGHT THIS DRAWING ND 445 11'-6 TYP 16 IF 6'-6 5'-0 C 14 2'-114'16 2'-1116 2'-115/16 2'-57/6 2'-57/6 1/4 lTYP 14 .. i� /3'161\\ solPolo IA /// — - X r + + + � + + B + . p5031 p5031 1 + 7: � C) m a -+ 9�61 1(4>`TYP o PP TYP AT GRAB \ a RAIL BRACKETS p5031 p5031 4 N 1L l 7/i 6"0)40. co of - 2 �,O NY6 ti + 9" 2 TYP 0. o . I � 'a Q P5031 p5031 II + + IrSIVX1 13 091 g- + Qy + + D5031 + + 4- D5031 + -o� r NATURAL 1 + Q50 P5025 BEVEL AT� la + �` - a. �� w (N!S),TYP + + .16 I TYP 1/q �' . + 9ti 60 94'e 1/4> (ALIGN H S)505 TYP r a ah, / + 95 I 3416 1 1 7 1 i i t 13 \ + 519 r-oh toh s e 1'-0h 10h s /,I s, I I N �0 031 .. - + p5 (1�'16'0 m5015 ".".„....,„).„,......77,...„....„/,.., TIC AT I �' II VERTICALS m p5053x x I x12I crc I o.Q arc p5052 NJ 5021 na (' nb Ls, IPLI/2"X15/6 P eX1545 PL97X16,t 11 1 p5051 I I ( hfig) _ P5051 I p5051 I P5051 p5021 ~ .._.� 1—► �p503o TYP 3 3 C-C 14 1 A-A SUBMITTAL REVIEW 1b>KTMP B-B d.a.I55. ❑MU Ale MAR EH0IN ES 1 1 1 1 1 1 "yte o13PE" 34'16, 10 10 _ 105/16 , 7h- . 7h , 105/16 , 72 7h 33'1s _ _- ' 6'61/4 4'-115/4 El _ :: , OREGOK �p BY L/I 0I,J...,;� DATE 10712t': yT+FG NB 350� E%P1RE5 1x Si mu E 10/18/2024 REVISED PER REVIEW COMMENTS SE ID D 09062024 REVISED PER REVIEW COMMENTS i SE TO REV.- DATE DESCRIPTION BY CHKD BY MT. HOOD FABRICATION RELEASE# STEEL & WOOD WWW.HOOD-STEEL.COM 5900 NE 1522nd AVE SUITE 260 0001009L6A% VANCOUVER•WA 98682 SHOP NOTES SHEET TITLE STAIR 3 GUARDRAIL `ALL COPES TV HAVE A 5ON I/_"RADII'S TYP PROJECT NAME DARTMOUTH CROSSING DRAWN BY CHECKED BY ,PAINTS SP?PRIMERUN°.TN ROM REMARKS LOCATION T`GAR°.°RE°°" PM SE ONE - STAIR 3 GUARDRAIL - 501 P010 HOLES.IUHR3 T.N.O.ON DRAWING C-0,0ALTCR COLAS %OCN:;. - - BOLTs.AT_s uN o.oN 0RAwn.O ENGINEER MILLER DRc No. 501P010 A N 111111 SMlMITTAL REVIEW fl-wwww- 0 w11.111wwrB .=.......,=...71=r",_,_.....,=,.......=.......,..,...........-...,..==7.,_.= °"gek, O wawnewlw o wwwwwl 9".0c0f4 PL1/4X2 x 2• _ i ew12PE4 BY )7)(U..• v •DATE 10.31.102 14 f r, N EXPRES S.It.22ii E 10118/2024 REVISED PER REVIEW COMMENTS SE TO D 09/26/2024 REVISED PER REVIEW COMMENTS SE TD REV DATE DESCRIPTION BY CHKD BY FABRICATION RELEASE# MT. HOOD 8 - PLATE WASHERS - 501 P011 STEEL & WOOD W W W.HOOD-STEELCOM 5900 NE 152nd AVE SUITE 260 BILL OF MATERIAL I.16060.5681 VANCOUVER.WA 98682 SHOP NOTES SHEET PLATE WASHER MARK pTY DESCRIPTION LENGTH WEIGHT REMARKS •,oA,I_l.,COPES,V HAVE A MIN I/1'RADNB TYP PROJECT NAME DARTMOUTH CROSSING DRAWN BY CHECKED BY -tw„ 8 PLATE WASHERS so-2 10"STRIPE THIS SIDE _ 0CAn0N TIGARD.OREGON PM SE -o PAINT.GALVANIZED ONO.INBOM REMARKS �.— swell 8 p r VT 2 AM HOLES IS/I80 UN.O.ON DRAWING ICONIRAcoon COLAS JOB No. - - TOTAL WERD41THIS DRAWING 2 BOLTS:,125IMO.ONDRAWING IENGINEER MILLER MG No. 501POI1 1'-3*16 I 3'-371116 . 107 • • '07 _ 0' 0 fV Th Rig g SUBMITTAL REVEW o maw a ew p ___ _ bNa EN .:.-, 4. __..__ � PL1/18X241=118x4'-7114 I} evGON _ N,: :!! DATE10.31.2021 �gz.oa �e E0 N f,SG EXPIRES 211,14L. I E 110/18202/I REVISED PER REVIEW COMMENTS SE TD D 109RN202< REVISED PER REVIEW COMMENTS SE TD I REV.I DATE DESCRIPTION BY CHKD BY 2 - PERF PLATES - 501P016 FABRICATION RELEASE# MT. HOOD STEEL 6 WOOD BILL OF MATERIAL WWW.HOOD-0W M 5900 ANCZORaUVEERR,SUITA E MARK PTV DESCRIPTION LENGTH WEIGHT REMARKS SHOP NOTES — - SHEET"mix PERF PLATE w,w,e 2 PERK PLATES SO-/REV-I •AIL COPES TO NAVE AMIN I/2'RADIUS TIP PROJECT NAME DARTMOIITI I CROSSING DRAWN BY CHECKED BY m,Ia .e 2 MM.. 42 DOI ABs �S�R�TfQSS� -LOCATION TIGARD,OREGON PM SE - 2A SIVF SECURITY SCREW BOLT 0O ve• NW PAINT:SP1 PRIMES U N.O.IN ROM REMARKS 'CONTRACTOR COLAS .JOB No. - HOLES:I5/I o0 U.N.O.ON DRAW/NO TOTAL WEIGHT THIS DRAWING /2 BOLTS:A2I U.N.O.ON DRAWING ENGINEER MILLER DRD No. 501P016 4 ii --- 1'-017/, 1-0131. 1'-o14. SUBMITTAL BMI TAL REVIEW .dsocn o rw o ARM SPROIRRIBIBI �`8 114 9(y e101mE 5 MIIIIIIIMIIME .� r q ORE(lO0 y Q- BY r 2r"DATE 11 31 202 FO N.1', , -... .- _ I EXPIRES 12.. E 10/18/2024 REVISED PER REVIEW COMMENTS SE TT OD.._ .. 0 09/26/2024 REVISED PER REVIEW COMMENTS SE TD REV• DATE DESCRIPTION BY CHKD BY 4 — PERF PLATES — 501 P017 FABRICATION RELEASE# MT. HOOD STEEL & WOOD BILL OF MATERIAL WWW.II00D-STEELCOM 5900 NE I52nd AVE SUTTE 260 .09.«says VANCOUVER,WA 98682 MARK CITY DESCRIPTION LENGTH WEIGHT REMARKS SHOP NOTES 1 SHEET THIE PERF PLATE _ 50I1.0r a PERF RATES SO-2 •.ALL COPES TO HAVEAMIN I/O'RADR'S TVP PROJECT NAME DARTMOUTH CROSSING DRAWN TY CHECKED BY w,ro„ • XRMO.1689016 62 .1 Aw �--s STRIFE raCSNE LOCAT11/A TIGARD.OREGON PM SE PA <8 WO SECURTY SCREW BOLT 0'O.. Site RT:SP?PRIMER DN.O.IN BOM REMARKS \TRACTOR HOLES.IS/160 U.VO (T) .ON DRAWING COLAS 108 No. - - TOTAL WEIGHT THIS DRAWING 82 BOLTS:A325 U.N.O.ON DRAWING I ENGINEER MILLER DIG No. 501 E017 MINBL • TOP, 1'-39116 4'-77/6 TO) I il Pi0 4 N y Th6.0 C! C _y • t? 5'-104,8 -. •4 SUBMITTAL REVIEW ores.E9*If NIo s ire -y $ 1 PL1h6X241%6 K 5'-11 1 C MMr •::.÷...::=':"..._="'""',..= ........ eM.rrs =ee�nre.s= ee eoo,soE�- 19..e ti'�P BY A---1( DAh 10.31 202• F0 R P194 I EXPIRE6.]Il1IDIl 1 E 110'1B2024 I REVISED PER REVIEW COMMENTS SE TO 0 09MB2024 i REVISED PER REVIEW COMMENTS SE TD REV. DATE I DESCRIPTION ; BY CH10 BY 2 - PERF PLATES - 501P018 FABRICATION RELEASE# MT. HOOD STEEL Q WOOD BILL OF MATERIAL WWW.FI3BSS S�LCOM 5900 ANC2OdUAVE.WA E 98682 MARK OTT DESCRIPTION LENGTH WEIGHT REMARKS SHOP NOTES __.. ,SHEET THIE PERT PLATE wimps E PERT RATES SO19EV-I •ALL COPES TO HAVE A MIN I/1'RADIUSTYP PROJECT NAME DARTMOUTI I CROSSING DRAWN BY CHECKED BY Rime 2 raawl.IemnOle Se BIG Ax �srRSE MS sme 1ocATION TIGARD.OREGON PM SE PAINT:SPJ PRIMER U.N.O.IN BONI REMARKS — --- -' asae HEREDITY SCREW SOLT vor y Sr HOLES: 11N.O.ON DRAWING con I RACTOR COLAs JOB No. - - TOTAL WEIGHT THIS DRAWING Se BOLTS:A325 UNO D DRAWINGje ENGINE MILLER 1 DRG No. 501P018 1-39/16 I. 6-0 701, /0)1 a?fOCI nwarsonmr iv SUBMITTAL REVIEW 7/1fi o) D O IrIaIERa�R! 8 .- -� BY •,i'\�1k1.4 DATE 10.3,202' T-213116 - .,,NG1NEey'. ewIOPE PLV18X24 1q16 x T-3W18 .___..---_... �, oRE 9 0'N FI P1B Ogy,p EXPRES:144I1W E 10/1B/2024 REVISED PER REVIEW COMMENTS SE TD D 0926/2524 REVISED PER REVIEW COMMENTS SE TD REV. DATE DESCRIPTION BY CHID BY • 2 - PERF PLATES - 501 P019 FABRICATION RELEASE# MT. HOOD STEEL & WOOD BILL OF MATERIAL WWW.HOOD-STEEL.COM 13601 roa m9a 5900 NE 152nd AVE SUTTE 260 VANCOUVER.,WA 98682 MARK DESCRIPTION OTY DESCRIPTN LENGTH WEIGHT REMARKS SHOP NOTES i SHEET TIn.E PERF PLATE ,n,w• 2 Ras RATES So-143EV-I •ALL COPES TO HAVE A MB+IR'RADIUSTVP I PROJECT NAME DARTMOUTH CROSSING DRAWN BY CMECHFn BY 501Pm n T • 2 I...16660016 OI .6 0—)sIRIPB Tins me ___.__LOCATION TIGARD.OREGON PM SE PAINT:SP3 PRIMER U.N.O.IN BOM REMARKS — ---—-- 24 YS'OSECURR LT bL]K V SCREW BOO Sao HOLES:IS/I60 UN.O.ON DRAWING CONTRACTOR COLAS JOB No. - - TOTAL WEIGHT THIS DRAWING II BOLTS:A25 U.N.O.ON DRAWING ENGINEER MILLER DRG No. 501PO19 I 34'4 I WAGNER G3314 SPLICE LOCK SUBMITTAL RENEW . 0 ra�lla�w CI I�wase HON6 E s 113 QF° BY �.�„ J.•....• DATE t03J.p2 N SING EXPWES-..Jlllllm. E 10/18/2024 REVISED PER REVIEW COMMENTS SE TD 0 0926/2024 REVISED PER REVIEW COMMENTS SE TD REV. DATE _ DESCRIPTION BY CRIED BY FABRICATION RELEASE# MT. HOOD 2 - SPLICE LOCKS - 501 R001 STEEL & WOOD W W W.HOOD-STEEL.COM 5900 NE 152nd AVE SUITE 260 13601604.6HE VANCOUVER,WA 98682 BILL OF MATERIAL SHOP NOTES SHEETTnTE SPLICE LOCK MARK OTY DESCRIPTION LENGTH WEIGHT REMARKS •ALL COPES TO HAVE A MIN I/V RADIOS TYE PROJECT NAME DARTMOUTH CROSSING DRAWN BY CHECKED BY sospool 2 SPLICE LOCKS SO-2 STRIPE TM SIDE LOCATION TIGARD,OREGON PM SE PAINT:CALVANRIDU.N.O.IH BOM REMARKS— soot. 3 WAGNER 03314 3 eq ASSHOLES:15/1SPU.N.O.ON DRAWING CONWACIOR COLAS i JOB No. - TOTAL WEIGHT THM DRAWING S BOLTS:A325 U24.0.ON DRAWING I ENGINEER MILLER DRG No. 501R001 BILL OF MATERIAL 1 MARK CITY DESCRIPTION LENGTH WEIGHT REMARKS 1 woRom 1 GUARDRAIL Bat 1Y1RWI 1 LISSI-1251-1/.085 Td SUE 9 A513 .25 5 1582525.010 T-1 IMP Al A512 MOM 1 HSU/UK:083 3'f 1M' D A513 molo 15 15.1.1051.1..065 3.5518• ITO A51J Nov 2 HSST1.1-1.065 T-55/15. 1T A513 eeme a PL1500 SAP 0'-23I8' 2 AM Mon 5 PLITTA 3M (5d' R AM "slew 8 PL30509119• 0.-112. 1 505 5.0e1 00 FIKVIER IT 231T 11 AM won ao PBNIPx6/8• 71 1MM 109 AJe 12 TWO SIMPSON MEN HD-GALV BOLT OME BM 3 1T0 ATM GALV BOLT TT I, Soo TOTAL WEIGHT THIS DRAWING 430 3'"7 16 3'-85/16 3'-84'16 3'-8/16 3'-854 3'-55'16 31/8 9Ca14 41/8 41I8 9@4 4% 41/6 9@4 41. 41/6 944 41/2 ,41/_ 9Q4 41/8 41% 944 41/6 19 arc_ z w � W U Y N p5068-7 TYP 15(16"0) 21h, 21 22'-14'4 �4 }4'4 41 S-6%'16 (5/'16"0) p5067 p5131 TYP TYP C 9hB"0 VENT HOLES VENT HOLES(5�y0) p5137 TYP s 118 V<lYP 1 C/TYP 1� C his"0 1 pp5069 "71 r//j V\ VISUAL CHECK TYP< h\ TYP -h5032 HOLES FOR N TYP U.N.O. GALVANIZER o 0 0 ..—� 501 R002 ON 1503, 1 1 1 1 . N in 4 0 Nt N N N 15034 1. • _ __ _ _s A h5025 = ® ® ® ® o TYP U.N.O. 22'-14'4 ( /1R"0 J 1k V<TYP CL TO CL HOLES VENT HOLES �a 0-.,es W ��)G13PE:411 q '09-2�1OS' SHOP NOTE: EXPIRES.195.2.. SUBMITTAL REVIEW '1.ANY MATERIAL NOTED"GALVANIZED"IS TO BE HOT DIPPED SIMITIRM.1 o .� GALVANIZED AFTER FABRICATION IN ACCORDANCE WITH ASTM A123. 0.ee94.eo..ew DI 8�11eea�®Ba 2.ALL SHOP WELDED CONNECTION TO BE SEAL WELDED ±~r7.y IN ADDITION N WELD AS SHOWN ON DETAILS. 3.SEAL WELD ALL CONTACTING MAIL NOT WELDED. 4.ALL SHIPPING MARKS TO BE SCRIBED,METAL TAG OR OTHER APPROVED METHOD. By , ,_ 0.,...,..DATE 10 31 2D2' 5.PLUG ALL VENT HOLES AFTER GALV E 1011 8/2 0 2 4 REVISED PER REVIEW COMMENTS SE TD D 09/26/2024 REVISED PER REVIEW COMMENTS SE TIT REV DATE DESCRIPTION BY CHKD BY MT. HOOD FABRICATION RELEASE# STEEL & WOOD WWW.IIOOD-STEEL.COM 5900 NE I52nd AVE SUITE 260 13601609M88 VANCOUVER.WA 98682 ONE - GUARDRAIL - 501R002 SHOP NOTES SHEET TITLE GUARDRAIL • LLCOPES TO HALF A MIN IV RADILS rip PROJECT NAME DARTMOUTH CROSSING DRAWN BY CHECKED BY ®-->STRIFE Sus SIDE LOCATION TIGARD.OREGON PM SE PAINT:GALVANIZED USA.IN BOW REMARKS HOLES.ISIIKfUN.O.ON DRAWING CONTRACTOR COLAS JOB Na. - - BOLTS:,L12511N(J.ONDRAWING ENGINEER MILLER ORE No. 501R002 BILL OF MATERIAL MARK OTY DESCRIPTION LENGTH WEIGHT REMARKS w1x0w 1 GUARDRAIL 4.2 1 emalo3 1 H551.1201.1323.005 3-0918' 9 A513 neon 5 1.18.52328.063 311/4 SA .13 neoa 1 1.4552X23.033 3.11r4' 9 .13 .832 15 14551-1231-1/23.5 3.6 6/16' 130 A513 .04 2 14551-1.1-1323.065 3-65/83 17 A513 Hoer 0 PL1 re.39' 0,2 NV 3 AM ww 6 PLta•YA 3/4. ae• . A36 * 6 PL113'K1112' 0,11? a A36 0111 60 4954-%6/3• 0,NY 11 A36 p1e7 60 PB5/6'45A' 2,1 TIT 109 A36 12 YCOSIMPSON nrENHD-GALV BOLT ITV S3. 3 1/201301 GALV BOLT 0-21T 3B. TOTAL WEIGHT THIS DRAWING 430 y 3'-74'16 3'-84116 1 3'-84'16 3'-8466 3'-84'16 3'-84'16 31/8 904 41/8 41/e. 9a4 41/e.41/ 904 41/8 41/8, 9@4 , 4118, 41/8 , 9cav?4 ,p1t 41/ , 9014 ,41/6 2 y11h r -0 `-0 N N • • • • •O• � p5068� • • •U • r •u of TYP 21/2A 21/ iN r 14'1fi0) KEEP 19/16 CLEAR 1,4 22 14'4 3'-6'1e (�l'lE 0) p P67 TY (�18•jp VENT HOLES p5131 TYP /TYP VENT HOLES 4 y — "0) P5137 TYP 1/6�/\ ,� TMP VISUAL CHECK o 0 --./ 501R003 . . . / 89 a l� N I N 1n N N 2 th lT N 2 II I . —. h5025� / ® ....5TYP U.N.O. 1V<V1 TYP C 9h6"0 VENT HOLES 0:ON F, c b3PE- 11 2t0t��r�P �F0 N F15G SUBMITTAL REVIEW f. SHOP NOTE: EXPIRES:,=31.2�25 o...meow 1.ANY MATERIAL NOTED"GALVANIZED"IS TO BE HOT DIPPED a 14RR00.10.61./. ❑88.11eI1.1.11118 GALVANIZED AFTER FABRICATION IN ACCORDANCE WITH 123. ASTM ITIO2.ALL SHOP WELDED CONNECTION TO BE SEAL WELDED _ __ IN ADDITION TO STRENGTH WELD AS SHOWN ON DETAILS. 3.SEAL WELD ALL CONTACTING MATL NOT WELDED. �, .,�e ...................„.........__�DATE tD at 2oz 4.ALL SHIPPING MARKS TO BE SCRIBED,METAL TAG OR OTHER APPROVED METHOD. 5.PLUG ALL VENT HOLES AFTER GALV E 10I182024 REVISED PER REVIEW COMMENTS SE TO D 056262024 REVISED PER REVIEW COMMENTS SE TD REV. DATE DESCRIPTION BY CHKD BY MT. HOOD FABRICATION RELEASE# STEEL & W000 WWW'.HOOD-STEEL.COM 5900 NE 152nd AVE SUITE 260 I.,809e086 VANCOUVER,WA 98682 ONE - GUARDRAIL - 501 R003 SHOP NOTES SHEET TITLE GUARDRAIL •.ALL cvpE.s TT3 HAVE A MIN In"RADRS TYP PRDJECr NAME DARTMOUTH CROSSING DRAWN BY CHECKED BY STRIPE THIS SIDE LOCATION TIGARD.OREGON PM SE PAINT GALVANIZED CND.IN B011 REMARKS HOLES:15/I 40 E.N.O.ON DRAWLYO CONTRACTOR COLAS JOB No. - BOLTS:A325U.N.O.ONDRAWTNG ENGINEER MILLER DECNo. 501R003 BILL OF MATERIAL 1 MARK OTY DESCRIPTION LENGTH WEIGHT REMARKS 1 soma 4 GUARDRAILS s0.2 solwn 4 HS5I.IRX1-1/2.8055 3d18 3e A513 won 18 H552X2XO. T.1 Or I. A513 neon 4 H53382%083 3'-11/4' 35 0513 m. 8 HSSITTRI-12065 ]'d 3I0' 73 A513 won 48 Nss1-1.1-1am,. 3d]/e 4. A513 pew 20 PL1/4•X23/81 p 23le 8 A38 K 20 PUTT).NC Od . A35 OM 24 P./18,1 1T. 0.1 iTT J A38 pm 220 8135•e-8581. a21T et Ale peon 220 8e8e-8.8. TT 1rz1 e21 A. 40 38110 SIMPSON DIRTI HO-GAIN BOLT OW 538 12 1?0 A307 GALV BOLT 0-211T 588 TOTAL WEIGHT THIS DRAWING 1522 y 3'-948 3'-103I6 t 3'-1 OS 3'-103 I 3'-10% 23'1 106t4 13366 33/16, 1044 341§,3416, 10a4 33/16 33/16, 10(dI4 3416 33/16, 100)4 3*I6 yT. cc a w w -2 W U Y 49 p5068- TYP 21h 21 1511E"0) 3 1s'a ' . 1/1. 3,8543 p5067 (9/'16"0) p5131 TYP TY (�'16"0 VENT HOLES VENT HOLES TYP C/TYP (9/7fi"0 p5069 Sig"0) p5137TYp 1��/ 14V\ VISUALCHECK o Tp\1g\ TYP !// /` -h5037 HOLES FOR / 1,�/ IN , 501 R004 / TYP U.N.O. I GALVANIZER 11 / I I I N 0 4 co N O 17 l7 L N ® ® = e h5025� A TYP U.N.O. 19,4 (�'t6'0 /1�V<T\,P CL TO CL HOLES VENT HOLES KEW P--00 W<,N L �k e1013P tl l"y 47 N T1'/20••'Ba5P CFO5' SHOP NOTE: ,3•nn SUBMITTAL REVIEW 1.ANY MATERIAL NOTED"GALVANIZED"IS TO BE HOT DIPPED 4f a4vns 0 REVIEW nnn GALVANIZED AFTER FABRICATION IN ACCORDANCE WITH WM ASTM A123. 0 wPOMIOn.14• 0 WM,P.eeBs 2.ALL SHOP WELDED CONNECTION TO BE SEAL WELDED IN. ~=-'� F__ 3.ADDITION TO ALL STRENGTH WELD AS SHOWN L DETAILS. 3.SEAL WELD CONTACTING MAIL NOT WELDED. _ 4.ALL SHIPPING MARKS TO BE SCRIBED,METAL TAG OR OTHER APPROVED METHOD. BY . 9.ii^TDATE 10 31292 5.PLUG ALL VENT HOLES AFTER GALV E 10/18/2024 REVISED PER REVIEW COMMENTS SE TD D 0926,2024 REVISED PER REVIEW COMMENTS SE TD REV. DATE DESCRIPTION By CHKD BY MT. HOOD FABRICATION RELEASE# STEEL & WOOD WWW.IIOOD-STEELCOM 5900 NE I 52nd AVE SUITE 260 136015096668 VANCOUVER.WA 98682 4 - GUARDRAILS - 501 R004 SHOP NOTES SHEET TITLE GUARDRAIL . LL A <CN'E8 To HAVE A KILN Ir"RADIUS T YP PROTECT SAME DARTMOUTH CROSSING DRAWN BY CHECKED BY STRIPE THIS SIDE LOCATION TIGARD,OREGON PM SE PAINT:GALVANIZED U.N.O.IN BOM REMARKS HOLES.15/160 U.N.O.ONDR.AWLNG CONTRACTOR COLAS 106 N,, - - BOLTS:A3'-5 O.N.O.ON DRAWING ENGINEER MILLER _JOB No 501R004 BILL OF MATERIAL 1 L MARK STY DESCRIPTION LENGTH WEIGHT REMARKS 5 x1666 1 GUARD.. 562 80,B0o8 1 HS51n/2%1•12%085 3'.0 lID 7 A513 man 3 H552M%083 3,1 1/4' 27 .13 N1m 1 H552323.083 3-11/4' 9 A513 Naar 8 HSS1.12Y1.1/2%.085 RA I/4' 59 A513 was 3 H551-12%1-12%.085 3'L VC V A513 mon 1 1-1SS2%2X 053 311/4 8 A513 65.1 3 H551-12{1-12Y.085 0.13/18' ! .13 HOOT 5 PL1/4,23'9' 0'23/8- 2 A38 HMO 4 R10%A3/4' 0'A' 22 Am H0w 5 R118'%112. 0',11,7 1 A38 Anm 1 PL12'%4Y! O-B. 5 A38 05151 37 F135R'%5'8' 0-21? 10 A38 pfln 37 F5540%50a' 2-112' 1. A38 10 3433 SIMPSON MEN HD-GAL,/BOLT OS Sib 3 1?0 A307 GALV BOLT 0.312' S8e TOTAL WEIGHT THIS DRAWING 282 1 3'-21/4 3'-21/4 3'-21/4 3'21/4 L ,31/8 8/ 4 31/8,31/8 8@t4 ,31/8,31/8. 8a4 31/8,31/, Ba4 L31/8 n _ • •1 •�• I 1•N• 5068 2 3 TYP U.N.O. 15I16"0) 21h, z1h , KEEP 13'16 CLEAR 12'-11 L 013116 5'16"0) 2 61416 „s�7 VENT HOLES Vp5131 TYP 1YP �, �,PUAL C (�'te"0p5069 p5137 TYP1�V1�V -h5027 VISHOLES FOR VENT HOLES TYp�1�� Typ�' oSO1R005 TYP U.N.O. GALVANIZER \e o 14 \ w Il h5031 M 10 h527 v o N N i.2 4 Q 1n M = c ry h5028 1..11 3 I C V'e ~ VENT HOLES \l/8VP A"A �N. e t . / qFO H 25A1' SHOP NOTE: E%PRES „1„„,„,,,,,,,,„„...,,SUBMITTAL REVEW 1.ANY MATERIAL NOTED"GALVANIZED'IS TO BE HOT DIPPED 0 avueew.r GALVANIZED AFTER FABRICATION IN ACCORDANCE WITH 0 wam�w4rAole 0 slroolls ASTM A123. T�'� d y�+� ALL SHOP WELDEDCONNECTIONWELD O E SEALWELDED IN ADDITION TO STRENGTH WELD AS SHOWN ON DETAILS. 3.SEAL WELD ALL CONTACTING MATL NOT WELDED. 4.ALL SHIPPING MARKS TO BE SCRIBED,METAL TAG R.__ �-�•�s OR OTHER APPROVED METHOD. By .,.,).,,- A,,,: DATE 10 3I 20Z 5.PLUG ALL VENT HOLES AFTER GALV E I0/18R024 REVISED PER REVIEW COMMENTS SE ID D 09/26/2029 REVISED PER REVIEW COMMENTS SE TO REV. DATE DESCRIPTION BY CHKD BY MT. HOOD FABRICATION RELEASE# STEEL S. WOOD WWW.IIOOD-STEEL.COM 59(8)NE 152nd AVE SUITE 260 135011,9-6688 VANCOUVER.WA 98682 ONE — GUARDRAIL — 501 R005 SHOP NOTES SHEET TITLE GUARDRAIL 'ALL COPES TO HAVE B.1/"RADR'S TYP PROJECT NAME DARTMOUTH CROSSING DRAWN BY CHECKED BY (3)--3 STRIPE TIES SIDE LOCATION TIGARD.OREGON PM SE PAINT-GALVANIZED II.NT.IN ROM REMARKS CONTRACTOR COLAS JOB No. HOLES:IS/11012.N.O.ON DRAWING - - BOLTS.A325LINO.ONDRAWINCr ENS/INFER MILLER ORDN,, 50IR005 =Nib. BILL OF MATERIAL MARK OTT DESCRIPTION LENGTH WEIGHT REMARKS \ somom 1 GUARDRAIL 902 601R00e 1 11.1-1/2%1-12%085 TB MP 8 AS13 " MOSS a NSS2%2%OM 3'111a• 3s A513 mom 1 NSS2.%.083 3't 11a• 9 A513 Mom 2 NSS1.02%1.112%085 TB 3/0 18 AS. WM 12 HSS1.112%1.11.085 3,8318' . A513 ,soar 5 P.M.NW O'33'8' 2 .8 OOP 5 PLOT.SAP VW 27 ASO OM 55 F&48/%S8. 052112. 1s .0 MN/ 55 FBSS•%5'8' 2.1 Br /55 MO 10 3/4.11 SIMPSON TITEN NO-GAIN 00.T VB. SM TOTAL WEIGHT THIS DRAWING 380 ` 3'-948 3'-104'6 3'-1049 3'-1049 I 3'-1046 24'1S 1004 13416 3416, 1004 3416 3416, 1004 3416 34161 10(24 1341934'16 10154 3416 r NI0 . . . . p5068 TYP 21/2 21/2 1426"0) 19'-4 44 3'-846 (956.'0) p5P 7 VENT HOLES p5131 TYP 'I'V (9/'16"0 / / VENT HOLES <TyP p5137TYP1V<TYP/ Ø) \ VISUAL CHECK —h5037 HOLES FOR N 501R006 TYP U.N.O. GALVANIZER c �q: _I I N T5036 a ,f 1 N N '1'F, O O In in t (V 1503G _ _. -- U. ® ® ® ® A TYP N.O5/ 1kVl\TMP (%6"0 VENT HOLES E 1,C y�d1013PE,!, I ORE 9 7.0 2p53 RP FO N F\5°a SHOP NOTE: E%PIRE32E,,TOO_ 1.ANY MATERIAL NOTED"GALVANIZED"IS TO BE HOT DIPPED SUBMITTAL REVIEW GALVANIZED AFTER FABRICATION IN ACCORDANCE WITH d- o.NR..lewn ASTM A123. o.WLIMMI.lm1• o lu.rrwlla 2.ALL SHOP WELDED CONNECTION TO BE SEAL WELDED IN�_ _ _ ��_- 3.ADDITION TO STRENGTH WELD AS SHOWN LDDETAILS. _ 3.SEAL WELD ALL CONTACTING MAIL NOT WELDED. 4.ALL SHIPPING MARKS TO BE SCRIBED,METAL TAG �."-"'�" OR OTHER APPROVED METHOD. By DATE 1D 31 202, 5.PLUG ALL VENT HOLES AFTER GALV E 10/18/2024 REVISED PER REVIEW COMMENTS SE TD D 09/26/2024 REVISED PER REVIEW COMMENTS SE TO REV. DATE ' DESCRIPTION BY COOED BY MT. HOOD FABRICATION RELEASE# STEEL A WOOD WWW.1100D-STEEL.COM 5900 NE 152nd AVE SUITE 260 13601809r6ee VANCOUVER.WA 98682 ONE — GUARDRAIL — 501 R006 SHOP NOTES SHEET TITLE GUARDRAIL `.ALL COPES TO HAVE A MIN I/2"RADII'S TYP PROTECT NAME DARTMOUTH CROSSING DR.A W'N BY CHECKED BY (3)—P STRIPE THIS SIDE LOCATION TIGARD.OREGON PM SE PAINT GALVANIZED UN .IN BOM REM ARKS CONTRACTOR COLAS JOB No. - - HOLES.I5/I W U.N.O.ON DRAWING BOLTS.AV,UN 0 ON DRAWING ENGINEER MILLER DRO No. 501R006 • Unpainted • #4 REBAR x20'-0 • _.__.. SUBMITTAL REVIEW O IIMPI Raa.A� 0�Iwm�s W9 N R,P': By ,I,,,,. ""*t^ DATE 10 31 202 FO N GIS EXPIRES ae.2. E 10/18,2024 REVISED PER REVIEW COMMENTS 1 SE TD O 09126I2024 REVISED PER REVIEW COMMENTS !SE TD REV. DATE DESCRIPTION � BY C1IKD BY FABRICATION RELEASE# MT. HOOD 2 - REBARS - 501 R011 STEEL & WOOD WWW.W.HOOD-STEEL.COM 5900 NE 152nd AVE SUITE 260 BILL OF MATERIAL IMO HJJLOEDX VANCOUVER,WA 98682 SHOP NOTES IS 'T'Tt REBAR MARK OTY DESCRIPTION LENGTH WEIGHT REMARKS •ALLCOPPS TO HAVE A MB.Pr RADIUS TOP I PROJECT NAME DARTMOLUTII CROSSING DRAWN BY CHECKED BY SO1"011 2 REBA,. SO, �Sm� SIDE LOCATION TIGARD,OREGON PM SE PAINT:Unpainted U.N.O.IN ROM REMARKS _...- WWI 2 MREIM KW M AT46 GaM1W HOLES:IS/166VN.O.ON DRAWING COLAS JOB No. - TOTAL WEIGHT THIS DRAWING M BOLTS:A325 UNO.ON DRAWING ,ENGINEER MILLER DRO No. 501R011 RODS' 1 SUBMITTAL REVIEW dF1554-36h o wrinww =..........„..,....,....= I, dr B-IIAD,I.e11 •DATE 10.31.202, A.o' e I 'Fp0 N FtsO OSPIRE4:....'6. ! A IOIIAT080 FOR APPROVAL SE TD !REV. DATE DESCRIPTION BY CHILD BY MT. HOOD FABRICATION RELEASE# STEEL & WOOD 8 - EPDXY ANCHORS - 501 R014 W W W.HOOD-STEELCOM 5900 NE 152nd AVE SUITE 260 l imn earrxx VANCOUVER,WA 98682 BILL OF MATERIAL SHOP NOTES i sneer nn L EPDXY ANCIIOR MARK OTY DESCRIPTION LENGTH WEIGHT REMARKS •All.COPES TO HAVE A MIN VP RADIUS TVP PROIF.,T\ANT: DARTMOLTII CROSSING DRAWN BY CHECKED BY ,onm• ! EPDXY rTecHaRs sos �S(RIPC'IS6SSaIE ICK.Tress' TIGARD.OREGON PM SE Omwu 8 RO03/4' (I.t? 0 F1564-30 PAINE.GALVANIZED UN.O.IN BOM REMARKS HOLES:151160 O.N.O.ON DRAWING 0U\TR00roR COLAS LOB No. - - TOTAL WEIGHT THIS DRAWING 8 BOLTS:A32SUWO.ON DRAWING iESGINEER MILLER DRG NB 501R014 I BILL OF MATERIAL MARK ON DESCRIPTION LENGTH WEIGHT REMARKS 1 WIN, 1 STRINGER SO-I BEV-1 1. wtemt 1 H5512%4%1I4 -1 ilB' iB ASWGRe pm 1 L38.2-12.16 r-r 12 A36 wow 6 1352-1/2.10 aa' 33 Am .99u 1 1.3%2.1285/16 yr 4 A36 M010 1 L.A. O-0' 9 A36 moot 1 143312%45.114 10,3 WV 248 0.500-GR.B 38211 1 14332%2R083 3'-i 14' 10 .13 taw 1 1-1532%2XDB3 3-i Y4' 10 A513 Mott 3 14031.12%1-1/2%065 2.-4' 11 A513 Mote 2 HS62.8.083 3'-i 1/B' 21 A513 18011 B 10531-11281.152%.065 3'-51N• 78 A513 Imo 1 1-ISS2%24083 3.11/4 10 A513 ,nmr 1 ISPE1-1/45CI440 1311 OW 30 A. me20 1 WAGNER 4266 1 BOI ASS mmx 1 PIPE I-1MSCH40 G-012• 0 AS3 .Om. 1 PLI?%totn- 1512• 26 AM Wee 1 MAWSJ 7-51,St 2 A3e 1/41/Q pwet 1 0.S16.5• 118 5 .3 V \\\\\+ Deco 2 FBY4.54. 1'21116- 2 AM jy OW 5 POW.316' 7-23E2 438 ym 1 PL12•X414' A36 z.n2 24 A30 ell • , ' , . e wme 6 BOOM 1St rc-112- I___—] �� rot o B X A36 t7 roo1 i FBLB"%SM' 0-312' • 88 ro S'e'tli 2i FB %S'8' 2,ST 1N 8522 22 013508 5/0' 0-26/161 i A36 1-10 6 101/2 6 ro1m 3 FBa16'Xt LP as 12' 1 A36 • rotas 1 5133116•%1 TV 8-31/2• 0 km 20 IB'O MB-GALV BMT OS SM 2 314.13 SI6PSON TITER HO-GALV BOLT 0'8 Ste 3 15213 A307 GALV BOLT OS 12' Site 12'-21/2 3'.21/4 9'-01/4 9 1 2'-1 41/4 41/16 (V NTT 1/91/2><BOTH SIDESN ? Rp 77/. HOLES 501S001 e-7% - 1N e to , allitegir 7,7> I �p414. GUARDRAIL NOT In a5003 SHOWN IN THIS VIEW FOR CLARITY.SEE ///' p S\ (ic N._ (3l4"0 a5018 Np ^<B-L1a-GF I_ -I 7 �16"0) •66 `I CJP,TYP 1-0 VENT HOLES _I FOR RAIL POSTS 'v o l '' (o7.77• in > M12<TVP In 16 2"@12 1' 1a)/<3 SIDES I I r mi i 7 7 12 1111. 7.7i: 1� TYP hfi0 ,y G a5014- I h�0j a WI 2"RETURN 1(B TYP U.N.O. p5060 BOTH SIDES,TYP>1c> - -1 co a5017 (1 1/7"0 6 6 p5059 »� SUBMITTAL REVIEW ACCESS D aw...01.n HOLES a 4MMaVICIIM All o wIfVONIom3. _ s t-,�a' t DATE 10.31 202t �b)613PE/ BY 1. FO N F10G EXPIRES'12-51a02e E 10,1812024 REVISED PER REVIEW COMMENTS SE TO D 09262024 REVISED PER REVIEW COMMENTS SE TD REV DATE DESCRIPTION BY CHKD BY MT. HOOD SHOP NOTE: FABRICATION RELEASE# STEEL II WOOD 1.ANY MATERIAL NOTED"GALVANIZED"IS TO BE HOT DIPPED W W W.HOOD-STEEL.COM 59(6/NE 152nd AVE SUITE 260 GALVANIZED AFTER FABRICATION IN ACCORDANCE WITH I.D601500e683 VANCOUVER.WA 98682 ASTM A123. 2.ALL SHOP WELDED CONNECTION TO BE SEAL WELDED SHOP NOTES SHEET TITLE IN ADDITION TO STRENGTH WELD AS SHOWN ON DETAILS. ".ALL COPES TO HAVE A BIN IT'RADIUS TIP PROJECT NAME DARTMOUTH CROSSING DRAWN BY CHECKED BY 3.SEAL WELD ALL CONTACTING MATL NOT WELDED. STRIPE THIS SIDE 4.ALL SHIPPING MARKS TO BE SCRIBED,METAL TAG ONE - STRINGER - 501S001 LOCATIONIGARD,OREGON PM SE OR OTHER APPROVED METHOD. PALar:cALVANr�Dur2.o.IN eoM REn1ARRs C CONTRACTOR COLAS TOB Na 5.PLUG ALL VENT HOLES AFTER GALV HOLES.15/160 U.N.°.ON DRAWN()BOLTS:A32.5 UN O.ON DRAWING ENGINEER MILLER DBG` 501S001-1 2'-6 3'-4 3'-4 3'-4 • GUARDRAILS ARE 3 6@4 3 10(d4 10(G4 10{04 OFFSET FROM ' CENTERLINE STRINGERaf 21 p5068 X m5030 21 R Dr , I N N VI %qiefa) m5029 p5069 ikD<TYP (561"0� `M18•Q1) p5131 VENT HOLES Ar N. _..N. fi r/ h5015 N �� �, .4 II II II 1;501N II I` (q'1fi•0 VENT HOLES -q . L I ■ g 43r TYP `- 134 p5 :11111111111 ���r? p5133 (Thfi'0� `6 TYP U.N.O. W acc \ p5132 El Tv ,r ` TYP U.N.O. o r \ a N WP>161/r. p 4 67 9 1`;\h.2j lik H501 "j �I `��. (A4B"0) VENT HOLES s• C 00 -.Nil I` `:„ VISUAL CHECK 1 ` HOLES FOR 4 { - T J i\ GALVANIZER II V �7 P U 1.0. �\ 0,» G m5029 m I If m ry I • OP 6 2'-6 21/ ate/4 / . , . 1) TYP n t' 7, n TYP �--. t (445 0 3,-8 . VENT HOLES VISUAL CHECK <TYP 1r 6UWAITTAL REVIEW HOLES FOR 1�V ,�'• �+��0 GALVANIZER P 0 1a � 11S 0 _ Q,ao PRRr - ry "10F.� __ _ ��newt a�mtl El ............-------....:_. .---.......--_---- L ry BY i.)„,,v.k„..„ DATE"31.202' o- i 91•` FO N F\5, E%R1E8:JHLLB. E 10/18/2024 REVISED PER REVIEW COMMENTS SE TO D 09/26/2024 REVISED PER REVIEW COMMENTS SE ID REV. DATE DESCRIPTION BY CIRID BY SHOP NOTE: MT. HOOD 1.ANY MATERIAL NOTED"GALVANIZED'IS TO BE HOT DIPPED FABRICATION RELEASE# 5 T E E L F WOOD GALVANIZED AFTER FABRICATION IN ACCORDANCE WITH W W W.HOOD-STEEL.COM 5900 NE 152nd AVE SUITE 260 ASTM A123. I5AOI109-4600 VANCOUVER,WA 98682 2.ALL SHOP WELDED CONNECTION TO BE SEAL WELDED SHEET WILE IN ADDITION TO STRENGTH WELD AS SHOWN ON DETAILS. SHOP NOTES 3.SEAL WELD ALL CONTACTING MATL NOT WELDED. ,••ALLL COPES TO HAVE A MIS IX RADIUS TYP PROIECr NAME DARTMOUTH CROSSING DRAWN BY CHECKED BY ,ry. 4.ALL SHIPPING MARKS TO BE SCRIBED,METAL TAG •STRIPE THIS SIDE LOCATION TIGARD,OREGON PM SE OR OTHER APPROVED METHOD. ONE — STRINGER — 501 S 0 01 PAINT:GALVANIZED U.N O.IN BOM REMARKS CONDUCTOR COLAS JOB No,5.PLUG ALL VENT HOLES AFTER GALV HOLES.15/160 UN.O.ON DRAWING BOLTS:A325 U.N.O.ON DRAWING ENGINEER MILLER DRG No. 501S001-2 BILL OF MATERIAL MARK ON DESCRIPTION LENGTH WEIGHT REMARKS • \ 56,ycax , STRINGER SORB.1 nnw 1 483120401/4 5.17/8' 76 A500AR.B *SOW 8 L38.2-1I285/18 VB. 33 Pas .014 1 l342.14285I16 0.9' a Alb one 1 LAMM, 02 9 Ale gone 1 L382.11285/16 Y-,' 12 A. 18007 1 145512848141 144J VW 248 0.0-GR El NW) 1 H392824.083 3'-711' 10 A513 560,4 1 11592020.083 3'711' 10 4513 was 3 14S91.1281.112%065 17 MIS BAB 2 1155282%.083 3'-7 t/8' 21 4513 IW1. 9 HSS1-1I251-1/28.005 3'-7114' IS 4513 Nn1e 1 14532424083 3 7t14 10 4513 "a0z, 1 PIPE1-1I450440 13'-115/16' 30 453 mox 1 WAGNER•286 1 BOI 453 mon 1 184.E1-1/49CIH0 OW WY 0 A53 00ee 1 PLI42.810 EY .5 EY ze Am WOO 1 PL1/4 K4 0.-5 1, 2 A30 /14V LAM 1 PLEA,' 02'1B 3 A34 V pot 2 FBY18•%1' 8' 2 ale39 5 PL,/4•42 ' 2 A36 84/48 1 18142%414 02' 5 A. r • • 4 • V pm 8 PL1,6,11, 0 1 irz' 1 A30 1 1` I I FBS'B'•- 211? 24 Am!7 • �J 1� I L_� pnA 3 • • p1>n 7 FB1a-zsa 0.-2-z In me • p132 27 FB5/5.85re. Yasre• 94 A38 r As. 27 8515/8-898' BR9/11R 7 A34 p M 3 FB3/10,1 III' 0,3 EY 1 ABB 101 6 1.-10 A38 20 18.9 MB-GALV BOLT 0, SRe 2 344.E SO.,.ETEN HO-GAIN BOLT GR. Vs 3 1?0.07 GALV BOLT 0-2 VT SM 12'-212 9'-01/4 3,214 41/4 2-1 1 9 9/16"0) 7' VENT 41/16 HOLES 1911•eO w/2"RETURN\1p\ 11h"0) 1 BOTH SIDES/ 111/ VENT HOLES 11 1.1 501S002 cn 191• b - v3 GUARDRAIL NOT 1 i a5019 In SHOWN IN THIS VIEW e FOR CLARITY.SEE 1111. SHEE 5015002-2 ,- \-p5063(B/S) p5061 ,.1111- BACKING BAR P 341.E) 4 JOIN- Ike GP P 1q VENT HOLES 1'-0' B-Lia-GF\ N a5016 o FOR RAIL POSTS 1i1, CJP,TYP/3h6 1�l• 0 4 4., 1 Typ>1t 1118/ 2Y�12 (1/8)I� Tn 2"Qa 12 •1�1 1' 3 SIDES IIV m kv TYP\> • 191 g656 m / 111�• S- 12 G s p5060 oD r6(P1 //16"0) . -a5014 lip\/w/2'RETURN TYP U.N.O. 1t \BOTH SIDES,TYP u. a5017 F 1 1h"0 p5059 6 6 , BOLT ACCESS HOLES 1n�-SUBMEFTAL REVIEW ❑MIKIIMEMMINT 0 ...........=.........,.......„...:.: ..�..—....—.-.... .ti,.e— r 6w13PE �-a rDATE 1D 31.2U11 , GsG. BY . e /TgFO Ne 4\5& EXPIRES:'G . E 10/18,2024 REVISED PER REVIEW COMMENTS SE TO 0 0&16/2024 REVISED PER REVIEW COMMENTS SE TD REV. DATE DESCRIPTION BY CHKD BY SHOP NOTE: MT.LHOOD FABRICATION RELEASE# & WOOD 1.ANY MATERIAL NOTED"GALVANIZED'IS TO BE HOT DIPPED W W W,HOOD-STEELCOM 590E NE I 52nd AVE SUTTE 260 GALVANIZED AFTER FABRICATION IN ACCORDANCE WITH ASTM A123. ONO,60,6688 VANCOUVER.WA 98682 2.ALL SHOP WELDED CONNECTION TO BE SEAL WELDED SHOP NOTES SHEET TITLE IN ADDITION TO STRENGTH WELD AS SHOWN ON DETAILS. 3.SEAL WELD ALL CONTACTING MATL NOT WELDED. •ALL COPES To HAVE A MIN t/I RADIUS TYP PROJECT NAME DARTMOUTH CROSSING PRAW..BY CHECKED BY 4.ALL SHIPPING MARKS TO BE SCRIBED,METAL TAG STRIPE THIS SIDE LOCATION TIGARD,OREGON PM SE OR OTHER APPROVED METHOD. ONE - STRINGER - 501 1 S002 PANT CALVANRED U N.G.IN BONI REMARKS CONTRACTOR COLAS JOB No. - 5.PLUG ALL VENT HOLES AFTER GALV HOLES.15nw U.N.o.ON DRAW.c BOLTS:A325 U NA,ON DRAWING ENGINEER MILLER DRG No. 501S002-1 • • 3.-4 3'-4 3'-4 2'-6 10(&4 10@4 10(0d4 3 6W,4 3 GUARDRAILS ARE OFFSET FROM i CENTERLINE STRINGER P5068 21/2 21/2 D. 0 m5030 W m aP ar p5059 � - V 1 . d47 • -Ti ct aF C' o a5017 a5014 a5019 it `, (15,18'0 m5029 ig TYP 1 (%eV ;OW0 P5069 VENT HOLES )p5131 ery-�� 4f ''D511015 C, 1 El II DDV;S 11 11 I II <F V 0) II II II II II II II --41 TYP VENT HOLES 1 TYP U N.O. C1 j•38 p5I134J Theo)I N p5132 TYP U.N.O. (� $ .o m i'q G V M p5067 �� I t i m TYP r,91� TYP 11 I 'a to 0/01 VENT HOLES (9W6"fD lair � � to h5;,15 —.� _eVISUAL CHECK �° HOLES FOR 1�/ GALVANIZER '/ F.' \ ' . 5' 111 p5 m G T` ��� U.N.O. `1 - m5029 a 111�/ tn:1 L � � _ 21I 2'-6 6 v 1 110/0011111111111110 I.1 9 TVP b/ ° 1$V<TYP n n VENT HOLES 355 1 p,�TB"V/f ) TS - NM VISUAL CHECK TYP HOLES FOR 1t► GALVANIZER P. s-. .. .r �ms�SUBMITTAL REVIEW o meTr0....fr ❑nRxainMw o Brn -p506 ......_...._....,........ /,, • , ._ 91h BY^a1111 i,.,:i! ...BATE10,31.402.1 � Her "0N P190 ExPWEELIMN i. E 110HB2024 f REVISED PER REVIEW COMMENTS SE ID i D 09126/2024 REVISED PER REVIEW COMMENTS SE TO `AEV DATE DESCRIPTION BY CfROJ BY MT. HOOD SHOP NOTE: STEEL 8, WOOD 1.ANY MATERIAL NOTED"GALVANIZED"IS TO BE HOT DIPPED FABRICATION RELEASE# GALVANIZED AFTER FABRICATION IN ACCORDANCE WITH W W W.HOOD-STEEL.COM 5900 NE 152Dd AVE SUITE 260 ASTM A123 (SE)RY-EVIR VANCOUVER,WA 98682 2.ALL SHOP WELDED CONNECTION TO BE SEAL WELDED SHOP NOTES SHEET TITLE IN ADDITION TO STRENGTH WELD AS SHOWN ON DETAILS. 3.SEAL WELD ALL CONTACTING MATL NOT WELDED. •ALL COPES TO HAVE A MIN IC'RADIUS TYP PROJECT NAME DARTMOUTH CROSSING DRAWN BY C,IEEED BY 4.ALL SHIPPING MARKS TO BE SCRIBED,METAL TAG STRIP E THIS SIDE LOCATION TIGARD,OREGON PM SE OR OTHER APPROVED METHOD. ONE-STRINGER-501S002 PAINT:OALVAN®D.N.0LNBOMREMARKS CO HOB No.5.PLUG ALL VENT HOLES AFTER GALV ROIPS:I5/160 ENO.ON DRAWING BOLTS:AID CND.ON DRAWING ENGINEER MILLER DIM No. 501S002-2 BILL OF MATERIAL MARK OTT DESCRIPTION LENGTH WEIGHT REMARKS l 1 w,xm 1 STRONGER so-1s., • s•,sms , Hss,zxlzva ra Ye• a AsooGR.e sem 1 L30-1128618 r 1 12 Ate 4em, 1 L30-1306113 r1 12 0e •sm1 16 33x2-125Y16 ow 67 Ate \ wn,e 1 1.45012 aA' 9 .6 3 SIDES) 1 HSS125.1// 182641 465 AwOGR.B 11417 MOV 1 1463128.1/4 rO VW /a ASOaGR.B /� lame 1 HSSZOX.063 a.]1/B 10 AS13 i�' ` re. 1 H65208.063 3'.)Y/' 10 A513 room 4 41 13 •�— . • . G \ Mole 15 HSSzx2Kmt VATJ. 11 A513 \\•t` 3 HSSf-,nz1�12t 085 A513 v • • • O HSS1-1/281•121.130 3,11e' E 1 — I L�I I I LJ I _-J �J I_J _I I- L-1 L I I J L- I I J I 11 1 S' 3 10320%083 Y1• 16 A5,3 Nss1-trx,tnx ohs zr A513 ,Mow 1 PtRE1-1NS0H10 2a-0' /3 A53 41716,, .ozo 1 WAGNER 11266 1 Bd A 63 /, mow 1 -v/sOHa 0-0 121 1.-10 6 111/2 6 6 • 101 4 • 5 4 9 "4m1 _ 1 PIPEI.IN.3CHIO a-3Y16• t AS3 • , " pxe, 1 PL.... ,V 3 AM ow, 1 8133/1e•30' t 2t/1fi' 3 Ate .. 1 P4112•810 VW 1 J 22 .6 MOM T PLIN'823/8 tl-2?!6' 3 A36 21'-6 Mom 0 PL3ne•x„2- a-„2• 44 A3e Mix 13 FSvexvr r-T 12• me 1 17'-0 2'-8Va PROPOSE as,2• {6. 45 Fesre•zsa• r.t Ne• ,u e 1 41/4 2'-1 3 mm, 45 F6tie•2W a-20/1e' II - A3AJe 44. 1 033/1e151 Le 831/2. , A36 ,111•R° 8BA G p�A � RY,ex„;, a-3,Y,6• 0 A6 1 Fev16•x,,;r a3,/r o A3e 11�. 501 S005 3e 31e'e MB•GALV BOLT .2. See y 1., 'f -_ . t 3880 SIMPSON TRES ND-GALV BOLT a-aIn• she v 1rre A3oT GALV BOLT a-z Irz• Ste S11• b I _ _ _ _ a5004 rn •..,11, --p5064 ,,191' BACKING BAR A 1 MIMED `III 4 6 �11. 3I16 GNP 1 '' B-L1a-GF ['� GUARDRAIL NOT CJP,TYP>3h6 I SHOWN IN THIS VIEW 11. FOR CLARITY.SEE 1.5 ammo SHEE 501S005-2 i • �i �"11r �. o + p5064 VENT HOLES T' +++ FOR RAIL POSTS ,,1N• o yze A-A 1' Nibi, ys11r s Y'1i1• ,. rn 111 1' ,,,1)• 1' 511,• 1-0 1' Pl' 111• '15:t 1' 1p p5061 .. ,5111. '� 5,0p14 r (1 12"0) TT 26 VENT —a5018 HOLES b ,r 12 h5010 r e 7716"0) �� SUBMITTAL REVIEW c I I -a5014 CONTIM UM 0 O.MO OWN D.ViCONI M111.s 0 WWI Lo a5003 TYP U.N.O. — —� 7. E1�''aHE�ts iiil ~ , 17a\/wl2"RETURN ev .h'�`I x DATE=, \ 1/g/\BOTH SIDES,TYP 10.31.202 / , OREGOM TYP> /14 84'q 2'-1 % e t A 1�\) 2"Ca�12 o'Typ 1415E6•102 s. G / 1k/ 2"(@12\ _ 1�I J( SIDES3 E 10/181202e REVISED PER REVIEW COMMENTS SE TD V \ Bp5AC063(BI KINGBS)AR D 09/26/2024 REVISED PER REVIEW COMMENTS SE TO --- (1/8) REV. DATE 1 DESCRIPTION BY CHKD BY MT. HOOD SHOP NOTE: FABRICATION RELEASE# T 1.e I L WOOD 1.ANY MATERIAL NOTED"GALVANIZED"IS TO BE HOT DIPPED W W W.HOOD-STEEL COM 5900 NE 152nd AVE SUITE 260 GALVANIZED AFTER FABRICATION IN ACCORDANCE WITH ASTM A123. I700I 9L688 VANCOUVER,WA 98682 2.ALL SHOP WELDED CONNECTION TO BE SEAL WELDED SHOP NOTES SHEET TITLE IN ADDITION TO STRENGTH WELD AS SHOWN ON DETAILS. - 3.SEAL WELD ALL CONTACTING MAIL NOT WELDED. •ALL COPES TO HAVE A MA!VI"RADII.'S TVP PROM,NAME DARTMOUTH CROSSING DRAWN BY CHECKED DV ONE - STRINGER - 501 S005 STRIPE T"I`SIDE 4.ALL SHIPPING MARKS TO BE SCRIBED,METAL TAG LOCATION TIGARD,OREGON PM SE O5. OTHER ALL VENT HEDOLSMETHOD.FTEPAINT: ENO D.N.O.r5 BOM REMARKS , 5.PLUG ALL VENT HOLES AFTER GALV HOLES.nneo C.ao.ONRAWINGG CONTRACTOR COLAS toe No. BOLTS:AJ_5 U.N.O.ON DRAWING ENGINEER MILLER DRG No. 501S005-1 MIbk. • 2'-5 3'-413/'16 3'-412'16 3'-413116 3%413'16 3'413/'16 2%4 8@4 43 43/6,43/8, 6(dt4 43i6 TQ4 2 6�4 3 43�� 8a4 43b 43� 8(a)4 43/8,43✓8 , � 43/8 8�4 y y KEEP 111'16 RF P59 I I CLEAR -g--- ! m5030 ;T-'' „, I\_ I______,-- _ . (- g N car, I <TYP ARE 3h6 V C\TYP OFFSET FROM CENTERLINE STRINGER r p5131 m. y h5022 a - TYP __ 1 co I I II h502! III I G II II II II l II -1503' (61i6'0) � ' •Lp5136 m 29) VENT HOLES C Bi56'0 I S VISUAL CHECK - ,� '4 HOLES FOR ER GALVANIZER 4! - o (918'0) 1 ' N EN a T,P/ VENT HOLES $ 16V .O hso2F VENT HOLES 90 ^- m r ,1t I TYP 1 . 4 T qA p5133 Y - TYP U.N.O. i _ 2 TYP U N.O. ' - �� /� p5069 I E�Y%) •_1t TYP 5' 211 2%4 2 11 Iv\.....cv s I t o I� 1,\ m5029 4 2'-1 Y.A ` 3% TYP gI m5030 2'41I4 , � 134 iv m • 2,LI '' I ✓�� 4 V.O. m ;o 1‘). . TYP (4h'0 p5131 r 1 ' '' o iv h5019 a /�j// !.' R h .19 I I I^ I I�1~� %6•Id) 1 bla iv 3'9 VENT HOLES II I I m50: 1 1 P51 gh6'0) :V r VISUAL CHECK 112 (`I HOLES FOR j GALVANIZER 4 O CO en N �4Y z hi" I. i v EUIMITIAL REVIEW f 6 ` 14°1°1° 39 fRs ❑aerrswl o Aa6601..ta 0 Raw.oraR.l °> - s Ar — — — A-A h5219 r ry r6.1.“.,I u.l( DATE 10.31•202 qt?O N F7.'"'* Oso SHOP NOTE:. EXPNffA'.JLlllO. E t01iB202d REVISED PER REVIEW COMMENTS SE TD D 09126/2024 REVISED PER REVIEW COMMENTS SE TD V d 3% REV DATE DESCRIPTION BY CIR(D BY MT. HOOD FABRICATION RELEASE# s T E E L L WOO D 5 2'-0 - 1.ANY MATERIAL NOTED'GALVANIZED'IS TO BE HOT DIPPED GALVANIZED AFTER FABRICATION IN ACCORDANCE WITH YAM.W.HOOD-STEEL.COM 5900 NE 152r6d AVE SUITE 260 ASTM A123. (36U)61.1.66o. VANCOUVER,WA 98682 2'-5 2.ALL SHOP WELDED CONNECTION TO BE SEAL WELDED IN ADDITION TO STRENGTH WELD AS SHOWN ON DETAILS. SHOP NOTES MEET RILE 3.RFA1 WELD ALL CONTACTING MATL NOT WELDED. •ALL COPES To HAVE A MIN in-RADIUS TOP PROJECT NAME DARTMOUTH CROSSING DRAWN BY CHECKED BY 4.ALL SHIPPING MARKS TO BE s TI SCRIBED,METAL TAG TRVE TS mE 1 S 0 0 5 P s OR OTHER APPROVED METHOD. ONE - STRINGER - 50.I ' OC^TON TIGARD,OREGON PM SE 5.PLUG ALL VENT HOLES AFTER GALV PAINT:GALVANIZED O.N.O.U.N.O.IN BOM REMARKS COMRACTVR COLAS - HOIM:I5/160 UN.O.ON DRAWING IOH SOLIS:A325 U.N0 ON DRAWING ENGINEER MILLER DRG No. 501S005-2 BILL OF MATERIAL MARK OTT DESCRIPTION LENGTH WEIGHT REMARKS 3 5 .,,.m 1 STRINGER 901BEV-I 1" orlon 1 NSSIMM114 3,7KW 64 Ae000R6 woo 1 13x2-1r2X5/15 r-1• 12 A30 e01 15 L3x2-1r2%N113 a. 51 A30 • en• I MX4X1/2 0, a A35 .co I L332-1!Y5N5 r-r 12 A. r•sn 1 N5812%Ixlw r. te33M 155 ASW(iRa M 3 SIDES no 1 IaSlaxlxtw WO VW 4P ASOOGRa r•ow t TT Mr A5131� Sew1 I NSsxx2x553 raw• m ASI3 G Dore 4 Ns02.uX.5ro T-T 1Ar 41 4,513 t 3 NSS,-1rlX1-Ir2X055 rr 13 A613 or I • • • • I O mom 15 N39,-irIXt-12C.035 Td 1? 1)S A613 N 444 reamN• '�1 3 N981-1(IX1-I(tl([I55 r-r 16 A513 141 1.91.17641.1 D(.055 eI13/16' 1 A513 11141418 ram 1 I/S1-1I2x1-1R3LU06 0d3lW 1 A613 Noo 1 Ia51.IIII-1o0.000 Om 13/16. 1 A613 9 4 , 5 4 , 101/2 6 6 111¢ 6 1'-10 I NSS1.12:41.17X.a00 r41? 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PS3r1eK11I4• od lR AN a , p. 1 PBY13K1 M. 0-3 a3 VW 0 A30 - _ _ _ I 1,1, a 3RTd MB-auv BOLT a-r ss p5064 a5004 J 3••a SISPsa THEN NG-auv BOLT od VW SIw flik 111411111111"-- p5p63(6IS)J BACKING$AR __ 4 1.1> GUARDRAIL NOT 4'7 8 G • '•;• SHOWN IN THIS VIEW CJP,TYP 1:,, VENT HOLES F CLARITY.SHEE 5015008-2EE jl e FOR RAIL POSTS 1?,.,: 1:1> p5084 + l.1Tj +-+.+ m 11111141 m No.. 1:,, A A w — 1:1r P l 1-0 1>47,> 1:1> 1 3•ee.I�SUD REVIE waM(R u o raw.mono • P5�1 ml 64Mill re h50105018 116"fd) ��� a VENT 10111111, 12 a HOLES in id/4,,,,L...th DATE to 3,2021 a In • a5014 q TYP U.N.O. a5019 111 In •EO NEAE g 0001 EN-S9 _ I (Y Ot3PE Pr y w/2'RETURN /A . , , Vq 20'P BOTH SIDES,TYP/143 2'-1 I 6 V- 4 .-!ryP 0 N P15G�' ` ESRRES:JHIAl 1, D 2"&212 TYP 143 2"••12 3 SIDES 1t V G E tD11Wh124 REVISED PER REVIEW COMMENTS SE TD D 09262024 REVISED PER REVIEW COMMENTS SE TD BACKINGM REV. DATE I DESCRIPTION BY CHID]BY SHOP NOTE: MT. HOOD 1. FABRICATION RELEASE# STEEL & WOO D ANY ZE AFT NOTED FABRICATION A"ISC R BE HOT DIPPED GALVANIZED ----- AFTER FABRICATION IN ACCORDANCE WITH • W .V.W HOOD-STEPL.COM 5900 NE 152nd AVE SUITE 260 ASTM A123. 136016097400 VANCOUVER,WA 98682 2.ALL SHOP WELDED CONNECTION TO BE SEAL WELDED IN ADDITION TO STRENGTH WELD AS SHOWN ON DETAILS. SHOP NOTES SHEET TIME 3.SEAL WELD ALL CONTACTING MAIL NOT WELDED. •ALL COPES TO HAVE A SIN IS'RADIUS TYP PROJECT NAME DARTMOUTH CROSSING DRAWN BY CHECKED BY 4.ALL SHIPPING MARKS TO BE SCRIBED,METAL TAG OR OTHER APPROVED METHOD. ONE - STRINGER - 501 S 008 P STRIPE THIS SIDE Locnrron TIGARD,ORBGON PM SE 5.PLUG ALL VENT HOLES AFTER GALV PAINT:GALVANIZED U.N O.IN BOM REMARKS CONTRACTOR COLAS JOB No. - - HOLES:15/160 UN.O.ON DRAWING BOLTS:AP-5UNO.ONDRAWING ENGINEER MILLER DR()No. 501S008-1 I. 2'-4 3'-413/16 3'.473/16 3'41366 3'.13/16 3'.413/16 2'-5 s 4 a" 4 6@4 438 8@4 43/8 43/8, 8(TDa 44'6 43/8 8F!4 ,438 43/8 8@4 4413 43/8 I 8@4 43/8 3 , 6@4 2 GUARDRAILS ARE OFFSET FROM :ENTERLINE STRINGER PF (� v ` 1 ______4TT I N m5030 m m5029 4-Al /I P5131 N n5022® / NI co Th502L I( 660?0 TYP 5'9?0 (31s"0) '15031 ► G VENT HOLES m5029 I� p5139 0) VISUAL CHECK HOLES FOR n e r GALVANIZER O yN� n QC 020 /N `" VENT HOLES / n Sz. %V C TYP 15022 \\ VENT HOLES V o hs0?° TYP>1c V e w 4111.1111%41 5° I AIP- m SO E, p5133 t hs°0 TYP U.N.O. 2'-4 rl 3,2i• pp5132 $p?.4 TYP U.N.O. 10110% 5P7 Iv I` cn w i $0,1,4 CO Ihihk 4 314 P U NA ,• `A'`4f0?.4 * I2�/t \I� ` -c+ p5131 `5'6'0) TYP Y `r' ` -��jh5019 �> I`� N44{ --41—T z a131s nso3e rvP �V hs°? i r ` _II lI Iboi II a. TYP 1��a � 31• CV . 11 II II 11 II II (WM"0 : An, p5'38 I I I 0 N-� ql; © VENT HOLES 1' 116'0 , VISUAL CHECK HOLES ZER M rn e O11 GALVANIZER -.-- , g.1 *id' N N a o t m5029 3' m 60 $p? m5030 �� N m 1h A N `� h5013 I O N N L L O 3;9 0 e d ,FF s • o 2 5 !y oRE Fo N rs, EXPIRES'tN+5 JJ SUBMITTAL REVIEW E 10//182024 REVISED PER REVIEW COMMENTS SE TO 'I xeP<mle OAP O M d� 4� D 091262024 REVISED PER REVIEW COMMENTS SE TO D rars wa n ❑a . s low - :.---. - A-A � _ =r ��w_ REV., DATE DESCRIPTION BY CARD BY !1 MT. HOOD SHOP NOTE: g' A. DATE 1031202, STEEL & WOOD 1.ANY MATERIAL NOTED'GALVANIZED*IS TO BE HOT DIPPED FABRICATION RELEASE# GALVANIZED AFTER FABRICATION IN ACCORDANCE WITH WW W.HOOD-STEEL.COM 5900 NE 152nd AVE SUITE 260 A (,w60,66xx VANCOUVER,WA 98682 TM 2.ALL SHOP IN WELDED SCONNECTIONTRENGTH WELD SEAL WELDED SHOP NOTES SHEETTm.e 3.ADDITION TO N WELD AST SHOWN L DETAILS. 3.SEAL WELD ALL CONTACTING MATL NOT WELDED. •ALL COPES TO HATE MN IT"RADIUSTYP PROJECT NAME DARTMOUTH CROSSING DRAWN BY CHECKED BY 4.ALL SHIPPING MARKS TO BE SCRIBED,METAL TAG 0-.sTRmE THIS SIDE LOC.AnoN TIGARD.OREGON PM SE OR OTHER APPROVED METHOD. ONE - STRINGER - 501 S008 PAINT.GALVANIZED U.N.O.IN BOM REMARKS CONIRAC"1Y)R COLAS " 5.PLUG ALL VENT HOLES AFTER GALV HOLES:15/160 U.N o.ON DR AWING JOB N BOLTS:ARN C.N(I.ON DRAWING ENGLNEER MILLER DRG No. 501 S008-2 • I GiT5EP vil=11111111111111M1 SUBMITTAL REVIEW 11h 1'-1 TV? IN O sr� 11 1 o r. = �� PLVy(16 x 1'� E3 a r BY -L))lut<J_.dI7 DATE 10 31 202, CEO N• tS. EXPIRES...Id . E 10/1R/2024 REVISED PER REVIEW COMMENTS SE TD D 09/26/2024 REVISED PER REVIEW COMMENTS SE TD REV. DATE DESCRIPTION BY CHKO BY FABRICATION RELEASE# MT. HOOD ONE - TEMPLATE - 501 T003 • STEEL & WOOD ' WWW.HOOD-STEEL.COM 5900 NE 152nd AVE SUITE 260 0601009-41KS VANCOUVER,WA 98682 BILL OF MATERIAL SHOP NOTES 1 SHEET TITLE TEMPLATE MARK STY DESCRIPTK)N LENGTH WEIGHT REMARKS •ALL COPES TO HAVE A MIN 1/2"RADIUS TTP 111101OOT NAME DARTMOI'TIH CROSSING DRAWN BY GBFGKFn BY N„� 1 11APUIE 604 �sTneE THIS SIDE LOCATION TIGARD,OREGON PM SE 1v' PAINT:GALVANIZ00UN.O.MBOM REMARKS rU\lx>(TOR COLAS -__�,oono• 1 moms.. o nx 10B No. - - HOLES:15/160UN.O.ON DRAWING - _.... _ _. TOTAL WEIGHT THIS DRAWING R BOLTS:4225UN.O.ONDRAWING ENGINEER MILLER _ IIORGNo. 5011'003