The URL can be used to link to this page

Home My WebLink AboutDEI 21-452 Sunset Oaks Lights - Structural Review Letter 2021-12-30 DIBBLE ENGINEERS INC | 1029 Market Street, Kirkland WA 98033 | 425.828.4200 | dibbleengineers.com December 29, 2021 Charter Construction Attn: Jameson Griggs 980 South Harney Street Seattle, WA 98108 Re: Sunset Oaks Street Lights – Street Lights Connection to Existing Foundation 2650 NE 10th St, Renton, WA 98056 DEI Project #: 21-452 Dear Mr. Griggs: Dibble Engineers, Inc. (DEI) has completed a review of the street light’s retrofit connection to existing foundation proposed for installation at the location above. DEI calculated the wind and seismic loading for the street lights based on the dimensions provided. Based on our review and calculations, street light connection to the existing foundation is acceptable for installation with the dimensions and anchorage shown on the attached redlined detail sheets SD1. Note that the foundations were previously installed by the contractor and DEI’s scope did not include review of the footings themselves. Supplemental structural calculations for the street light’s anchorage are attached with this letter. Please contact us with any questions, and we will be happy to assist. Sincerely, DIBBLE ENGINEERS, INC. Suhib Hammad, EIT Design Engineer suhib@dibblenegineers.com Travis S. Colliander, PE, SE Associate travis@dibbleengineers.com Attachments: Redlined Detail Sheets SD1, Structural Calculations 12/30/2021 12"SET-3G W/ (4) 3/4" Ø 12"SD1 Dibble Engineers Inc JOB TITLE Sunset Oak Lights 1029 Market Street, Suite 200 Kirkland, WA 98033 JOB NO.SHEET NO. (425) 828-4200 CALCULATED BY DATE CHECKED BY DATE Wind Loads - Other Structures:ASCE 7- 16 Ultimate Wind Pressures Wind Factor =1.00 Gust Effect Factor (G) =0.85 98 mph Kzt =1.00 Exposure =B A. Solid Freestanding Walls & Solid Signs (& open signs with less than 30% open) s/h =1.00 Case A & B Dist to sign top (h)8.0 ft B/s =25.00 Cf = 1.30 Height (s)8.0 ft Lr/s =0.00 F = qz G Cf As =16.0 As Width (B)200.0 ft Kz =0.575 As =10.0 sf Wall Return (Lr) =qz =12.0 psf F =160 lbs Directionality (Kd)0.85 Percent of open area Open reduction CaseC to gross area 0.0%factor =1.00 Horiz dist from windward edge Cf F=qzGCfAs (psf) Case C reduction factors 0 to s 3.29 33.6 As Factor if s/h>0.8 =0.80 s to 2s 2.07 21.1 As Wall return factor 2s to 3s 1.59 16.2 As for Cf at 0 to s =1.00 3s to 4s 1.31 16.0 As 4s to 5s 1.23 16.0 As 5s to 10s 0.78 16.0 As >10s 0.44 16.0 As B. Open Signs & Single-Plane Open Frames (openings 30% or more of gross area) Height to centroid of Af (z) 15.0 ft Kz =0.575 Base pressure (qz) =12.0 psf Width (zero if round)0.0 ft Diameter (zero if rect)2.0 ft D(qz)^.5 =6.93 F = qz G Cf Af =16.0 Af Percent of open area Î =0.65 Solid Area: Af =10.0 sf to gross area 35.0%Cf = 1.1 F =160 lbs Directionality (Kd)0.85 C. Chimneys, Tanks, & Similar Structures Height to centroid of Af (z) 16.8 ft Kz =0.593 Cross-Section Square Base pressure (qz) =13.1 psf Directionality (Kd)0.90 h/D = 11.17 Height (h) 16.8 ft Width (D)1.5 ft Type of Surface N/A Square (wind along diagonal)Square (wind normal to face) Cf =1.19 Cf =1.54 F = qz G Cf Af =16.0 Af F = qz G Cf Af =17.2 Af Af =sf Af =4.1 sf F =0 lbs F =71 lbs D. Trussed Towers Height to centroid of Af (z) 15.0 ft Kz =0.575  = 0.27 Base pressure (qz) =13.4 psf Tower Cross Section triangle Member Shape flat Diagonal wind factor =1 Directionality (Kd)0.95 Round member factor =1.000 Triangular Cross SectionCf =2.38 F = qz G Cf Af =27.1 Af 10.0 Solid Area: Af =10.0 sf F =271 lbs Ultimate Wind Speed = Dibble Engineers Inc JOB TITLE Sunset Oak Lights 1029 Market Street, Suite 200 Kirkland, WA 98033 JOB NO.SHEET NO. (425) 828-4200 CALCULATED BY DATE CHECKED BY DATE Wind Loads - Other Structures:ASCE 7- 16 Ultimate Wind Pressures Wind Factor =1.00 Gust Effect Factor (G) =0.85 98 mph Kzt =1.00 Exposure =B A. Solid Freestanding Walls & Solid Signs (& open signs with less than 30% open) s/h =1.00 Case A & B Dist to sign top (h)8.0 ft B/s =25.00 Cf = 1.30 Height (s)8.0 ft Lr/s =0.00 F = qz G Cf As =16.0 As Width (B)200.0 ft Kz =0.575 As =10.0 sf Wall Return (Lr) =qz =12.0 psf F =160 lbs Directionality (Kd)0.85 Percent of open area Open reduction CaseC to gross area 0.0%factor =1.00 Horiz dist from windward edge Cf F=qzGCfAs (psf) Case C reduction factors 0 to s 3.29 33.6 As Factor if s/h>0.8 =0.80 s to 2s 2.07 21.1 As Wall return factor 2s to 3s 1.59 16.2 As for Cf at 0 to s =1.00 3s to 4s 1.31 16.0 As 4s to 5s 1.23 16.0 As 5s to 10s 0.78 16.0 As >10s 0.44 16.0 As B. Open Signs & Single-Plane Open Frames (openings 30% or more of gross area) Height to centroid of Af (z) 15.0 ft Kz =0.575 Base pressure (qz) =12.0 psf Width (zero if round)0.0 ft Diameter (zero if rect)2.0 ft D(qz)^.5 =6.93 F = qz G Cf Af =16.0 Af Percent of open area Î =0.65 Solid Area: Af =10.0 sf to gross area 35.0%Cf = 1.1 F =160 lbs Directionality (Kd)0.85 C. Chimneys, Tanks, & Similar Structures Height to centroid of Af (z) 16.8 ft Kz =0.593 Cross-Section Round Base pressure (qz) =13.9 psf Directionality (Kd)0.95 h/D = 11.17 Height (h) 16.8 ft D(qz)^.5 = 5.58 Width (D)1.5 ft Type of Surface Moderately smooth Round Cf =0.62 F = qz G Cf Af =16.0 Af Af =5.8 sf F =93 lbs D. Trussed Towers Height to centroid of Af (z) 15.0 ft Kz =0.575  = 0.27 Base pressure (qz) =13.4 psf Tower Cross Section triangle Member Shape flat Diagonal wind factor =1 Directionality (Kd)0.95 Round member factor =1.000 Triangular Cross SectionCf =2.38 F = qz G Cf Af =27.1 Af 10.0 Solid Area: Af =10.0 sf F =271 lbs Ultimate Wind Speed = Dibble Engineers Inc JOB TITLE Sunset Oak Lights 1029 Market Street, Suite 200 Kirkland, WA 98033 JOB NO.SHEET NO. (425) 828-4200 CALCULATED BY DATE CHECKED BY DATE Seismic Loads - cont. :Strength Level Forces Seismic Design Category (SDC)=D Ie =1.00 CONNECTIONS Sds =1.113 Force to connect smaller portions of structure to remainder of structure Fp = 0.133Sdswp =0.148 wp or Fp = 0.05wp =0.05 wp Use Fp =0.15 wp wp = weight of smaller portion Beam, girder or truss connection for resisting horizontal force parallel to member FP = no less than 0.05 times dead plus live load vertical reaction Anchorage of Structural Walls to elements providing lateral support Fp = not less than 0.2KaIeWp Flexible diaphragm span Lf = Enter Lf to calculate Fp for flexible diaphragm Fp =0.4SdskaIeWp = 0.445 Wp, but not less than 0.2Wp (rigid diaphragm)ka= 1 Fp =0.445 Wp but Fp shall not be less than 5 psf MEMBER DESIGN Bearing Walls and Shear Walls (out of plane force) Fp = 0.4SdsIeWw =0.445 ww but not less than 0.10 ww Use Fp =0.45 ww Diaphragms Fp = (Sum Fi / Sum Wi)Wpx + Vpx =(Sum Fi / Sum Wi)Wpx + Vpx need not exceed 0.4 SdsIeWpx + Vpx =0.445 Wpx + Vpx but not less than 0.2 SdsIeWpx + Vpx =0.223 Wpx + Vpx ARCHITECTURAL COMPONENTS SEISMIC COEFFICIENTS Architectural Component : Signs and Billboards Importance Factor (Ip) : 1.0 Component Amplification Factor (ap) =2.5 h=16.8 feetComp Response Modification Factor (Rp) =3 z=0.0 feet z/h =0.00 Over-Strength Factor (Ωo) =2 Fp = 0.4apSdsIpWp(1+2z/h)/Rp =0.371 Wp not greater than Fp = 1.6SdsIpWp =1.781 Wp but not less than Fp = 0.3SdsIpWp =0.334 Wp use Fp =0.371 Wp MECH AND ELEC COMPONENTS SEISMIC COEFFICIENTS Seismic Design Category D & Ip=1.0, therefore see ASCE7 Section 13.1.4 for exceptions Mech or Electrical Component : Wet-side HVAC, boilers, furnaces, atmospheric tanks and bins, chillers, water heaters, etc plus other mechanical components constructed of high-deformability materials. Importance Factor (Ip) : 1.0 Component Amplification Factor (ap) =1 h=16.8 feet Comp Response Modification Factor (Rp) =2.5 z=50.0 feet z/h =1.00 Over-Strength Factor (Ωo) =2 Fp = 0.4apSdsIpWp(1+2z/h)/Rp =0.534 Wp not greater than Fp = 1.6SdsIpWp =1.781 Wp but not less than Fp = 0.3SdsIpWp =0.334 Wp use Fp =0.534 Wp - I~ ~R PROJECTNAME Surue,,t ();..ks y hts SHEET# i / j_ DE I PROJECT# j DIBBLE ENGINEERS INC a_ \-L\ 5 6' DATE =sus-=JEc=---1 -----'-.,---------------- W1<\ 0\ A Se,;srnic.. 1x_'Si~n sv 8~H ------- 1), ameJ-tJ -of-I\~\\\--vol-<.., : 5 '' CY + w, t\ c} VJ\n~ ~\ Ju_tt. 61\ l,~ nr ! ps f : \b'-c( 1 ov We.'j'n \---_ 3) ~ i\)O\<.. Ut(jj~ \-'. To+al Loa.o: I j I • I • I WEIGHTS CALCULATED PER STREET LIGHT SHOP DRAWINGS 17.2 VLL = 200 # (live load) Alight= 18"/12 * (33"/12) = 4.125 ft2 Wind = 17.2 PSF * 4.125 ft2 = 71 # Apole= 14' * (5"/12) = 5.83 ft2 Wind = 5.83 ft2 * 16psf = 93 # VE = 352.77# * 0.371 = 130.88 # MWIND=(71#)*(15.4')+(93#)*(7') = 1,744 #-' ME=0.371*[(31#)*(15.4')+(322#)*(7')] = 1,013 #-' VWIND=71#+93# = 164 # LL: Vu = (200#)*1.6 = 320# Mu = W*H = (320#)*(16'-9") = 5,360 #-ft LL GOVERNS PROJECT NAME PROJECT # SUBJECT SHEET # BY DATE SS D/2S/2*√2FOOTING BASE PLATE ANCHOR BOLT D/2 - S/2*√ (EDGE DIST)2BOLT EDGE DISTANCE CALCULATIONS 24 7.41 6.76 SSH Sunset Oaks Lights Bolt Spacing Diameter = 10 1/2" Bolt Spacing = [Diameter / (2* (2)^.5)] * 2 = 7.42" Company:Date:12/27/2021 Engineer:Page:1/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.7 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: Project description: Location: Fastening description: 2. Input Data & Anchor Parameters GeneralDesign method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: F1554 Grade 36 Diameter (inch): 0.750 Effective Embedment depth, hef (inch): 12.000Code report: ICC-ES ESR-4057 Anchor category: - Anchor ductility: Yes hmin (inch): 13.75 cac (inch): 21.46 Cmin (inch): 1.75 Smin (inch): 3.00 Base MaterialConcrete: Normal-weight Concrete thickness, h (inch): 36.00 State: Cracked Compressive strength, f’c (psi): 4000 Ψc,V: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: NoIgnore concrete breakout in tension: No Ignore concrete breakout in shear: No Hole condition: Dry concrete Inspection: Continuous Temperature range, Short/Long: 150/110°F Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 11.00 x 11.00 x 0.25 Recommended Anchor Anchor Name: SET-3G - SET-3G w/ 3/4"Ø F1554 Gr. 36 Code Report: ICC-ES ESR-4057 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Company:Date:12/27/2021 Engineer:Page:2/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.7 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: No Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua [lb]: 0 Vuax [lb]: 320 Vuay [lb]: 0 Mux [ft-lb]: 0 Muy [ft-lb]: 5360 Muz [ft-lb]: 0 <Figure 1> 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Moment: Vu = 200 # * 1.6 = 320# Mu = W * H = 320# * 16'-9" = 5360 #-ft Company:Date:12/27/2021 Engineer:Page:3/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.7 <Figure 2> 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Bolt Spacing Diameter = 10 1/2" Spacing = [Diameter / (2* (2)^.5)] * 2 = 7.42" Company:Date:12/27/2021 Engineer:Page:4/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.7 Shear load y, Vuay (lb) Anchor Tension load, Nua (lb) 3. Resulting Anchor Forces Shear load combined, √(Vuax)²+(Vuay)² (lb) Shear load x, Vuax (lb) 0.01 80.0 80.00.0 0.02 80.0 80.00.0 3724.53 80.0 80.00.0 3724.54 80.0 80.00.0 320.0 0.0Sum7449.0 320.0 Maximum concrete compression strain (‰): 0.12 Maximum concrete compression stress (psi): 522 Resultant tension force (lb): 7449 Resultant compression force (lb): 7449 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00Eccentricity 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 <Figure 3> 4. Steel Strength of Anchor in Tension (Sec. 17.4.1) Nsa (lb)f fNsa (lb) 19370 0.75 14528 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2) Nb = kclaÖf’chef1.5 (Eq. 17.4.2.2a) kc la f’c (psi)hef (in)Nb (lb) 17.0 1.00 4000 9.840 33187 fNcbg =f (ANc / ANco)Yec,NYed,NYc,NYcp,NNb (Sec. 17.3.1 & Eq. 17.4.2.1b) ANc (in2)ANco (in2)ca,min (in)Yec,N Yed,N Yc,N Ycp,N Nb (lb)f fNcbg (lb) 450.63 871.43 6.76 1.000 0.837 1.00 1.000 33187 0.65 9341 6. Adhesive Strength of Anchor in Tension (Sec. 17.4.5) tk,cr = tk,crfshort-termKsat(f’c / 2,500)n tk,cr (psi)fshort-term Ksat f’c (psi)n tk,cr (psi) 1310 1.00 1.00 4000 0.24 1466 Nba = l atcrpdahef (Eq. 17.4.5.2) l a tcr (psi)da (in)hef (in)Nba (lb) 1.00 1466 0.75 12.000 41462 fNag = f (ANa / ANa0)Yec,NaYed,NaYcp,NaNba (Sec. 17.3.1 & Eq. 17.4.5.1b) ANa (in2)ANa0 (in2)cNa (in)ca,min (in)Yec,Na Yed,Na Ycp,Na Nba(lb)f fNag (lb) 356.68 422.18 10.27 6.76 1.000 0.897 1.000 41462 0.65 20433 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Company:Date:12/27/2021 Engineer:Page:5/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.7 8. Steel Strength of Anchor in Shear (Sec. 17.5.1) Vsa (lb)fgrout f fgroutfVsa (lb) 11625 1.0 0.65 7556 9. Concrete Breakout Strength of Anchor in Shear (Sec. 17.5.2) Shear perpendicular to edge in x-direction: Vbx = min|7(le / da)0.2ÖdalaÖf’cca11.5; 9laÖf’cca11.5| (Eq. 17.5.2.2a & Eq. 17.5.2.2b) le (in)da (in)la f’c (psi)ca1 (in)Vbx (lb) 6.00 0.750 1.00 4000 14.76 32278 fVcbgx = f (AVc / AVco)Yec,VYed,VYc,VYh,VVbx (Sec. 17.3.1 & Eq. 17.5.2.1b) AVc (in2)AVco (in2)Yec,V Yed,V Yc,V Yh,V Vbx (lb)f fVcbgx (lb) 463.61 980.36 1.000 0.792 1.000 1.000 32278 0.70 8458 Shear parallel to edge in y-direction: Vbx = min|7(le / da)0.2ÖdalaÖf’cca11.5; 9laÖf’cca11.5| (Eq. 17.5.2.2a & Eq. 17.5.2.2b) le (in)da (in)la f’c (psi)ca1 (in)Vbx (lb) 6.00 0.750 1.00 4000 6.76 10004 fVcbgy = f (2)(AVc / AVco)Yec,VYed,VYc,VYh,VVbx (Sec. 17.3.1, 17.5.2.1(c) & Eq. 17.5.2.1b) AVc (in2)AVco (in2)Yec,V Yed,V Yc,V Yh,V Vbx (lb)f fVcbgy (lb) 218.21 205.64 1.000 1.000 1.000 1.000 10004 0.70 14863 10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.5.3) fVcpg = f min|kcpNag ; kcpNcbg| = f min|kcp(ANa / ANa0)Yec,NaYed,NaYcp,NaNba ; kcp(ANc / ANco)Yec,NYed,NYc,NYcp,NNb| (Sec. 17.3.1 & Eq. 17.5.3.1b) kcp ANa (in2)ANa0 (in2)Yed,Na Yec,Na Ycp,Na Nba (lb)Na (lb) 2.0 450.63 422.18 0.897 1.000 1.000 41462 39715 ANc (in2)ANco (in2)Yec,N Yed,N Yc,N Ycp,N Nb (lb)Ncb (lb)f 450.63 182.79 1.000 1.000 1.000 1.000 10286 25359 0.70 fVcpg (lb) 35502 11. Results Interaction of Tensile and Shear Forces (Sec. 17.6.) Tension Factored Load, Nua (lb)Design Strength, øNn (lb)Ratio Status Steel 3724 14528 0.26 Pass Concrete breakout 7449 9341 0.80 Pass (Governs) Adhesive 7449 20433 0.36 Pass Shear Factored Load, Vua (lb)Design Strength, øVn (lb)Ratio Status Steel 80 7556 0.01 Pass T Concrete breakout x+320 8458 0.04 Pass (Governs) 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Company:Date:12/27/2021 Engineer:Page:6/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.7 || Concrete breakout y+160 14863 0.01 Pass (Governs) Pryout 320 35502 0.01 Pass Interaction check Nua/fNn Vua/fVn Combined Ratio Permissible Status Sec. 17.6..1 0.80 0.00 79.7%1.0 Pass SET-3G w/ 3/4"Ø F1554 Gr. 36 with hef = 12.000 inch 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. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.