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Home My WebLink AboutM_Comment Response_200227 L2 Engineers, LLC | 17848 NE 198th Place Woodinville, WA 98072 | TEL: 206-251-2346 L2 ENGINEERS, LLC 17848 NE 198th Place Woodinville, WA 98072 STRUCTURAL COMMENT RESPONSE To: Alan D. Findlay, P.E. Building Plan Reviewer City of Renton Dept. of Community and Economic Development 1055 S Grady Wy 6th Fl Renton, WA 98057 From: Brian Loshbough, P.E. L2 Engineers, LLC 17848 NE 198th Place Woodinville, WA 98072 Date: February 11, 2020 Re: 17-015: Grant Place Detention Vault (B18004340) Dear Mr. Findlay: Thank you for your review of the Grant Place Detention Vault. The following is a response to the Plan Review Correction Notice dated February10, 2020. The numbering below matches the numbering in the correction letter (attached for reference). 1) The repair memo has been updated with the requirement of testing of the entire surface of the vault walls. 2) The repair memo has been updated to include full depth repair procedures. 3) The repair memo has been updated to include definitions for sound and unsound concrete. 4) We are offering two forms of evidence that the proposed repairs will yield a 100 year design life. A) Example Projects Please see attached email correspondence with the Sika Corporation District Manager Frank Calabrese named “C_Sika Email Correspondence_200227, Mr. Calabrese has provided past projects where Sika products were used dating as far back as 1986. These repair projects include bridges; building columns and beams; and airport taxiway and parking slabs. Additionally, the Sika Technical Service department anticipates that if Sika repairs are properly installed then the repair service life would be similar to that of the concrete structure. B) Monte Carlo Simulation The MCE analysis is attached. Our worst case result (Sikacrete-211 SCC Plus with a 7-day tensile adhesion of 300 psi) yields a service life of 159 years. Analysis is attached. Please note the following: • Material strengths are pulled from the Sika data sheets. • Divide by zero errors in the service life indicate that the probability of failure (aka the inverse of service life) was so low given our input, that it could not be computed within the allowed precision. The coefficient if variation could be modified to produce lower design life, but we held this value constant across all of the MCE runs to determine the governing failure. • The coefficient of variation was assumed at 15% for all MCE runs. This is higher than what would be expected in a passing break test, therefore produces a conservative result. RECEIVED 02/28/2020 striplett BUILDING DIVISION B18004340_V4 L2 Engineers, LLC | 17848 NE 198th Place Woodinville, WA 98072 | TEL: 206-251-2346 5) a. Please refer Item 4 above. b. The modulus of elasticity of the repair material is provided on the Sika Data Sheets and email correspondence from Mr. Frank Calabrese and are as follows: SikaTop – 123 Plus: 2.94x10^6 PSI Sikacrete – 211 SCC Plus: 4.05x10^6PSI Vault walls, high early strength concrete: 5,000 psi: Ec=57,000(f’c)^(1/2)=4.0x10^6psi. 6,860 psi (average 28 day cylinder break): Ec=4.7x10^6psi 6) The special inspection form has been completed. 7) The repair memo has been updated to include the requirement for continuous special inspection during repair material placement. 8) The repair memo has been updated to include the requirement for a memo from the Sika Corporation. 9) The repair memo has been updated to include the requirement for the Sika Corporation recommended cure time and repair review prior to precast lid placement. 10) The note reference has been removed from the foundation plan. 11) We have reduced the depth of the beam to 14” to escape the requirements of ACI 318-14 sections 9.9 (a) and (b), and the strut and tie modeling requirements of ACI Chapter 26. Please note that although we have modeled the axel load as a point load to produce conservative results, it will distribute through pavement, soil, and geofoam layers, and is therefore a distributed load. Condition (b) in ACI Section 9.9 is therefore not triggered. See updated beam analysis, attached. Please feel free to contact me directly with any additional questions or comments at brian@l2engineers.com. Sincerely, L2 Engineers, LLC Brian Loshbough, P.E. Attachments: Updated Beam Analysis, MCE Analysis 02/28/2020 TRAND BOARD, WAFER RODUCT STANDARDS P OCATION ROOF LOOR WALLS HGU O BHSOL A N IJ.BRNOTGHIS N AFWOETATS REGI STE R E DP R O FESSIONAL E N G IN EER5 3 2 1 4 02/28/2020 Concrete Beam Licensee : L2 EngineersLic. # : KW-06011909 Description :New Conc Beam L2 Engineers, LLC Design and Planning Project Title:Engineer:Project ID: Printed: 28 FEB 2020, 11:45AM Project Descr: File = C:\Users\loshb\Dropbox\Projects\2017\17-015~1\CALCUL~1\Grant Place.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . CODE REFERENCES Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties 3.0 7.50 145.0 Elastic Modulus 3,122.0 ksi 1 60.0 29,000.0 40.0 29,000.0 3=2 =0.90 0.750 f'c ksi fy - Main Rebar ksi Density 1/2 = fr = f'c *410.792 pcf E - Main Rebar ksi psi =1.0OLtWt Factor Fy - Stirrups ksi == = E - Stirrups ksi E 0.850 == = Shear : Stirrup Bar Size # Number of Resisting Legs Per Stirrup Phi Values Flexure : \ I .Cross Section & Reinforcing Details Rectangular Section, Width = 12.0 in, Height = 14.0 in Span #1 Reinforcing.... 5-#6 at 2.0 in from Bottom, from 0.0 to 5.0 ft in this span 5-#6 at 2.0 in from Top, from 0.0 to 5.0 ft in this span .Service loads entered. Load Factors will be applied for calculations.Applied Loads Load for Span Number 1 Uniform Load : D = 9.324 k/ft, Tributary Width = 1.0 ft, (Soil + Planks) Point Load : L = 32.0 k @ 2.50 ft, (HS20) .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.956 : 1 Span # where maximum occurs Span # 1 Location of maximum on span 2.505 ft Mn * Phi : Allowable 103.346 k-ft Typical SectionSection used for this span Mu : Applied 98.848 k-ft Maximum Deflection 0 <360.01116Ratio =0 <180.0 Max Downward Transient Deflection 0.027 in 2249Ratio =>=360.0 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.054 in Ratio =>=180.0Max Upward Total Deflection 0.000 in . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Overall MAXimum 39.310 39.310 Overall MINimum 13.986 13.986 +D+H 23.310 23.310 +D+L+H 39.310 39.310 +D+Lr+H 23.310 23.310 +D+S+H 23.310 23.310 +D+0.750Lr+0.750L+H 35.310 35.310 +D+0.750L+0.750S+H 35.310 35.310 +D+0.60W+H 23.310 23.310 +D+0.750Lr+0.450W+H 23.310 23.310 Concrete Beam Licensee : L2 EngineersLic. # : KW-06011909 Description :New Conc Beam L2 Engineers, LLC Design and Planning Project Title:Engineer:Project ID: Printed: 28 FEB 2020, 11:45AM Project Descr: File = C:\Users\loshb\Dropbox\Projects\2017\17-015~1\CALCUL~1\Grant Place.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 +D+0.750S+0.450W+H 23.310 23.310 +0.60D+0.60W+0.60H 13.986 13.986 +D+0.70E+0.60H 23.310 23.310 +D+0.750L+0.750S+0.5250E+H 35.310 35.310 +0.60D+0.70E+H 13.986 13.986 D Only 23.310 23.310 Lr Only L Only 16.000 16.000 S Only W Only E Only H Only Job No. Vol./Sheet No.of Contract/Client Grant Place Phase/Subject Construction support services Design Topic Service life of the vault repair. Made By PRC Date 2/17/2020 Checked By Date Page No. Task:Input Important Comment Calculate the transformed section properties of a reinforced concrete member. Materials: Concrete f'c 4000 psi Reinforcing fs 60 ksi Ec 3604997 psi Es 29000 ksi N 8.04 Transformed Section: Section Material Multiplier Height Width Area X AX I0 d A * d^2 Flange concrete 1.00 0.00 in 0.00 in 0.00 in^2 0.00 in 0.00 in^3 0.00 in^4 Web concrete 1.00 14.00 in 12.00 in 168.00 in^2 7.00 in 1176.00 in^3 2744.00 in^4 0.00 in 0.00 in^4 A's1 steel 8.04 9.65 in^2 2.44 in 23.53 in^3 0.03 in^4 4.56 in 200.95 in^4 A's2 steel 8.04 0.00 in^2 0.00 in 0.00 in^3 0.00 in^4 As1 steel 8.04 9.65 in^2 11.56 in 111.62 in^3 0.03 in^4 4.56 in 200.95 in^4 As2 steel 8.04 0.00 in^2 0.00 in 0.00 in^3 0.00 in^4 Total 187.31 in^2 Total 1311.15 in^3 2744.06 in^4 401.89 in^4 c 7.00 in Ixx 3145.95 in^4 Sxx 449.42 in^3 Task:M 7024.73 ft-lb/ft Calculate the outerfiber stress of the wall.84296.76 in-lb/ft Reference:Flexural stress in the transformed section at the face of the wall, unfactored SAP2000 V22 Analysis fb 188 psi Modular Ratio Depth to NA from top Workbook: C:\Users\loshb\Dropbox\Projects\2017\17-015 Grant Place\Coordination\Info Out\Copy of Swap Grant Support Worksheet: Section 1 2/28/2020 6:10 AM Task: Calculate the service life of the wall repair. Reference: Product Data Sheets for SikaTop-123 Plus and Sikacrete-211 SCC Plus Note: The repair logic is IF void < 0.25-inch THEN No Repair ELSE IF 0.25-inch <= void AND void < 2-inch THEN Repair with SikaTop-123 Plus ELSE Repair with Sikacrete-211 SCC Plus Materials: 1500 psi 1000 psi Distribution Normal 1500 psi Mean 1000 psi 225 psi Std Deviation 150 psi COV 15% 1312 psi 812 psi 0.00000 Probability of failure 0.00000 #DIV/0!Service life #DIV/0! Iterations:10000 Sikacrete-211 SCC Plus 6500 psi SikaTop-123 Plus Property Performance 6000 psi Compressive Strength Flexural Strength 566 1,0595.0%5.0%90.0% 0.0000 0.0005 0.0010 0.0015 0.0020 0.0025 0.0030 0200400600800100012001400Flexure Sikacrete-211 SCC Plus 942 1,6825.0%5.0%90.0% 0.0000 0.0002 0.0004 0.0006 0.0008 0.0010 0.0012 0.0014 0.0016 0.0018 20040060080010001200140016001800200022002400Flexure SikaTop-123 Plus Workbook: C:\Users\loshb\Dropbox\Projects\2017\17-015 Grant Place\Coordination\Info Out\Copy of Swap Grant Support Worksheet: Section 2 2/28/2020 6:10 AM 2000 psi 300 psi Distribution Normal 2000 psi 28-days Mean 300 psi 7-days 300 psi Std Deviation 45 psi COV 15% 1812 psi 112 psi 0.00000 Probability of failure 0.00628 #DIV/0!Service life 159.3 yrs Iterations:10000 Performance Tensile Adhesion Strength Workbook: C:\Users\loshb\Dropbox\Projects\2017\17-015 Grant Place\Coordination\Info Out\Copy of Swap Grant Support Worksheet: Section 3 2/28/2020 6:10 AM Workbook: C:\Users\loshb\Dropbox\Projects\2017\17-015 Grant Place\Coordination\Info Out\Copy of Swap Grant Support Worksheet: Section 4 2/28/2020 6:10 AM Workbook: C:\Users\loshb\Dropbox\Projects\2017\17-015 Grant Place\Coordination\Info Out\Copy of Swap Grant Support Worksheet: Section 5 2/28/2020 6:10 AM @RISK SummaryPerformed By: Perry ColeDate: Monday, February 17, 2020 3:29:08 PMKey=@RISK Input Cells1) Click input or output name to jump to @RISK cells=@RISK Output Cells2) Move mouse over input and output cells to view @RISK graphs=@RISK Statistics Cells3) Copy Graph column image then paste and resize for a reportNameCellGraphMinMeanMax5%95%ErrorsFlexure SikaTop-123 PlusA89471 psi 1312 psi 2185 psi 942 psi 1682 psi 0Adhesion SikaTop-123 PlusA141612 psi 1812 psi 3034 psi 1319 psi 2306 psi 0Flexure Sikacrete-211 SCC PlusG89254 psi 812 psi 1388 psi 566 psi 1059 psi 0Adhesion Sikacrete-211 SCC PlusG141-60 psi 112 psi 314 psi 38 psi 186 psi 0NameCellGraphFunctionMinMeanMaxCategory: <none>SikaTop-123 PlusA83RiskNormal(A85,A86)-∞ 1500 psi +∞ Input 2A135RiskNormal(A137,A138)-∞ 2000 psi +∞Tensile Adhesion StrengthG135RiskNormal(G137,G138)-∞ 300 psi +∞Category: Flexural StrengthFlexural Strength / Sikacrete-211 SCC PlusG83RiskNormal(G85,G86)-∞ 1000 psi +∞