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Home My WebLink AboutM_OWS2_Outrigger_Loading_B23002173_231227_v1 Department of Natural Resources and Parks Parks and Recreation Division King Street Center, KSC-NR-5702 201 South Jackson Street, Suite 5702 Seattle, WA 98104-3855 206-477-4527 TTY Relay: 711 RECORD NUMBER SUB-00636-4 Project Name: Central Maintenance Facility Status: Pending CoR Approval Title: Oil Water Separator Vault #2 Creator: Nick Boydston Bid Item/ Reference ID: Bid Item 9 Creation Date: 12/07/2023 Drawing No: NA Due Date: 30 calendar days Specification Section: 33 05 15 Subcontractor/ Supplier Jensen Precast Description: Deferred submittal of structural calculations and drawings for Oil Water Separator vault #2 showing outrigger loading requirements are met. Submittal Attachments (Line Items) No. Name Upload Date Doc Type Line Item Status 001 231207-SUB00635-RV0- 330515_SITE_COR Vault Calcs-4.pdf 12/07/2023 Calculations, Drawings Pending CoR Approval Record - General Comments Comment Date Created By Company 12/26/2023 D. Thompson King County Comment Text Structural calculations and drawings stamped by professional engineer, attached. September 18, 2023 Project No. 22-444 DESIGNED BY:CHECKED BY: KATE KATTELMAN JEFF VONHANDORF (KDK)(JJV) ALL PAGES ALL PAGES 2 8 10 12 BUOYANCY CALCULATIONS 14 DESIGN CALCULATIONS CENTRAL MAINTENANCE FACILITY RENTON SHOP OIL WATER SEPERATOR #2 RENTON, WASHINGTON Designed by: Designed for: PUYALLUP, WA PRECAST LID CALCULATIONS PRECAST END WALL CALCULATIONS PRECAST SIDE WALL CALCULATIONS PRECAST BASE SLAB CALCULATIONS PRETEK GROUP PO BOX 751471, DAYTON, OH 45475 800.241.0925 SEPTEMBER 21, 2023 Project:RENTON SHOP - OIL WATER SEPERATOR #2 Clear Span:6.00 Ft Concrete Lid Thickness = 9.0 in Location:RENTON, WASHINGTON Total Length:6.46 Ft Bearing Width =2.75 in Engineer:(KDK)Cover:0.50 Ft Concrete Weight =150 pcf Date:9/18/2023 Load Factors Loading:Outrigger Loading Backfill Weight =135 pcf Strength Reduction Factors Dead Load, D 1.3 Hydrostatic:0.00 Ft Sat. Backfill Weight =151 pcf φ = 0.90 Bending Self Weight, D 1.3 φ = 0.85 Shear Live Load, LL 2.171 Design Slab Beam- Maximum Bending & Shear Dead load Wcover =0.07 k/ft Ws Total = 0.18 k/ft Total Service Load Wself =0.11 k/ft Wu Total = 0.23 k/ft Total Factored Load Live load Outrigger Loading Distributed Live Load =7.81 k/ft Distributed Factored Live Load =16.96 k/ft Total Service Moment Ms =12.53 ft-k (see attached sheet) Total Factored Moment Mu =26.49 ft-k (see attached sheet) Total Factored Shear Load, Vs =11.90 k @ 0.48 Ft from end of clear span FACTORED BENDING CRACK CONTROL Fy= 60 ksi fs,max = 98 / (dc x A)^(1/3) <= 0.6 Fy f'c =7000 psi fs,max =32.7 ksi wire centroid from face =1.73 in b / N = s =6 in. o.c. Reinforcing Bars = #6 @ 6 in. o.c. = 0.88 in^2/ft dc =1.5 in d = 7.27 in A = 18.0 in^2 As = 0.88 a = 0.7425 fs = 31.5 ksi Ok fMn =27.43 ft-k Ok Mu = 26.49 ft-k MMinimum Reinf. = 6.89 ft-k SHEAR fVc = 0.85 x 0.0316 * 2 (f'c)^(1/2) x 12'' x d =12.40 k Vu =11.90 k Ok LID CALCULATIONS, LIVE LOAD PERPENDICULAR AASHTO 8.16.3.2 AASHTO 8.16.6 AASHTO 5.7.3.2 AASHTO 16.7.4.7 AASHTO 8.16.1.2.2 AASHTO Table 3.22.1A Project:RENTON SHOP - OIL WATER SEPERATOR #2 Span:6.00 Ft Lay Length =3.98 Ft Location:RENTON, WASHINGTON Rise:11.00 Ft Lid Thickness =0.75 Ft Engineer:(KDK)Max. Cover:0.50 Ft Loading: Min Cover:0.00 Ft I. Properties Design Specification =AASHTO STANDARD SPECIFICATIONS FOR HIGHWAY BRIDGES, 17TH EDITION Backfill Material =SW95 II. Distribution of Wheel Loads Backfill Unit Weight =120 psf The distribution of wheel loads through the earth cover is found by using the larger of:Cover Material =SW95 Section 3.24.3.2 Wheel loads distributed over a width equal to 4' + 6%span Section 6.4.2 Wheel loads shall be distributed through cover with a width equal to 1.75 x cover III. Impact Per AASHTO section 3.8.2.3, the dynamic load effects of vehicles shall be considered by increasing the load as follows: for less than or equal to 1'-0" cover, impact = 30% for cover between 1'-0" and 2'-0", impact = 20% for cover between 2'-0" and 3'-0", impact = 10% IV. Minimum Reinforcement FLEXURAL Minimum reinforcement per AASHTO section 16.8.5.8 As, min = 0.002 x (Agross) = 0.24 sq in/ft TEMPERATURE & SHRINKAGE Per AASHTO section 8.20 As, min = 0.13 sq in/ft V. Live Load Calculation Example Axle Weight:51 kips Cover at Axle:0.50 Ft D =Distribution width of wheel load =4' AXLE SPACING + (2) 6' AXLES + 1.75*COVER =16+13.125 =16.875 Ft IM =Impact factor =30.0 % Live Load Factor =2.171 Pult= (1+IM)(LL)(2*AXLE WEIGHT) =286.18 k wult = Pult / D =16.96 k/ft SLAB UNIT LIVE LOAD CALCULATIONS (TRUCK PERPENDICULAR) Outrigger Loading SINGLE-SPAN BEAM ANALYSIS For Simple, Propped, Fixed, or Cantilever Beams Job Name:RENTON SHOP - OIL WATER SEPERATOR #2 Subject:TRAFFIC PERPENDICULAR, FAC Job Number:22-444 Originator:(KDK)Checker:JJV Controlling case for Moment Input Data: c e Beam Data:Simple Beam b Span Type?Simple a Span, L =6.0000 ft.Propped Beam +P +M +we Modulus, E =4768.962 ksi +wb Inertia, I =729.00 in.^4 Fixed Beam +w E,I L Beam Loadings:Cantilever Beam RL x RR Full Uniform:Nomenclature w =0.1800 kips/ft. Start End Results: Distributed:b (ft.)wb (kips/ft.)e (ft.)we (kips/ft.)Reactions: #1:RL =4.45 k RR =4.45 k #2:ML =N.A.MR =N.A. #3:Maximum Moments: #4:+M(max) =12.53 ft-k @ x =3.00 ft. #5:-M(max) =0.00 ft-k @ x =0.00 ft. #6:Maximum Deflections: #7:-D(max) =-0.019 in.@ x =3.00 ft. #8:+D(max) =0.000 in.@ x =0.00 ft. D(ratio) =L/3789 Point Loads:a (ft.)P (kips) #1:3.0000 7.81 #2: #3: #4: #5: #6: #7: #8: #9: #10: #11: #12: #13: #14: #15: Moments:c (ft.)M (ft-kips) #1: #2: #3: #4: -5.0 -4.0 -3.0 -2.0 -1.0 0.0 1.0 2.0 3.0 4.0 5.0 0.000.360.721.081.441.802.162.522.883.243.603.964.324.685.045.405.76Shear (kips)x (ft.) Shear Diagram 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 0.000.360.721.081.441.802.162.522.883.243.603.964.324.685.045.405.76Moment (ft-kips)x (ft.) Moment Diagram SINGLE-SPAN BEAM ANALYSIS For Simple, Propped, Fixed, or Cantilever Beams Job Name:RENTON SHOP - OIL WATER SEPERATOR #2 Subject:TRAFFIC PERPENDICULAR, FAC Job Number:22-444 Originator:(KDK)Checker:JJV Controlling case for Moment Input Data: c e Beam Data:Simple Beam b Span Type?Simple a Span, L =6.0000 ft.Propped Beam +P +M +we Modulus, E =4768.962 ksi +wb Inertia, I =729.00 in.^4 Fixed Beam +w E,I L Beam Loadings:Cantilever Beam RL x RR Full Uniform:Nomenclature w =0.2340 kips/ft. Start End Results: Distributed:b (ft.)wb (kips/ft.)e (ft.)we (kips/ft.)Reactions: #1:RL =9.18 k RR =9.18 k #2:ML =N.A.MR =N.A. #3:Maximum Moments: #4:+M(max) =26.49 ft-k @ x =3.00 ft. #5:-M(max) =0.00 ft-k @ x =0.00 ft. #6:Maximum Deflections: #7:-D(max) =-0.040 in.@ x =3.00 ft. #8:+D(max) =0.000 in.@ x =0.00 ft. D(ratio) =L/1805 Point Loads:a (ft.)P (kips) #1:3.0000 16.96 #2: #3: #4: #5: #6: #7: #8: #9: #10: #11: #12: #13: #14: #15: Moments:c (ft.)M (ft-kips) #1: #2: #3: #4: -15.0 -10.0 -5.0 0.0 5.0 10.0 15.0 0.000.360.721.081.441.802.162.522.883.243.603.964.324.685.045.405.76Shear (kips)x (ft.) Shear Diagram 0.0 5.0 10.0 15.0 20.0 25.0 30.0 0.000.360.721.081.441.802.162.522.883.243.603.964.324.685.045.405.76Moment (ft-kips)x (ft.) Moment Diagram SINGLE-SPAN BEAM ANALYSIS For Simple, Propped, Fixed, or Cantilever Beams Job Name:RENTON SHOP - OIL WATER SEPERATOR #2 Subject:TRAFFIC PERPENDICULAR, FAC Job Number:22-444 Originator:KDK Checker:JJV Controlling case for Shear Input Data: c e Beam Data:Simple Beam b Span Type?Simple a Span, L =6.0000 ft.Propped Beam +P +M +we Modulus, E =4768.962 ksi +wb Inertia, I =729.00 in.^4 Fixed Beam +w E,I L Beam Loadings:Cantilever Beam RL x RR Full Uniform:Nomenclature w =0.2340 kips/ft. Start End Results: Distributed:b (ft.)wb (kips/ft.)e (ft.)we (kips/ft.)Reactions: #1:RL =12.01 k RR =6.35 k #2:ML =N.A.MR =N.A. #3:Maximum Moments: #4:+M(max) =23.55 ft-k @ x =2.00 ft. #5:-M(max) =0.00 ft-k @ x =0.00 ft. #6:Maximum Deflections: #7:-D(max) =-0.035 in.@ x =2.75 ft. #8:+D(max) =0.000 in.@ x =0.00 ft. D(ratio) =L/2081 Point Loads:a (ft.)P (kips) #1:2.0000 16.96 #2: #3: #4: #5: #6: #7: #8: #9: #10: #11: #12: #13: #14: #15: Moments:c (ft.)M (ft-kips) #1: #2: #3: #4: -10.0 -5.0 0.0 5.0 10.0 15.0 0.000.360.721.081.441.802.162.522.883.243.603.964.324.685.045.405.76Shear (kips)x (ft.) Shear Diagram 0.0 5.0 10.0 15.0 20.0 25.0 0.000.360.721.081.441.802.162.522.883.243.603.964.324.685.045.405.76Moment (ft-kips)x (ft.) Moment Diagram Tabulation of Single-Span Beam Shear, Moment, Slope, and Deflection for 50 Equal Segments Point #x (ft.)Shear (k) 1 0.0000 12.01 2 0.1200 11.98 3 0.2400 11.95 4 0.3600 11.92 5 0.4800 11.90 6 0.6000 11.87 7 0.7200 11.84 8 0.8400 11.81 9 0.9600 11.78 10 1.0800 11.76 11 1.2000 11.73 12 1.3200 11.70 13 1.4400 11.67 14 1.5600 11.64 15 1.6800 11.61 16 1.8000 11.59 17 1.9200 11.56 18 2.0400 -5.43 19 2.1600 -5.46 20 2.2800 -5.48 21 2.4000 -5.51 22 2.5200 -5.54 23 2.6400 -5.57 24 2.7600 -5.60 25 2.8800 -5.62 26 3.0000 -5.65 27 3.1200 -5.68 28 3.2400 -5.71 29 3.3600 -5.74 30 3.4800 -5.77 31 3.6000 -5.79 32 3.7200 -5.82 33 3.8400 -5.85 34 3.9600 -5.88 35 4.0800 -5.91 36 4.2000 -5.93 37 4.3200 -5.96 38 4.4400 -5.99 39 4.5600 -6.02 40 4.6800 -6.05 41 4.8000 -6.07 42 4.9200 -6.10 43 5.0400 -6.13 44 5.1600 -6.16 45 5.2800 -6.19 46 5.4000 -6.21 47 5.5200 -6.24 48 5.6400 -6.27 49 5.7600 -6.30 50 5.8800 -6.33 51 6.0000 -6.35 1.44 -0.0942 -0.0024 2.88 -0.0936 -0.0047 Moment (ft-k)Slope or Rotation (deg.)Deflection (in.) 0.00 -0.0944 0.0000 7.16 -0.0893 -0.0117 8.59 -0.0871 -0.0139 4.31 -0.0926 -0.0071 5.74 -0.0912 -0.0094 12.83 -0.0779 -0.0201 14.24 -0.0741 -0.0220 10.00 -0.0844 -0.0160 11.42 -0.0814 -0.0181 18.45 -0.0601 -0.0271 19.84 -0.0547 -0.0285 15.65 -0.0698 -0.0238 17.05 -0.0652 -0.0255 23.33 -0.0360 -0.0320 22.68 -0.0294 -0.0328 21.24 -0.0488 -0.0299 22.62 -0.0426 -0.0310 20.70 -0.0109 -0.0343 20.03 -0.0051 -0.0345 22.02 -0.0230 -0.0335 21.36 -0.0169 -0.0340 18.01 0.0112 -0.0343 17.33 0.0162 -0.0339 19.36 0.0005 -0.0346 18.69 0.0060 -0.0345 15.27 0.0301 -0.0322 14.58 0.0344 -0.0314 16.65 0.0211 -0.0335 15.96 0.0257 -0.0329 12.48 0.0460 -0.0283 11.77 0.0494 -0.0271 13.88 0.0384 -0.0304 13.18 0.0423 -0.0294 9.63 0.0585 -0.0230 8.91 0.0612 -0.0215 11.06 0.0527 -0.0258 10.35 0.0557 -0.0245 6.73 0.0679 -0.0167 5.99 0.0697 -0.0149 8.18 0.0636 -0.0200 7.46 0.0658 -0.0183 3.77 0.0739 -0.0095 3.02 0.0748 -0.0076 5.26 0.0713 -0.0132 4.51 0.0727 -0.0113 0.76 0.0764 -0.0019 0.00 0.0765 0.0000 2.27 0.0756 -0.0057 1.52 0.0761 -0.0038 Project:RENTON SHOP - OIL WATER SEPERATOR #2 Top Slab Thickness =9.0 in Location:RENTON, WASHINGTON End Wall Thickness =12.0 in Engineer:(KDK)Cover:0.50 Ft Traffic Surcharge = 100 psf Date:9/18/2023 Water Table Depth:0.00 Ft At-rest Pressure Above Water Table = 45 psf At-rest Pressure Below Water Table = 45 psf Design End Wall End wall Height =13.17 Ft Soil Cover on Top of Wall =0.50 Ft Soil weight =135 pcf Ptop = 0.023 ksf Pbottom = 0.615 ksf PLive Load surcharge = 0.100 ksf W1= 0.296 k W2= 3.901 k Wsurcharge= 1.317 k V1= 0.148 k V2= 2.600 k Vsurcharge= 0.658 k Max. Moment Mu =12.48 ft-k Max. Shear Load, Vu =4.60 k BENDING f'c =7000 psi rebar cover =1.5 in bar size and spacing =# 5 @ 12 in d =10.19 in As =0.307 a =0.2577 fMn =13.88 ft-k Ok Mu = 12.48 ft-k MMinimum Reinf. = 12.25 ft-k SHEAR fVc = 0.90 x 0.0316 * 2 (f'c)^(1/2) x 12" x d =18.40 k dshear = 10.19 in Vu =4.60 k Ok END WALL CALCULATIONS CHECK SHEAR CAPACITY OF STEEL PLATE Botton slab plate =9.75'' x 1.5'' x 0.375'' Max. Spacing between steel plate =5.00 Ft Shear Load from wall =4.60 k/ft (from endwall calculation) Shear Load on steel plate =23.00 k Steel plate design shear capacity ɸRn =ɸ*0.6*FvAb (check 1 ) Ab=L*t L=9.750 in Fv =36 ksi t=0.375 in ɸ=0.75 ɸRn =59.23 k Ok Steel plate design shear capacity ɸRn =ɸ*0.6*FvAse (check 2 ) Ase=L*w L=9.750 in Fv =36 ksi w=1.500 in ɸ=0.75 ɸRn =236.93 k Ok Project:RENTON SHOP - OIL WATER SEPERATOR #2 Top Slab Thickness =9.0 in Location:RENTON, WASHINGTON Side Wall Thickness =12.0 in Engineer:(KDK)Cover:0.50 Ft Traffic Surcharge = 100 psf Date:9/18/2023 Water Table Depth:0.00 Ft At-rest Pressure Above Water Table = 45 psf At-rest Pressure Below Water Table = 45 psf Design Side Wall Side wall Height =13.17 Ft Side Wall Length =17.17 Ft Soil Cover on Top of Wall =0.50 Ft Soil weight =135 pcf Ptop = 0.023 ksf Pbottom = 0.615 ksf PLive Load surcharge = 0.100 ksf W1= 0.30 k W2= 3.90 k Wsurcharge= 1.32 k V1= 0.15 k V2= 2.60 k Vsurcharge= 0.66 k Max. Moment Mu =17.69 ft-k (Spanning Horizontally between each endwall) Max. Shear Load, Vu =4.60 k BENDING f'c =7000 psi rebar cover =1.5 in bar size and spacing =# 5 @ 8 in d =10.19 in As =0.460 a =0.3865 fMn =20.69 ft-k Ok Mu = 17.69 ft-k MMinimum Reinf. = 12.25 ft-k SHEAR fVc = 0.90 x 0.0316 * 2 (f'c)^(1/2) x 12" x d =18.40 k dshear = 10.19 in Vu =4.60 k Ok SIDE WALL CALCULATIONS - SPANNING HORIZONTALLY BETWEEN END WALLS CHECK SHEAR CAPACITY OF STEEL PLATE Botton slab plate =9.75'' x 1.5'' x 0.375'' Max. Spacing between steel plate =5.00 Ft Shear Load from wall =4.60 k/ft (from endwall calculation) Shear Load on steel plate =23.00 k Steel plate design shear capacity ɸRn =ɸ*0.6*FvAb (check 1 ) Ab=L*t L=9.750 in Fv =36 ksi t=0.375 in ɸ=0.75 ɸRn =59.23 k Ok Steel plate design shear capacity ɸRn =ɸ*0.6*FvAse (check 2 ) Ase=L*w L=9.750 in Fv =36 ksi w=1.500 in ɸ=0.75 ɸRn =236.93 k Ok Project:RENTON SHOP - OIL WATER SEPERATOR #2 Span,Rise: Location:RENTON, WASHINGTON Designer:(KDK)Checker:JJV Input Data: c Beam Data:e b Length, L =8.00 ft.a Width, W =1.00 ft. +P Thickness, T =0.83 ft. +wb +we +M +w Modulus, E =4769.0 ksi Subgrade, K =40 pci T Inertia, I =0.048 ft.^4 E,I L Beam Loadings: x Nomenclature Full Uniform: w =0.0000 kips/ft. Results: Start End Beam Flexiblity Criteria: Distributed:b (ft.)wb (kips/ft.)e (ft.)we (kips/ft.) for b*L <= p/4 beam is rigid #1: for p/4 < b*L < p beam is semi-rigid #2: for b*L >= p beam is flexible #3: for b*L >= 6 beam is semi-infinite long #4: #5:b =0.151 b = ((K*W)/(4*E*144*I))^(1/4) #6:b*L =1.21 b*L = Flexibility Factor Point Loads:a (ft.)P (kips)Beam is semi-rigid #1:0.5000 13.98 #2:7.5000 13.98 #3: Max. Shears and Locations: #4:+V(max) =12.16 k @ x =7.50 ft. #5:-V(max) =-12.16 k @ x =0.50 ft. #6: #7: Max. Moments and Locations: #8:+M(max) =0.46 ft-k @ x =0.50 ft. #9:-M(max) =-20.60 ft-k @ x =4.00 ft. #10: #11: Max. Deflection and Location: #12:D(max) =-0.636 in. @ x =0.00 ft. Moments:c (ft.)M (ft-kips) Max. Soil Pressure and Location: #1:Q(max) =3.665 ksf @ x =0.00 ft. #2: #3: #4: BASE SLAB DESIGN CALCULATIONS Subgrade Check Base Slab Shear Strength (@ distance d from inside face of leg unit leg): As =0.20 in2/ft f'c = 7.0 ksi b =12 in de =0.69 ft Vu =-11.08 Mu =-10.09 ft*k/ft Vude/Mu =0.755 Vc = 0.079 √(f'c)bde < 0.126√(f'c)bde OK fVc =18.64675 per LRFD 5.14.5.3 fVc = 0.9*(0.0676√f'c+4.6AsVude/bdeMu)bde OK Check Base Slab Moment Capacity @ Midspan: Mu =20.6 ft*k/ft As =0.20 in2/ft #4 @ 12.00 in in top of slab a = 0.16 in de =8.25 in fMn =7.2 ft*k/ft Longitudinal Base Slab Reinforcement Maximum spacing of reinforcing bars shall be 1.5 times the depth or 18" (5.10.3.2) Smax = 18'' Shrinkage and temperature reinforcement per section 5.10.8:b =12'' As > 1.3bh/[2*(b+h)fy] =0.06 in2/ft h = 10'' fy =60 ksi Provide #4 @ 12 in top only, bottom not exposed to temperature variations As =0.2 in2/ft OK k/ft @ x=0.800 Project:RENTON SHOP - OIL WATER SEPERATOR #2 Clear Span:6.00 Ft Water Table Height: 0.00 Ft Location:RENTON, WASHINGTON Clear Rise:13.92 Ft Max. Cover: 0.50 Ft Engineer:(KDK)Base Extension: 0.00 Ft Min. Cover: 0.00 Ft Skin Friction Above Water Table: 128 PSF Note: Water Table Height Skin Friction Below Water Table: 67 PSF measured from top of vault (Negative = below top of vault) Vault Data:Thickness Description / Width Length Volume (per foot)Unit Weight Weight Top Slab 0.75 FT 8.00 FT 6.00 CF 150 LB/CF 0.90 K/F Walls 1.00 FT 13.92 FT 27.83 CF 150 LB/CF 4.18 K/F Base Slab 0.83 FT 8.00 FT 6.67 CF 150 LB/CF 1.00 K/F Soil over Top Slab 0.25 FT 8.00 FT 2.00 CF 120 LB/CF 0.24 K/F Soil over Base Ext.0.00 FT 15.75 FT 0.00 CF 120 LB/CF 0.00 K/F Interior 6.00 FT 13.92 FT 83.50 CF 0 LB/CF 0.00 K/F Downward / Resisting Forces: Vault Structure (self weight)6.08 K/F Soil over Vault 0.24 K/F Soil over Base Extension 0.00 K/F Skin Friction above Water Table 0.00 K/F Skin Friction below Water Table 1.04 K/F Total 7.35 K/F Upward Bouyant Forces: Concrete Area 2.53 K/F Void Area 5.21 K/F Total 7.74 K/F Factor of Safety for Bouyancy:1.0 OK VAULT BUOYANCY CALCULATIONS AS-BUILT LAYOUT PLAN TOP SECTION A DESIGN NOTES: 1. THIS STRUCTURE IS DESIGNED IN ACCORDANCE WITH THE AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS STANDARD: SPECIFICATION FOR HIGHWAY BRIDGES, SEVENTEENTH EDITION (2002), ASTM C-857, AND ACI-318-02. 2. DESIGN LOADS: LIVE LOAD: HS25-44 + 50.7 KIP (75 PSI OVER A 26-INCH BY 26-INCH AREA) OUTRIGGER LOADING SOIL WEIGHT = 135 PCF DEPTH OF OVERBURDEN = 6" MAX 3. CONCRETE 28 DAY COMPRESSIVE STRENGTH: 7,000 PSI (MIN) 4. CONCRETE SHIPPING STRENGTH 70%: 3,500 PSI (MIN) 5. STEEL REINFORCEMENT: REBAR ASTM A615 GRADE 60 6. CEMENT: ASTM C-150 SPECIFICATIONS 7. WELDING STEEL STRENGTH = 70 KSI 8. HYDROSTATIC PRESSURE: WATER TABLE AT TOP OF VAULT BACKFILL NOTES: MECHANICAL TAMPERS OR APPROVED COMPACTING EQUIPMENT NOT EXCEEDING 1 TON SHALL BE USED ON ALL BACKFILL MATERIAL THAT IS DIRECTLY ADJACENT TO THE STRUCTURAL ELEMENTS AND OVER THE TOP OF THE STRUCTURE UNTIL THERE IS AT LEAST 1' OF COVER OVER THE TOP. BACKFILL MATERIAL IN STRUCTURAL BACKFILL ZONE SHALL BE PLACED IN 8" LIFTS (MAXIMUM) BEFORE BEING COMPACTED. AT NO TIME SHALL HEAVY CONSTRUCTION OR BACKFILLING EQUIPMENT IN EXCESS OF 8 TON BE PERMITTED OVER THE STRUCTURE OR WITHIN 3' OF ANY STRUCTURAL ELEMENT WITHOUT AT LEAST 2' OF COVER OVER THE STRUCTURE UNLESS THE STRUCTURE IS DESIGNED FOR LESS COVER. NO BACKFILL UNTIL THE WHOLE VAULT IS ASSEMBLED. DURING BACKFILLING, AT NO TIME SHALL THERE BE MORE THAN 24" DIFFERENCE BETWEEN BACKFILL HEIGHT ON EACH SIDE OF THE VAULT8'-0" VAULT OVERALL6'-0"INSIDE CLEAR1'-0" WALL(TYP.)13'-11" INSIDE CLEAR15'-6" OVERALL9"LID10"BASEELEVATION A ℄ 18"Ø OPENING FOR 12"Ø PIPE IE 318.554'-0"℄ 12"Ø OPENING FOR 8"Ø PIPE IE 318.22 ℄ 16"Ø OPENING FOR 12"Ø PIPE IE 324.90 TOP WALL CONNECTION (SEE DETAIL ON SHEET P2) INTERNAL/VAULT ELEV. 314.11 T/VAULT ELEV. 328.78 B/VAULT ELEV. 313.28 2'-10"2'-10" LAYOUT PLAN BOTTOM SECTION B1 BASE SW2A & SW2B SW1A & SW1B EW1 17'-2" (SIDE WALL TYP.)8'-0" (END WALL TYP.)C℄ 16"Ø OPENING FOR 12"Ø PIPE IE 324.9011'-312"℄ 18"Ø OPENING FOR 12"Ø PIPE IE 318.55 SW1A (SW2A BEYOND) SW1B (SW2B BEYOND) EW1 EW2 T1 TOP RING L1 - LID L1 - LIDL1 - LID WEIR SW2A SW2B SW1A SW1B 10'-0"3'-2"T1 TOP RING 19'-2" (BASE SLAB) BOTTOM WALL CONNECTION (SEE DETAIL ON SHEET P2) END WALL CONNECTION (SEE DETAIL ON SHEET P2) EW2 ℄ 12"Ø OPENING FOR 8"Ø PIPE IE 318.224'-538"EW1 EW2 OIL WATER SEPARATOR (OWS-2) 19'-2" VAULT OVERALL 17'-2" INSIDE CLEAR BBAFFLEWEIR BAFFLE 4'-1114"1'-6"TOP RINGL3"x 3"x 14" BEARING ANGLE W/ 34"x6" H.C.A. @ 1'-0" O.C. L3"x 3"x 14" BEARING ANGLE W/ 34"x6" H.C.A. @ 1'-0" O.C.13'-2"1'-0" (TYP.) NOTE: CUSTOMER TO VERIFY PIPE LOCATIONS AND OPENING SIZES PRIOR TO PRODUCTION OF PRECAST SIDE WALL CONNECTION (SEE DETAIL ON SHEET P2) PRODUCT DETAIL PRODUCT QTY APPROX HANDLING WEIGHT T1 1 9,722 LBS SW1A,SW2A 2 25,750 LBS SW1B,SW2B 2 8,080 LBS EW1,EW2 2 15,800 LBS B1 1 19,160 LBS L1 3 4,140 LBS WEIR 1 6,200 LBS BAFFLE 1 5,930 LBS 0 2' 4'8' ELEVATION B 0 2' 4'8' ELEVATION C 0 2' 4'8' 8'-0" AFTERBAY ℄1'-312"2'-10"9"(TYP.)2 2 9/21/23 AS BUILT DRAWINGS JJC DATE DESCRIPTION ENG 1 CENTRAL MAINTENANCE FACILITY (RENTON SHOP) LOCALE:RENTON STATE:WA DESIGNED BY: DRAWN BY: CHECKED BY: PROJECT NUMBER: DATE: 2 3 4 5 6 7 KDK NBD JJV 22-444 11/16/2022 5415 189TH STREET E PUYALLUP, WA 98375 PHONE 253-929-1818 PROVIDED BY: P.O. BOX 351 BELLBROOK, OH 45305 800.241.0925 DESIGNED BY:SPEC: 03 41 33 SPEC SUBPART: 1.04 PROJECT NUMBER: KC PARKS 1122161 DATE: DESCRIPTION P1DATE ENG SEPTEMBER 21, 2023 INSTALLATION NOTES (BY OTHERS): 1. WALL PANELS WILL NEED TO BE BRACED TO FLOOR PANELS DURING INSTALLATION 2. AFTER INSTALLATION OF PANELS ALL RECESS POCKETS & VOIDS WILL NEED TO BE GROUTED WITH A NON-SHRINK 4,000 PSI GROUT 3. AFTER INSTALLATION OF PANELS ALL SEAMS/JOINTS WILL NEED TO BE SEALED WITH CS1900 SEALANT AND PAINTED WITH CS1800 COATING. SEE PANEL SEAM DETAIL. 4. PIPE SEALING/CONNECTION AND FLOOR SLOPE BY OTHERS 5. ALL WELDING DONE BY OTHERS PRIOR TO BACKFILLING 6. STEPS AND/OR LADDERS SUPPLIED AND INSTALLED BY OTHERS. 4-POINT PANEL LIFTING DETAIL LIFTING AND SETTING TOP AND BOTTOM SLABS, LIFTING FOR WALLS60°4-POINT EDGE PANEL ROTATING AND SETTING DETAIL ROTATING AND SETTING WALL PANELS 60°TO CRANETO CRANETO CRANEMIN.MIN. BASE TO WALL SEAM SEAL DETAIL 1.) SET PANEL 2.) CAULK IN WITH CS-1900, ONCE AN OUTER SKIN HAS FORMED PROCEED TO STEP 3 3.) PAINT JOINT 2" 30 MILLS ON EACH SIDE WITH CS-1800 4.) WRAP WITH CS-212. CENTER ON JOINT 2" (TYP.) INTERIOR WALL #2 - CAULK IN WITH CS-1900, ONCE AN OUTER SKIN HAS FORMED PROCEED TO STEP 3 EXTERIOR WALL #4 - WRAP WITH CS-212, CENTER ON JOINT BASE #1 - SET PANELS #3 - PAINT JOINT 2" STRIP 30 MILLS ON EACH SIDE WITH CS-1800 **IF PANEL GAP IS 0" TO 38" NO BACKER ROD IS NEEDED** **IF PANEL GAP IS 38" OR GREATER BACKER ROD IS NEEDED** WALL TO WALL SEAM SEAL DETAIL 1.) SET PANEL 2.) CAULK IN WITH CS-1900, ONCE AN OUTER SKIN HAS FORMED PROCEED TO STEP 3 3.) PAINT JOINT 2" 30 MILLS ON EACH SIDE WITH CS-1800 4.) WRAP WITH CS-212. CENTER ON JOINT 2" (TYP.) #2 - CAULK IN WITH CS-1900, ONCE AN OUTER SKIN HAS FORMED PROCEED TO STEP 3 EXTERIOR WALL #4 - WRAP WITH CS-212, CENTER ON JOINT INTERIOR WALL #1 - SET PANELS #3 - PAINT JOINT 2" STRIP 30 MILLS ON EACH SIDE WITH CS-1800 **IF PANEL GAP IS 0" TO 38" NO BACKER ROD IS NEEDED** **IF PANEL GAP IS 38" OR GREATER BACKER ROD IS NEEDED** TOP TO WALL SEAM SEAL DETAIL 1.) APPLY BEAD OF CAULKING CENTERED ON WALL EDGE, ONCE DONE PROCEED TO STEP 2 2.) SET PANEL (TOP) 3.) WRAP WITH CS-212. CENTER ON JOINT TOP #1 - APPLY BEAD OF CS-1900 CAULKING CENTERED ON WALL EDGE, ONCE DONE PROCEED TO STEP 2 #2 - SET TOP PANEL2"(TYP.)INTERIOR WALL #3 - WRAP WITH CS-212, CENTER ON JOINT EXTERIOR WALL WALL CORNER SEAM SEAL DETAIL 1.) SET PANEL 2.) CAULK IN WITH CS-1900, ONCE AN OUTER SKIN HAS FORMED PROCEED TO STEP 3 3.) PAINT JOINT 2" 30 MILLS ON EACH SIDE WITH CS-1800 4.) WRAP WITH CS-212. CENTER ON JOINT 2" (TYP.) INTERIOR WALL #2 - CAULK IN WITH CS-1900, ONCE AN OUTER SKIN HAS FORMED PROCEED TO STEP 3EXTERIOR WALL #4 - WRAP WITH CS-212, CENTER ON JOINT #1 - SET PANELS #3 - PAINT JOINT 2" STRIP 30 MILLS ON EACH SIDE WITH CS-1800 **IF PANEL GAP IS 0" TO 38" NO BACKER ROD IS NEEDED** **IF PANEL GAP IS 38" OR GREATER BACKER ROD IS NEEDED** EXTERIOR WALL AS-BUILT TOP WALL CONNECTION AFTER INSTALLATION OF BAR PT DUCT TO BE FILLED W/ GROUT #6 BAR, 34"Ø STEEL BAR 28" LONG 3"Ø PT DUCT IN WALL AND TOP SLAB 5"x 5"x 38" CONNECTION PLATE 14" 14" 7"x 7"x 34" DEEP RECESS POCKET L3"x3"x 14" 6" LONG W/ 2 EA. 34"x 6" H.C.A. CAST IN BOTH SIDES 14" FRONT VIEW SIDE VIEW SIDE VIEW SIDE WALL CONNECTION PANEL SEAM DETAIL SEAL ALL JOINTS WITH CS1900 SEALANT 1ST PAINT SEAMS WITH CS1800 COATING 2ND BOTTOM AND END WALL CONNECTION 112" DEEP RECESS POCKET 12"x 12"x 6" SQUARE BAR 112"x 934"x 38" STEEL PLATE W/ 2 EA. 34"x 6" H.C.A. 3"x 6"x 38" STEEL PLATE W/ 2 EA. 34"x 6" H.C.A. 14" 514" LONG MIN SIDE VIEW FRONT VIEW 14" 514" LONG MIN NELSON STUD AWS TYPE C (OR EQUAL) 14" 14" 12"x 12"x 6" SQUARE BAR BUTYL ROPE 112" DEEP x 3"WIDE HORIZONTAL KEY OIL WATER SEPARATOR (OWS-2)TO CRANE9/21/23 AS BUILT DRAWINGS JJC DATE DESCRIPTION ENG 1 CENTRAL MAINTENANCE FACILITY (RENTON SHOP) LOCALE:RENTON STATE:WA DESIGNED BY: DRAWN BY: CHECKED BY: PROJECT NUMBER: DATE: 2 3 4 5 6 7 KDK NBD JJV 22-444 11/16/2022 5415 189TH STREET E PUYALLUP, WA 98375 PHONE 253-929-1818 PROVIDED BY: P.O. BOX 351 BELLBROOK, OH 45305 800.241.0925 DESIGNED BY:SPEC: 03 41 33 SPEC SUBPART: 1.04 PROJECT NUMBER: KC PARKS 1122161 DATE: DESCRIPTION P2DATE ENG SEPTEMBER 21, 2023 AS-BUILT 17'-2" LONG L3"x3"x 14" W/ 34"x 6" H.C.A. SPACED @ 12" O.C. MAX. SIDE VIEW BEARING ANGLE DETAIL BILL OF MATERIALS (T1) ITEM QTY DESCRIPTION 1 2.4 YD³CONCRETE 7,000 PSI MIX (3,500 PSI STRIP) 2 14 3"Ø x 1'-6" LONG PT DUCT 3 4 RL7 8-TON ERECTION ANCHOR (79149) P1 2 BEARING ANGLE: 3"x3"x 17'-2" w/ (18) 34"Ø x 6" H.C.A. T1 - PLAN VIEW T1 TOP RING - 9,722 LBS 1 PIECE NEEDED QTYS. ARE PER PIECE 19'-2" OVERALL 8'-0" OVERALL3"Ø PT DUCT (TYP.) 2 1 BEARING ANGLE (P1) (TYP.) SEE DETAIL ELEVATION 1 P3 0 1' 2'4' 1 P3 1'-0"17'-2" OPENING 1'-0"6'-0" OPENING1'-0"1'-0"3 SPACES @ 1'-9" O.C. = 5'-3"(TYP.)1'-412"1'-412"2 SPACES @ 4'-4" = 8'-8" (TYP.)5'-3"5'-3"5"(TYP.)12'-2"3'-6"3'-6"5"(TYP.)12" CHAMFER RUNNING LENGTH (BOTH SIDES)2P31'-6"OVERALL3"Ø PT DUCT (TYP.)2 38T RL-7 ERECTION ANCHOR (TYP.) PRECAST ANGLE (P1) CAST FLUSH AS BEARING SHELF FOR LID PIECES9"14" BEARING ANGLE (TYP.) SEE DETAIL SECTION 2 P3TYPICAL SIDE REINFORCING 9"1'-6"3" SHELF 9"5" #4 TIES @ 1'-0" O.C.A1(6) #6 BARS SPACED AS SHOWN (TYP.) ℄ 3"Ø PT DUCT (TYP.) 12" CHAMFER RUNNING LENGTH (BOTH SIDES) 1'-0" A2 112"CLR.OIL WATER SEPARATOR (OWS-2) ℄ 8T RL-7 ERECTION ANCHOR (TYP.)3 LEVEL W/ SIDE SHELF DESIGN NOTES 1. STEEL REINFORCEMENT: REBAR ASTM A615 GRADE 60 2. CEMENT: ASTM C0150 SPECIFICATIONS 3. WELDING STEEL: 70 KSI & PER ASTM A36 4. ANY REINFORCING CUT AROUND OPENINGS OR INSERTS MUST BE REPLACED WITH EQUIVALENT 5. LIFT INSERTS SHALL BE INSTALLED AND USED PER MANUFACTURER'S RECOMMENDATIONS SECTION 3 P3TYPICAL END REINFORCING 1'-6"5" #4 TIES @ 1'-0" O.C.A3 (6) #6 BARS SPACED AS SHOWN (TYP.) ℄ 3"Ø PT DUCT (TYP.) 12" CHAMFER RUNNING LENGTH (BOTH SIDES) 1'-0" A2 112"CLR.3 P3 3" SHELF(TYP.)9"1 9/21/23 AS BUILT DRAWINGS JJC DATE DESCRIPTION ENG 1 CENTRAL MAINTENANCE FACILITY (RENTON SHOP) LOCALE:RENTON STATE:WA DESIGNED BY: DRAWN BY: CHECKED BY: PROJECT NUMBER: DATE: 2 3 4 5 6 7 KDK NBD JJV 22-444 11/16/2022 5415 189TH STREET E PUYALLUP, WA 98375 PHONE 253-929-1818 PROVIDED BY: P.O. BOX 351 BELLBROOK, OH 45305 800.241.0925 DESIGNED BY:SPEC: 03 41 33 SPEC SUBPART: 1.04 PROJECT NUMBER: KC PARKS 1122161 DATE: DESCRIPTION P3DATE ENG SEPTEMBER 21, 2023 AS-BUILT OIL WATER SEPARATOR (OWS-2) EW1 - PLAN VIEW EW1 END WALL - 15,535 LBS 1 PIECE NEEDED ELEVATION 1 P4 0 1' 2'4' REINFORCING DETAIL (END WALL TYP.) WALL WELD PLATE FACE VIEWSIDE VIEW NELSON STUD AWS TYPE C (OR EQUAL) 112" DEEP RECESS POCKET 3"x 6"x 38" STEEL PLATE W/ 2 EA. 34"x 6" H.C.A. BILL OF MATERIALS (EW1) ITEM QTY DESCRIPTION 1 3.8 YD³CONCRETE 7,000 PSI MIX (3,500 PSI STRIP) 2 4 3"Ø x 12" LONG PT DUCT 3 2 RL7 8-TON ERECTION ANCHOR (79149) w/ TENSION BAR 4 2 WELD PLATE: 3"x 6" w/ 34"Ø x 6" H.C.A. 5 4 RL24 8-TON PLATE LIFTING INSERT (79042) 6 6 WELD PLATE: 11 2"x 93 4" w/ 3 4"Ø x 6" H.S.A. QTYS. ARE PER PIECE 1'-0"OVERALL12" CHAMFER RUNNING LENGTH (BOTH SIDES)5"(TYP.)BOTTOM SLAB WELD PLATE (TYP.) SEE DETAIL 3 2 16 ℄ 3"Ø PT DUCT 5 8T RL-24 PLATE LIFTING INSERT (TYP.)112"CLR.#4 @ 1'-0" (S.D.) #5 @ 1'-0" (L.D.)2"CLR.A1 A2 MESH CHAIR OUTSIDE SURFACE (MARKED DURING PRODUCTION TO ENSURE PROPER INSTALLATION) A3 #4 @ 1'-0" (L.D.)13'-2" OVERALL8'-0" OVERALL 2 SPACES @ 4'-6" O.C. = 9'-0"2'-9"1'-5"2'-3"3'-6"2'-3"1P42'-3"3'-6"2'-3" 3 SPACES @ 1'-9" O.C. = 5'-3"1'-412"1'-412"3'-4"6'-6"3'-4"4'-1114"4'-0" BOTTOM SLAB WELD PLATE 934"x 112"x 38" STEEL PLATE W/ 2 EA. 34"x 6" H.C.A. 14" (USED HERE FOR END WALL CORNER CONNECTION) WALL WELD PLATE (TYP.) SEE DETAIL 4 3"Ø x 12" PT DUCT (TYP.)2 ℄ 8T RL-24 PLATE LIFTING INSERTS (TYP.)5 WALL WELD PLATE (TYP.) SEE DETAIL4 3℄ 8T RL-7 ERECTION ANCHOR (TYP.) ℄ 8T RL-7 ERECTION ANCHOR (TYP.) ℄ BOTTOM SLAB WELD PLATE (TYP.) SEE DETAIL 6 ℄ 18"Ø BLOCKOUT FOR 12"Ø PIPE ADD (1) #5 x 4'-2" LONG BAR (E.W. T&B) 13'-2"6"1114" (TYP.) NOTE: PANEL WILL NOT HANG LEVEL, ADJUST LIFTING CABLES AS REQUIRED.6'-6"2'-0" (TYP.) DESIGN NOTES 1. STEEL REINFORCEMENT: REBAR ASTM A615 GRADE 60 2. CEMENT: ASTM C0150 SPECIFICATIONS 3. WELDING STEEL: 70 KSI & PER ASTM A36 4. ANY REINFORCING CUT AROUND OPENINGS OR INSERTS MUST BE REPLACED WITH EQUIVALENT 5. LIFT INSERTS SHALL BE INSTALLED AND USED PER MANUFACTURER'S RECOMMENDATIONS 1 9/21/23 AS BUILT DRAWINGS JJC DATE DESCRIPTION ENG 1 CENTRAL MAINTENANCE FACILITY (RENTON SHOP) LOCALE:RENTON STATE:WA DESIGNED BY: DRAWN BY: CHECKED BY: PROJECT NUMBER: DATE: 2 3 4 5 6 7 KDK NBD JJV 22-444 11/16/2022 5415 189TH STREET E PUYALLUP, WA 98375 PHONE 253-929-1818 PROVIDED BY: P.O. BOX 351 BELLBROOK, OH 45305 800.241.0925 DESIGNED BY:SPEC: 03 41 33 SPEC SUBPART: 1.04 PROJECT NUMBER: KC PARKS 1122161 DATE: DESCRIPTION P4DATE ENG SEPTEMBER 21, 2023 AS-BUILT OIL WATER SEPARATOR (OWS-2) EW2 - PLAN VIEW EW2 END WALL - 15,800 LBS 1 PIECE NEEDED ELEVATION 1 P5 0 1' 2'4' REINFORCING DETAIL (END WALL TYP.) WALL WELD PLATE FACE VIEWSIDE VIEW NELSON STUD AWS TYPE C (OR EQUAL) 112" DEEP RECESS POCKET 3"x 6"x 38" STEEL PLATE W/ 2 EA. 34"x 6" H.C.A. BILL OF MATERIALS (EW2) ITEM QTY DESCRIPTION 1 3.9 YD³CONCRETE 7,000 PSI MIX (3,500 PSI STRIP) 2 4 3"Ø x 12" LONG PT DUCT 3 2 RL7 8-TON ERECTION ANCHOR (79149) w/ TENSION BAR 4 2 WELD PLATE: 3"x 6" w/ 34"Ø x 6" H.C.A. 5 4 RL24 8-TON PLATE LIFTING INSERT (79042) 6 6 WELD PLATE: 11 2"x 93 4" w/ 3 4"Ø x 6" H.S.A. QTYS. ARE PER PIECE 1'-0"OVERALL12" CHAMFER RUNNING LENGTH (BOTH SIDES)5"(TYP.)BOTTOM SLAB WELD PLATE (TYP.) SEE DETAIL 3 2 16 ℄ 3"Ø PT DUCT 5 8T RL-24 PLATE LIFTING INSERT (TYP.)13'-2" OVERALL8'-0" OVERALL 2 SPACES @ 4'-6" O.C. = 9'-0"2'-9"1'-5"2'-3"3'-6"2'-3"1P52'-3"3'-6"2'-3" 3 SPACES @ 1'-9" O.C. = 5'-3"1'-412"1'-412"3'-4"3'-4"BOTTOM SLAB WELD PLATE 934"x 112"x 38" STEEL PLATE W/ 2 EA. 34"x 6" H.C.A. 14" (USED HERE FOR END WALL CORNER CONNECTION) WALL WELD PLATE (TYP.) SEE DETAIL 4 3"Ø x 12" PT DUCT (TYP.)2 ℄ 8T RL-24 PLATE LIFTING INSERTS (TYP.)5 WALL WELD PLATE (TYP.) SEE DETAIL4 3℄ 8T RL-7 ERECTION ANCHOR (TYP.) ℄ 8T RL-7 ERECTION ANCHOR (TYP.) ℄ BOTTOM SLAB WELD PLATE (TYP.) SEE DETAIL 6 13'-2"6"1114" (TYP.) 2'-0" (TYP.)112"CLR.#4 @ 1'-0" (S.D.) #5 @ 1'-0" (L.D.)2"CLR.A1 A2 MESH CHAIR OUTSIDE SURFACE (MARKED DURING PRODUCTION TO ENSURE PROPER INSTALLATION) A3 #4 @ 1'-0" (L.D.) DESIGN NOTES 1. STEEL REINFORCEMENT: REBAR ASTM A615 GRADE 60 2. CEMENT: ASTM C0150 SPECIFICATIONS 3. WELDING STEEL: 70 KSI & PER ASTM A36 4. ANY REINFORCING CUT AROUND OPENINGS OR INSERTS MUST BE REPLACED WITH EQUIVALENT 5. LIFT INSERTS SHALL BE INSTALLED AND USED PER MANUFACTURER'S RECOMMENDATIONS 1 9/21/23 AS BUILT DRAWINGS JJC DATE DESCRIPTION ENG 1 CENTRAL MAINTENANCE FACILITY (RENTON SHOP) LOCALE:RENTON STATE:WA DESIGNED BY: DRAWN BY: CHECKED BY: PROJECT NUMBER: DATE: 2 3 4 5 6 7 KDK NBD JJV 22-444 11/16/2022 5415 189TH STREET E PUYALLUP, WA 98375 PHONE 253-929-1818 PROVIDED BY: P.O. BOX 351 BELLBROOK, OH 45305 800.241.0925 DESIGNED BY:SPEC: 03 41 33 SPEC SUBPART: 1.04 PROJECT NUMBER: KC PARKS 1122161 DATE: DESCRIPTION P5DATE ENG SEPTEMBER 21, 2023 AS-BUILT OIL WATER SEPARATOR (OWS-2) B1 - PLAN VIEW B1 BASE - 19,160 LBS 1 PIECE NEEDED 1 P6 19'-2" OVERALL 8'-0" OVERALLNOTE: BASES SHOWN AS POURED NOT AS INSTALLED 3 SPACES @ 3'-6" O.C. = 10'-6" 3'-0"4 SPACES @ 3'-6" O.C. = 14'-0"2'-2" 4'-4"4'-4"2'-3"3'-6"2'-3"1114"(TYP.)4'-4" 1'-0" (TYP.)2'-0"4'-0"2'-0"10'-6"4'-4" ELEVATION 1 P6 0 1' 2'4' BILL OF MATERIALS (B1) ITEM QTY DESCRIPTION 1 4.7 YD³CONCRETE 7,000 PSI MIX (3,500 PSI STRIP) 5 8 RL24 8-TON PLATE LIFTING INSERT (79042) w/(4) #4 BARS 6 14 WELD PLATE: 112"x 934" w/ 34"Ø x 6" H.S.A. 7 4 RL6 8-TON ANCHOR (79049) w/ (2) RL31 SHEAR BARS E.W. BOTTOM SLAB WELD PLATE 934"x 112"x 38" STEEL PLATE W/ 2 EA. 34"x 6" H.C.A. 14" 7℄ RL6 8T ANCHOR W/ (2) RL31 SHEAR BARS E.W. ℄ BOTTOM SLAB WELD PLATE (TYP.) SEE DETAIL 6 ℄ 8T RL-24 PLATE LIFTING INSERTS (TYP.)5 10"OVERALLMARK THIS END "EAST" TO ENSURE PROPER FIELD ORIENTATION BOTTOM SLAB WELD PLATE (TYP.) SEE DETAIL 6 QTYS. ARE PER PIECE 12" CHAMFER RUNNING LENGTH (BOTH SIDES) 1 5 8T RL-24 PLATE LIFTING INSERT (TYP.) REINFORCING DETAIL (BASE SLAB TYP.)112"CLR.#4 @ 1'-0" (S.D.)2"CLR.12" CHAMFER RUNNING LENGTH (BOTH SIDES) OUTSIDE SURFACE (MARKED DURING PRODUCTION TO ENSURE PROPER INSTALLATION) MESH CHAIR #4 @ 1'-0" (S.D.) #4 @ 1'-0" (L.D.)A3 A2 A1 DESIGN NOTES 1. STEEL REINFORCEMENT: REBAR ASTM A615 GRADE 60 2. CEMENT: ASTM C0150 SPECIFICATIONS 3. WELDING STEEL: 70 KSI & PER ASTM A36 4. ANY REINFORCING CUT AROUND OPENINGS OR INSERTS MUST BE REPLACED WITH EQUIVALENT 5. LIFT INSERTS SHALL BE INSTALLED AND USED PER MANUFACTURER'S RECOMMENDATIONS 5"℄ RL6 8T ANCHOR W/ (2) RL31 SHEAR BARS E.W. 1 9/21/23 AS BUILT DRAWINGS JJC DATE DESCRIPTION ENG 1 CENTRAL MAINTENANCE FACILITY (RENTON SHOP) LOCALE:RENTON STATE:WA DESIGNED BY: DRAWN BY: CHECKED BY: PROJECT NUMBER: DATE: 2 3 4 5 6 7 KDK NBD JJV 22-444 11/16/2022 5415 189TH STREET E PUYALLUP, WA 98375 PHONE 253-929-1818 PROVIDED BY: P.O. BOX 351 BELLBROOK, OH 45305 800.241.0925 DESIGNED BY:SPEC: 03 41 33 SPEC SUBPART: 1.04 PROJECT NUMBER: KC PARKS 1122161 DATE: DESCRIPTION P6DATE ENG SEPTEMBER 21, 2023 9"3'-112"4'-11" WALL WELD PLATE FACE VIEWSIDE VIEW NELSON STUD AWS TYPE C (OR EQUAL) 112" DEEP RECESS POCKET 3"x 6"x 38" STEEL PLATE W/ 2 EA. 34"x 6" H.C.A. AS-BUILT OIL WATER SEPARATOR (OWS-2) 17'-2" OVERALL 10'-0"112" KEYFACE VIEW SIDE VIEW SIDE WALL WELD ANGLE & KEY DETAIL L3"x3"x 14" 6" LONG W/ 2 EA. 34"x 6" H.C.A. 412"112"3" 7"x 312"x 34" DEEP RECESS POCKET 112" KEYOUTSIDE FACE OF WALL "A" SW1A - PLAN VIEW SW1A BOTTOM SIDE WALL - 25,750 LBS 1 PIECE NEEDED ELEVATION 1 P7 0 1' 2'4'1P74'-6"2'-9"2'-9"2'-7"3 SPACES @ 4'-0" O.C. = 12'-0"2'-7"2'-6"5'-0"2'-6"4'-4"8'-6"4'-4" 4 SPACES @ 3'-6" O.C. = 14'-0"2'-0"1'-2"WALL WELD PLATE (TYP.) SEE DETAIL4 BILL OF MATERIALS (SW1A) ITEM QTY DESCRIPTION 1 6.4 YD³CONCRETE 7,000 PSI MIX (3,500 PSI STRIP) 3 4 RL7 8-TON ERECTION ANCHOR (79149) w/ TENSION BAR 4 9 WELD PLATE: 3"x 6" w/ 34"Ø x 6" H.C.A. 5 4 RL24 8-TON PLATE LIFTING INSERT (79042) w/(4) #4 BARS 8 4 WELD ANGLE: 3"x 3"x 6" w/ 34"Ø x 6" H.C.A. QTYS. ARE PER PIECE 1'-9"4'-0"1'-9" ℄ SIDE WALL WELD ANGLE SEE DETAIL 8 ℄ 8T RL-24 PLATE LIFTING INSERTS (TYP.)5 ℄ 8T RL-7 ERECTION ANCHOR (TYP.)3 REINFORCING DETAIL (SIDE WALL TYP.) 12" CHAMFER RUNNING LENGTH (BOTH SIDES)3" KEY412"10'-0"1'-0"OVERALL3 5 8T RL-24 PLATE LIFTING INSERT (TYP.) WALL WELD PLATE (TYP.) SEE DETAIL 4 ℄ 8T RL-7 ERECTION ANCHOR (TYP.)6"SIDE WALL WELD ANGLE SEE DETAIL 8 1 112"CLR.#4 @ 1'-0" (S.D.) MESH CHAIR #5 @ 8" (L.D.)2"CLR.OUTSIDE SURFACE (MARKED DURING PRODUCTION TO ENSURE PROPER INSTALLATION) A1 A2 #4 @ 1'-0" (L.D.) A3 DESIGN NOTES 1. STEEL REINFORCEMENT: REBAR ASTM A615 GRADE 60 2. CEMENT: ASTM C0150 SPECIFICATIONS 3. WELDING STEEL: 70 KSI & PER ASTM A36 4. ANY REINFORCING CUT AROUND OPENINGS OR INSERTS MUST BE REPLACED WITH EQUIVALENT 5. LIFT INSERTS SHALL BE INSTALLED AND USED PER MANUFACTURER'S RECOMMENDATIONS 9"7'-712" 5'-8"4'-0" 112" DEEP x 9" WIDE CHANNEL FOR WEIR & BAFFLE WALL 112" DEEP x 9" WIDE CHANNEL ON INSIDE FACE FOR WEIR & BAFFLE WALL (TYP. 2 PLACES) 1 9/21/23 AS BUILT DRAWINGS JJC DATE DESCRIPTION ENG 1 CENTRAL MAINTENANCE FACILITY (RENTON SHOP) LOCALE:RENTON STATE:WA DESIGNED BY: DRAWN BY: CHECKED BY: PROJECT NUMBER: DATE: 2 3 4 5 6 7 KDK NBD JJV 22-444 11/16/2022 5415 189TH STREET E PUYALLUP, WA 98375 PHONE 253-929-1818 PROVIDED BY: P.O. BOX 351 BELLBROOK, OH 45305 800.241.0925 DESIGNED BY:SPEC: 03 41 33 SPEC SUBPART: 1.04 PROJECT NUMBER: KC PARKS 1122161 DATE: DESCRIPTION P7DATE ENG SEPTEMBER 21, 2023 AS-BUILT OIL WATER SEPARATOR (OWS-2) FACE VIEW SIDE VIEW SIDE WALL WELD ANGLE & KEYWAY DETAIL L3"x3"x 14" 6" LONG W/ 2 EA. 34"x 6" H.C.A. 414"112" KEYWAY312" 7"x 312"x 34" DEEP RECESS POCKET112" KEYWAYOUTSIDE FACE OF WALL "A" SW1B - PLAN VIEW SW1B TOP SIDE WALL - 7,660 LBS 1 PIECE NEEDED ELEVATION 1 P8 0 1' 2'4'1P8BILL OF MATERIALS (SW1B) ITEM QTY DESCRIPTION 1 1.9 YD³CONCRETE 7,000 PSI MIX (3,500 PSI STRIP) 2 3 3"Ø x 12" LONG PT DUCT 3 4 RL7 8-TON ERECTION ANCHOR (79149) 4 2 WELD PLATE: 3"x 6" w/ 34"Ø x 6" H.C.A. 5 4 RL24 8-TON PLATE LIFTING INSERT (79042) 8 4 WELD ANGLE: 3"x 3"x 6" w/ 3 4"Ø x 6" H.C.A. QTYS. ARE PER PIECE REINFORCING DETAIL (SIDE WALL TYP.)5"(TYP.)2 ℄ 3"Ø PT DUCT 17'-2" OVERALL ℄ 8T RL-7 ERECTION ANCHOR (TYP.)3 4'-3"2 SPACES @ 4'-4" O.C. = 8'-8"4'-3" 3 SPACES @ 3'-6" O.C. = 10'-6"3'-4"3'-4"3'-2" OVERALL112" KEYWAY1'-9"1'-5"3 SPACES @ 4'-0" O.C. = 12'-0"2'-7"2'-7"1'-312"1'-10"1'-10"1'-312"℄ WALL WELD PLATE (TYP.) SEE DETAIL4 ℄ 16"Ø BLOCKOUT FOR 12"Ø PVC PIPE ℄ 16"Ø BLOCKOUT FOR 12"Ø PVC PIPE 3"Ø x 12" PT DUCT (TYP.)2 ℄ SIDE WALL WELD ANGLE SEE DETAIL 8 12" CHAMFER RUNNING LENGTH (BOTH SIDES)312"KEYWAY414"3'-2"1'-0"OVERALL3 WALL WELD PLATE (TYP.) SEE DETAIL4 ℄ 8T RL-7 ERECTION ANCHOR (TYP.)6"SIDE WALL WELD ANGLE SEE DETAIL 8 1 1'-6"3'-7"1'-6"3'-7"7'-0" NOTE: PANEL WILL NOT HANG LEVEL, ADJUST LIFTING CABLES AS REQUIRED. WALL WELD PLATE FACE VIEWSIDE VIEW NELSON STUD AWS TYPE C (OR EQUAL) 112" DEEP RECESS POCKET 3"x 6"x 38" STEEL PLATE W/ 2 EA. 34"x 6" H.C.A.1'-7"℄ 8T RL-24 PLATE LIFTING INSERTS (TYP.)5 112"CLR.2"CLR.A2 #4 @ 1'-0" (L.D.) OUTSIDE SURFACE (MARKED DURING PRODUCTION TO ENSURE PROPER INSTALLATION) MESH CHAIR #4 @ 1'-0" (S.D.)A3 #5 @ 8" (L.D. BETWEEN BLOCKOUTS)A4 DESIGN NOTES 1. STEEL REINFORCEMENT: REBAR ASTM A615 GRADE 60 2. CEMENT: ASTM C0150 SPECIFICATIONS 3. WELDING STEEL: 70 KSI & PER ASTM A36 4. ANY REINFORCING CUT AROUND OPENINGS OR INSERTS MUST BE REPLACED WITH EQUIVALENT 5. LIFT INSERTS SHALL BE INSTALLED AND USED PER MANUFACTURER'S RECOMMENDATIONS #5 @ 4" (L.D. BESIDE BLOCKOUTS)A1 9"3'-112"4'-11"9"7'-712" 112" DEEP x 9" WIDE CHANNEL ON INSIDE FACE FOR WEIR & BAFFLE WALL (TYP. 2 PLACES) 112" DEEP x 9" WIDE CHANNEL FOR WEIR & BAFFLE WALL 1 9/21/23 AS BUILT DRAWINGS JJC DATE DESCRIPTION ENG 1 CENTRAL MAINTENANCE FACILITY (RENTON SHOP) LOCALE:RENTON STATE:WA DESIGNED BY: DRAWN BY: CHECKED BY: PROJECT NUMBER: DATE: 2 3 4 5 6 7 KDK NBD JJV 22-444 11/16/2022 5415 189TH STREET E PUYALLUP, WA 98375 PHONE 253-929-1818 PROVIDED BY: P.O. BOX 351 BELLBROOK, OH 45305 800.241.0925 DESIGNED BY:SPEC: 03 41 33 SPEC SUBPART: 1.04 PROJECT NUMBER: KC PARKS 1122161 DATE: DESCRIPTION P8DATE ENG SEPTEMBER 21, 2023 WALL WELD PLATE FACE VIEWSIDE VIEW NELSON STUD AWS TYPE C (OR EQUAL) 112" DEEP RECESS POCKET 3"x 6"x 38" STEEL PLATE W/ 2 EA. 34"x 6" H.C.A. AS-BUILT OIL WATER SEPARATOR (OWS-2) 17'-2" OVERALL 10'-0"112" KEYFACE VIEW SIDE VIEW SIDE WALL WELD ANGLE & KEY DETAIL L3"x3"x 14" 6" LONG W/ 2 EA. 34"x 6" H.C.A. 412"112"3" 7"x 312"x 34" DEEP RECESS POCKET 112" KEYOUTSIDE FACE OF WALL "A" SW2A - PLAN VIEW SW2A BOTTOM SIDE WALL - 25,632 LBS 1 PIECE NEEDED ELEVATION 1 P9 0 1' 2'4'1P94'-6"2'-9"2'-9"2'-7"3 SPACES @ 4'-0" O.C. = 12'-0"2'-278"2'-6"5'-0"2'-6"4'-4"8'-6"4'-4" 4 SPACES @ 3'-6" O.C. = 14'-0"1'-2"2'-0"WALL WELD PLATE (TYP.) SEE DETAIL4 BILL OF MATERIALS (SW2A) ITEM QTY DESCRIPTION 1 6.3 YD³CONCRETE 7,000 PSI MIX (3,500 PSI STRIP) 3 4 RL7 8-TON ERECTION ANCHOR (79149) w/ TENSION BAR 4 9 WELD PLATE: 3"x 6" w/ 34"Ø x 6" H.C.A. 5 4 RL24 8-TON PLATE LIFTING INSERT (79042) w/(4) #4 BARS 8 4 WELD ANGLE: 3"x 3"x 6" w/ 34"Ø x 6" H.C.A. QTYS. ARE PER PIECE 1'-9"1'-9"4'-0" ℄ SIDE WALL WELD ANGLE SEE DETAIL 8 ℄ 8T RL-24 PLATE LIFTING INSERTS (TYP.)5 ℄ 8T RL-7 ERECTION ANCHOR (TYP.)3 REINFORCING DETAIL (SIDE WALL TYP.)112"CLR.#4 @ 1'-0" (S.D.) MESH CHAIR #5 @ 8" (L.D.)2"CLR.OUTSIDE SURFACE (MARKED DURING PRODUCTION TO ENSURE PROPER INSTALLATION) A1 A2 #4 @ 1'-0" (L.D.) A3 12" CHAMFER RUNNING LENGTH (BOTH SIDES)3" KEY412"10'-0"1'-0"OVERALL3 5 8T RL-24 PLATE LIFTING INSERT (TYP.) WALL WELD PLATE (TYP.) SEE DETAIL 4 ℄ 8T RL-7 ERECTION ANCHOR (TYP.)6"SIDE WALL WELD ANGLE SEE DETAIL 8 DESIGN NOTES 1. STEEL REINFORCEMENT: REBAR ASTM A615 GRADE 60 2. CEMENT: ASTM C0150 SPECIFICATIONS 3. WELDING STEEL: 70 KSI & PER ASTM A36 4. ANY REINFORCING CUT AROUND OPENINGS OR INSERTS MUST BE REPLACED WITH EQUIVALENT 5. LIFT INSERTS SHALL BE INSTALLED AND USED PER MANUFACTURER'S RECOMMENDATIONS 9"3'-112"4'-11"9"7'-712" 4'-0"5'-8" 112" DEEP x 9" WIDE CHANNEL FOR WEIR & BAFFLE WALL 112" DEEP x 9" WIDE CHANNEL ON INSIDE FACE FOR WEIR & BAFFLE WALL (TYP. 2 PLACES) 1 4'-538"1'-10" ℄ 12"Ø OPENING FOR 8"Ø PIPE ADD (1) #5 x 4'-2" LONG BAR (E.W. T&B) 1 9/21/23 AS BUILT DRAWINGS JJC DATE DESCRIPTION ENG 1 CENTRAL MAINTENANCE FACILITY (RENTON SHOP) LOCALE:RENTON STATE:WA DESIGNED BY: DRAWN BY: CHECKED BY: PROJECT NUMBER: DATE: 2 3 4 5 6 7 KDK NBD JJV 22-444 11/16/2022 5415 189TH STREET E PUYALLUP, WA 98375 PHONE 253-929-1818 PROVIDED BY: P.O. BOX 351 BELLBROOK, OH 45305 800.241.0925 DESIGNED BY:SPEC: 03 41 33 SPEC SUBPART: 1.04 PROJECT NUMBER: KC PARKS 1122161 DATE: DESCRIPTION P9DATE ENG SEPTEMBER 21, 2023 AS-BUILT OIL WATER SEPARATOR (OWS-2) SW2B - PLAN VIEW SW2B TOP SIDE WALL - 8,080 LBS 1 PIECE NEEDED ELEVATION 1 P10 0 1' 2'4'1P10BILL OF MATERIALS (SW2B) ITEM QTY DESCRIPTION 1 2.0 YD³CONCRETE 7,000 PSI MIX (3,500 PSI STRIP) 2 3 3"Ø x 12" LONG PT DUCT 3 4 RL7 8-TON ERECTION ANCHOR (79149) 4 2 WELD PLATE: 3"x 6" w/ 34"Ø x 6" H.C.A. 5 4 RL24 8-TON PLATE LIFTING INSERT (79042) 8 4 WELD ANGLE: 3"x 3"x 6" w/ 3 4"Ø x 6" H.C.A. QTYS. ARE PER PIECE REINFORCING DETAIL (SIDE WALL TYP.)5"(TYP.)2 ℄ 3"Ø PT DUCT 17'-2" OVERALL ℄ 8T RL-7 ERECTION ANCHOR (TYP.)3 4'-3"2 SPACES @ 4'-4" O.C. = 8'-8"4'-3" 3 SPACES @ 3'-6" O.C. = 10'-6"3'-4"3'-4"3'-2" OVERALL112" KEYWAY1'-9"1'-5"2'-7"2'-7" ℄ WALL WELD PLATE (TYP.) SEE DETAIL4 3"Ø x 12" PT DUCT (TYP.)2 ℄ SIDE WALL WELD ANGLE SEE DETAIL 8 12" CHAMFER RUNNING LENGTH (BOTH SIDES) 3'-2" 3℄ 8T RL-7 ERECTION ANCHOR (TYP.)6"SIDE WALL WELD ANGLE SEE DETAIL 8 1 1'-6"3'-7"1'-6"3'-7"7'-0" NOTE: PANEL WILL NOT HANG LEVEL, ADJUST LIFTING CABLES AS REQUIRED. WALL WELD PLATE FACE VIEWSIDE VIEW NELSON STUD AWS TYPE C (OR EQUAL) 112" DEEP RECESS POCKET 3"x 6"x 38" STEEL PLATE W/ 2 EA. 34"x 6" H.C.A.1'-7"℄ 8T RL-24 PLATE LIFTING INSERTS (TYP.)5 112"CLR.2"CLR.A2 #4 @ 1'-0" (L.D.) OUTSIDE SURFACE (MARKED DURING PRODUCTION TO ENSURE PROPER INSTALLATION) MESH CHAIR #4 @ 1'-0" (S.D.)A3 #5 @ 8" (L.D.)A1 DESIGN NOTES 1. STEEL REINFORCEMENT: REBAR ASTM A615 GRADE 60 2. CEMENT: ASTM C0150 SPECIFICATIONS 3. WELDING STEEL: 70 KSI & PER ASTM A36 4. ANY REINFORCING CUT AROUND OPENINGS OR INSERTS MUST BE REPLACED WITH EQUIVALENT 5. LIFT INSERTS SHALL BE INSTALLED AND USED PER MANUFACTURER'S RECOMMENDATIONS FACE VIEW SIDE VIEW SIDE WALL WELD ANGLE & KEYWAY DETAIL L3"x3"x 14" 6" LONG W/ 2 EA. 34"x 6" H.C.A. 414"112" KEYWAY312" 7"x 312"x 34" DEEP RECESS POCKET112" KEYWAYOUTSIDE FACE OF WALL "A"312"KEYWAY414"1'-0"OVERALL9"3'-112"4'-11"9"7'-712" 112" DEEP x 9" WIDE CHANNEL ON INSIDE FACE FOR WEIR & BAFFLE WALL (TYP. 2 PLACES) 3 SPACES @ 4'-0" O.C. = 12'-0" WALL WELD PLATE (TYP.) SEE DETAIL4112" DEEP x 9" WIDE CHANNEL FOR WEIR & BAFFLE WALL 1 9/21/23 AS BUILT DRAWINGS JJC DATE DESCRIPTION ENG 1 CENTRAL MAINTENANCE FACILITY (RENTON SHOP) LOCALE:RENTON STATE:WA DESIGNED BY: DRAWN BY: CHECKED BY: PROJECT NUMBER: DATE: 2 3 4 5 6 7 KDK NBD JJV 22-444 11/16/2022 5415 189TH STREET E PUYALLUP, WA 98375 PHONE 253-929-1818 PROVIDED BY: P.O. BOX 351 BELLBROOK, OH 45305 800.241.0925 DESIGNED BY:SPEC: 03 41 33 SPEC SUBPART: 1.04 PROJECT NUMBER: KC PARKS 1122161 DATE: DESCRIPTION P10DATE ENG SEPTEMBER 21, 2023 AS-BUILT OIL WATER SEPARATOR (OWS-2) L1 - PLAN VIEW L1 PRECAST LID - 4,140 LBS 3 PIECES NEEDED ELEVATION 1 P11 0 1' 2'4' 1 P11 BILL OF MATERIALS ( L1 ) ITEM QTY DESCRIPTION 1 1.0 YD³CONCRETE 7,000 PSI MIX (3,500 PSI STRIP) 9 4 MB V-ANCHOR 0.444Ø (MBV6444) 5'-8516" OVERALL 6'-512" OVERALL(DESIGN WIDTH)QTYS. ARE PER PIECE REINFORCING DETAIL (PRECAST LID TYP.)1'-834"3'-0"1'-834"℄ MB V-ANCHOR (TYP.)9 1'-6"2'-8 516"1'-6" MB V-ANCHOR (TYP.)9 5'-8 516"9"OVERALL112"CLR.2"CLR.#6 @ 6" (L.D. ALONG DESIGN WIDTH)A1 #4 @ 1'-0" (S.D.)A3 A2 #4 @ 1'-0" (L.D.) MESH CHAIR DESIGN NOTES 1. STEEL REINFORCEMENT: REBAR ASTM A615 GRADE 60 2. CEMENT: ASTM C0150 SPECIFICATIONS 3. WELDING STEEL: 70 KSI & PER ASTM A36 4. ANY REINFORCING CUT AROUND OPENINGS OR INSERTS MUST BE REPLACED WITH EQUIVALENT 5. LIFT INSERTS SHALL BE INSTALLED AND USED PER MANUFACTURER'S RECOMMENDATIONS 1 9/21/23 AS BUILT DRAWINGS JJC DATE DESCRIPTION ENG 1 CENTRAL MAINTENANCE FACILITY (RENTON SHOP) LOCALE:RENTON STATE:WA DESIGNED BY: DRAWN BY: CHECKED BY: PROJECT NUMBER: DATE: 2 3 4 5 6 7 KDK NBD JJV 22-444 11/16/2022 5415 189TH STREET E PUYALLUP, WA 98375 PHONE 253-929-1818 PROVIDED BY: P.O. BOX 351 BELLBROOK, OH 45305 800.241.0925 DESIGNED BY:SPEC: 03 41 33 SPEC SUBPART: 1.04 PROJECT NUMBER: KC PARKS 1122161 DATE: DESCRIPTION P11DATE ENG SEPTEMBER 21, 2023 AS-BUILT OIL WATER SEPARATOR (OWS-2) BILL OF MATERIALS ( BAFFLE, WEIR ) ITEM QTY DESCRIPTION 1 1.5 YD³CONCRETE 7,000 PSI MIX (3,500 PSI STRIP) 3 2 RL7 8-TON ERECTION ANCHOR (79149) 10 4 RL24 8-TON PLATE LIFTING INSERT (79054) QTYS. ARE PER PIECE 2"CLR.2"CLR.#4 @ 1'-0" (L.D.)A1 #4 @ 1'-0" (S.D.)A3 A2 #4 @ 1'-0" (L.D.) MESH CHAIR WEIR - PLAN VIEW PRECAST WEIR - 6,200 LBS 1 PIECE NEEDED ELEVATION 1 P12 0 1' 2'4'1P12BAFFLE - PLAN VIEW PRECAST BAFFLE - 5,930 LBS 1 PIECE NEEDED ELEVATION 2 P12 0 1' 2'4'10'-6" OVERALL10'-6" OVERALL6'-2" OVERALL 6'-2" OVERALL 1'-7"3'-0"1'-7"3℄ 8T RL-7 ERECTION ANCHOR (TYP.)1'-7"3'-0"1'-7"3℄ 8T RL-7 ERECTION ANCHOR (TYP.) 2'-4"1'-138"1'-138"958"958"2'-0"2'-0"10'-6" 3'-0"10" 3'-2"6"8" OVERALL3'-0"10"4'-8"9"9" 10'-6"8" OVERALL2P124"(TYP.)3 ℄ 8T RL-7 ERECTION ANCHOR (TYP.)4"(TYP.)3 ℄ 8T RL-7 ERECTION ANCHOR (TYP.) ℄ 8T RL-24 PLATE LIFTING INSERTS (TYP.)3'-6"4'-4"2'-8"10 NOTE: PANEL WILL NOT HANG LEVEL, ADJUST LIFTING CABLES AS REQUIRED. 1'-7"1'-7"2'-2"6'-2"2'-2"℄ 8T RL-24 PLATE LIFTING INSERTS (TYP.)10 10 8T RL-24 PLATE LIFTING INSERT (TYP.) 1'-0"4'-2"1'-0" 10 8T RL-24 PLATE LIFTING INSERT (TYP.) DESIGN NOTES 1. STEEL REINFORCEMENT: REBAR ASTM A615 GRADE 60 2. CEMENT: ASTM C0150 SPECIFICATIONS 3. WELDING STEEL: 70 KSI & PER ASTM A36 4. ANY REINFORCING CUT AROUND OPENINGS OR INSERTS MUST BE REPLACED WITH EQUIVALENT 5. LIFT INSERTS SHALL BE INSTALLED AND USED PER MANUFACTURER'S RECOMMENDATIONS2"CLR.2"CLR.#5 @ 112" (L.D. E.F. EA. SIDE OF BLOCKOUT)A1 #4 @ 1'-0" (S.D.)A3 A2 #4 @ 1'-0" (L.D. E.F. ABOVE AND BELOW BLOCKOUT) MESH CHAIR SECTION 3 P12PRECAST WEIR REINFORCING 3 P12 4 P12 SECTION 4 P12PRECAST BAFFLE REINFORCING 1 9/21/23 AS BUILT DRAWINGS JJC DATE DESCRIPTION ENG 1 CENTRAL MAINTENANCE FACILITY (RENTON SHOP) LOCALE:RENTON STATE:WA DESIGNED BY: DRAWN BY: CHECKED BY: PROJECT NUMBER: DATE: 2 3 4 5 6 7 KDK NBD JJV 22-444 11/16/2022 5415 189TH STREET E PUYALLUP, WA 98375 PHONE 253-929-1818 PROVIDED BY: P.O. BOX 351 BELLBROOK, OH 45305 800.241.0925 DESIGNED BY:SPEC: 03 41 33 SPEC SUBPART: 1.04 PROJECT NUMBER: KC PARKS 1122161 DATE: DESCRIPTION P12DATE ENG SEPTEMBER 21, 2023