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Shaw Lane Storm Vault Structural Report.apprvd.pdfEchelbarger's Shaw Lame Starm Water Detention Vault Edmonds, Washington Structural Calculations First Issue 11-13-13 Second Issue 12-27-13 Av(, 10,611 19 , SE, Stifte C, Evepvtt, IN 98208 + (425) 357-9600 (phom) * e - mall: dan@komiA,,covn, i A Division of Kutirtk Engiiseerfng, PC ATTN: JoAnne Zulauf Senior Engineering Technician COMPANY': City of Edmonds 121 -P Ave N. Edmonds. WA 99020 DATE: 12-27-1.3 PROJECT- Echelbarger's Shaw Lave Detention Vault ISE JOB NO. S-.13-072 CC: PAGES- 1 of 1 RE: David Evans Plan Review Comments The folloxwing relates to comment items within the calculations: Sheet 1: Code reference has been revised to include ACI -318 and ACI -350 Sheet 5: This is simply a conversion of the lead capacity from a 28ft span down to a 21.08ft sp=an. For example the uniform load. based on flexural capacity at 21.08ft span is 4131(28121.08) . Shear capacity calculation is similar. We use this as a guide for the plank capcity however the specific load Span Graphs are mors- accurate in determining the planks load capacity. Sheet 9: This is the total factored horizontal force on the wall per lineal ft of Nall for each loading condition. For the case with the comment l:`=1.6;x(60+54x3.8)x8,1+I,6x50x$.10.1f2=58641bsi list. ft of wall. Our logic is that the loading diagram is very similar for the different conditions and that the condition with the greatest horizontal force will ptoduce the maxhnum moments within the wail. The following relates to comment items within the consilru.ction Sheet 2 -- Section CIS2: Wail horizontal reinforcing has been r wised to ##6@11 "o/c reinforcement ratio of 0.005 assuming no contraction j 'nts. Sheet 2 -- Foundation Plan: It is our preference to avoid contraction jo withiaa ��a to create maintenance issues, Enclosures- revised vault structural drawings and calcul us. N o" Bottom slab bars do not appear to meet the requirements of ACI 350 Table 7.12.2.1. Please c� Y verify.y. -Confirm that spacing requirements of ACI 350 10.6 are met. Daniel Kosnik, SE President Ph: 425-357-9600 AV- the these tend Echelbtarger's ,Shaw Lowe .Storm Water Detention Vault .Project No. S-13-072 STRUCTURAL CALCULATIONS INDEX Sheet Design Criteria 01-04 Lid Review 05-08 Wall Design & Footing Design 09-15 Echelbarger's Shaw Lane Storm Water Detention Vault Code: 2012IBCI /��I _MF/' A11j-W Permitting Agency: City of Edmonds Soil Cover: 1.8ft min to 2.8ft max Lid Loading: HS2044 truck loading 150 psf uniform live load Uniform live load not to act concurrently with truck wheel loading. Foundation Design: Foundation design is based on the following values provided by Earth Solutions NW. Allowable Bearing Pressure: 5,000 psf Soil Design Values: At Rest Pressure: Active Pressure: Seismic Addition: Saturated Soil Density: Material Requirements: 50 pcf EFW (Drained Level Backfill ) 35 pcf EFW ( Drained Level Backfill } E r 10H psf Uniform 125 pcf Rebar: Grade 60 Concrete: fe= 4000psi Lid: Pre -cast, Pre -stressed Hollow Core Plank 12-1/2" thick. I✓ O � i- �� Hi Dan, Based on the soil conditions anticipated at the vault excavation depth, you may use an allowable soil bearing capacity value of 5,000 psf for design of the vault footings. For the at -rest earth pressure (restrained condition) you may use an equivalent fluid pressure of 50 pcf. Please let me know if you need anymore information. Thanks, Henry T. Wright, E.I.T. Staff Engineer Earth Solutions NW, LLC 1805 136th Place NE, Suite 201 • Bellevue, WA 98005 Email Henry.Wright@EarthSolutionsNW.com Office (425) 449-4704 • Fax (425) 449-4711 Cell (206) 793-4193 ® Radio ID 112*71686*5 From: Ray Coglas Sent: Wednesday, November 13, 2013 7:49 AM To: Henry Wright Subject: FW: Geotech letter on Shaw Lane Please.respond to Dan with design values...... come see me to discuss. Ray Coglas, P.E. Principal Earth Solutions NW Phone (425) 449.4704 FAX (425) 449-4711 Cell (206) 793-7494 Radio lD 112"143141'18 This e-mail is intended for the use of the individual to whom it is addressed and may contain Information that is privileged, confidential or otherwise exempt from disclosure under applicable law. If the receiver of this e-mail in not the intended recipient or the employee or agent responsible for delivering the message to the intended recipient, you are hereby notified that any dissemination, distribution or copying of this communication is strictly prohibited. From: Dan Kosnik [ma€lto:dan@kosnik.com] Sent: Tuesday, November 12, 2013 5:15 PM To: Ray Coglas Subject: FW: Geotech letter on Shaw Lane Pay, I have a detention vault on this project. Bottom of vault footings approx 11 ft below finished grade -- see attached plan set. Can you tell me what value € might use for the allowable bearing value and at rest soil pressure value? Your report is also attached. SITE STRUGTURES Project sheet date no HS20-44 pri 7? QQQLBS FRONT AXEL: J. 92 REAR A,,,CFL # 1: REAR AXEL #2: w 8,OOOLBS 32,OOOLBS 323000LBS I 04MU t-0 K51*-qq L%Am to zg.,(W-lb -exto C±3 _Ww 0.4w Wm combtaW -watuht of *st two ioxies v i, varlotyle., u,50--spoulng wfilch products mmeimum stress For deviqn of - ah, otnterW Of whey to be 1 ft Nim curt L HS 20 44 -TRUCK LIVE LOAD ON WALLS 16" s 5� G� ev-I� 0�2 AV 'k R I AG E UNI FOR M . 'HORIZONTAL LOAD''. SITE STRUCTURES 10511 19th Ave SE, Suite C Everett, WA, (425)-357-9600 Litt Data Project Shaw Lane Design Superimposed Load 500 psf Plank capacity based on uniform superimposed load tables sheet E� date j I, I. prj. no. S-13-072 Plank span 28 ft No of tendons X11' Allowable superimposed loads 4'1 ° r)sf Allowable superimposed loads base of design span of 21.08 ft Based on flexural capacity -` 729, psf Based on shear capacity Z49F psf Plank capacity based on truck load charts Plank span1= l ft No of tendons Allowable soil cover without knee -walls 0 5 to.2 78ft Allowable soil cover with knee -walls Q 5 to 5 4 ft PN ED wAWi �WT FE4 V N, N Y ALLOWABLE SUPERIMPOSED LOAD in pounds per square foot Effec$ive Prestress (KIPS) No, of 112" o STRANDS SIMPLE SPAN in feet . 28 32 36 40 44 48 52 56 60 70:7 3 78 44 20 77.7 4 126 80 49 26 101.3 5 174 117 78 50 27 124.8 6 221 153 106 70 43 23* 148.4 7 267 186 129 89 59 36 172.0 8 307 216 153 108 74 49 29 195.5 9. 343 243 174 125 fig 61 40 23* 219.1 10 378' 270 195 142 103 73 50 31* 242.7 11 413' 297 217 160 117 85 60 40 24* SECTION PROPERTIES (with shear keys grouted) A M 313'in2 Zt = 1019 ins 2b = 947 in3 w = 84 psf 1 6136 10 Yt 6.02 in Yb = 6.48 In NOTES: 1. The values given in this table are based on hollow core slabs without shear reinforcement: Superscripts (1, 2, etc:) following values in the table indicate the number of filled voids required at the ends of slabs to develop the allowable superimposed load. See page 2, "SHEAR" for discussion. 2. Asterisk (*) following values In the table indicate that the total deflection under all loads Is greater than U360 but less than 0180. 3. Interpolation between values is acceptable. Do not extrapolate values into the blank spaces of the table. f 4. These Span -Load Tables are intended as an aid to preliminary sizing. Sound engineering judgement is required for j the application of this Information to specific design cases. 10 MANUFACTURERS OF PRESTRESSED CONCRETE s TACOMA, WASHINGTON 4AM 12 11 10 i LL 9 0 a. C) 04 8 II 7 3 LLI4 Or 2 ire HOLLOW ! 0 .- . 4 14 16 18 20 22 24 26 28 30 32 34 36 38 �1 SIMPLE SPAN (ft) GENERAL NOTES: 11101 1.) A minimum cover depth of six inches OR a three inch thick cast in place concrete topping slab is required. 2.) Simple Span is centerline of bearing to centerline of bearing. 3.) The Knee Wall envelope represents the maximum span and height of soil cover that can be supported by slabs with standard notches for manhole openings, assuming void fill concrete f = 3,000 psi. Points falling outside this envelope require knee walls to support the slabs at manhole openings. 4.) Interpolation between strand contours is acceptable. DO NOT extrapolate beyond the bounds of this chart. 5.) Soil cover is assumed to be uniform. 6.) Except as noted, soil cover unit weight is assumed to be 120 pcf. 7.) Minimum span length = 14'-0". 8.) The values shown on this chart are in compliance with IBC 2003 & ACI 318-05. 9.) The Vent Notch envelope represents the maximum span and height of soil cover that can be supported by slabs with 6%" standard notches in adjacent slabs to accommodate 12" diameter vents, assuming void fill concrete fc 3,000 psi. Refer to Detail 3 on page 15 of this brochure for vent notch details. 2118108 MANUFACTURERS OF PRESTRESSED CONCRETE - TACOMA, WASHINGTON 7 ■ I Strands (y.11 135 p OR OEM WAI 9" 14 16 18 20 22 24 26 28 30 32 34 36 38 �1 SIMPLE SPAN (ft) GENERAL NOTES: 11101 1.) A minimum cover depth of six inches OR a three inch thick cast in place concrete topping slab is required. 2.) Simple Span is centerline of bearing to centerline of bearing. 3.) The Knee Wall envelope represents the maximum span and height of soil cover that can be supported by slabs with standard notches for manhole openings, assuming void fill concrete f = 3,000 psi. Points falling outside this envelope require knee walls to support the slabs at manhole openings. 4.) Interpolation between strand contours is acceptable. DO NOT extrapolate beyond the bounds of this chart. 5.) Soil cover is assumed to be uniform. 6.) Except as noted, soil cover unit weight is assumed to be 120 pcf. 7.) Minimum span length = 14'-0". 8.) The values shown on this chart are in compliance with IBC 2003 & ACI 318-05. 9.) The Vent Notch envelope represents the maximum span and height of soil cover that can be supported by slabs with 6%" standard notches in adjacent slabs to accommodate 12" diameter vents, assuming void fill concrete fc 3,000 psi. Refer to Detail 3 on page 15 of this brochure for vent notch details. 2118108 MANUFACTURERS OF PRESTRESSED CONCRETE - TACOMA, WASHINGTON 7 10 Z U. 9 U a 0 C14 8i 7 LL 6� W O - �- V J ® 4 LL O 3 U" W 2 C X 121/2" HOLLOW - , 1 PSF i ESE 9 Emmons E I Strands (y,,11 135 pcQ Knee s I Ell 14 16 18 20 22 GENERAL. NOTES: 24 26 28 SIMPLE SPAN (ft) 30 32 34 36 38 1.) A minimum cover depth of six inches OR a three inch thick cast in place concrete topping slab is required. 2.) Simple Span is centerline of bearing to centerline of bearing. 3.) The Knee Wall envelope represents the maximum span and height of soil cover that can be supported by slabs with standard notches for manhole openings, assuming void fill concrete f c = 3,000 psi. Points failing outside this envelope require knee walls to support the slabs at manhole openings. 4.) Interpolation between strand contours is acceptable. DO NOT extrapolate beyond the bounds of this chart. 5.) Soil cover is assumed to be uniform. 6.) Except as noted, soil cover unit weight is assumed to be 120 pcf. 7.) Minimum span length = 14'-0". 8.) The values shown on this chart are In compliance with IBC 2003 & ACI 318-05, 9.) The Vent Notch envelope represents the maximum span and height of soil cover that can be supported by slabs with 6'/" standard notches in adjacent slabs to accommodate 12" diameter vents, assuming void fill concrete f'c 3,000 psi. Refer to Detail 3 on page 15 of this brochure for vent notch details. 2118108 MANUFACTURERS OF PRESTRESSED CONCRETE ® TACOMA, WASHINGTON 9 10511 19th Ave SE, Suite C Everett, WA, (425)-357-9600 Project Shaw Lane Vault Wallm-Latera|Pmassures Review Minimum soil cover depth hntop oYwall: Maximum soil cover depth totop oYwall: Wall Height: At -Rest soil pressure: Active soil pressure: Uniform Addition hnAt-Rest soil pressure: Soil Density: Load Combinations: ' ~��1L(soil pnassupa + L load) 1.6 L (soil pressure) + A.0-- L (seismic) Due to HS20 Truck Loading: / 1.8ftmin cover over lid: psfUnUorm 2.8 ft max cover over lid: Uniform Total Foobznsd Lateral Force: min lid: ' 1.8 ft cover � pif 28ftmax cover over lid: ' 5994p0 Due to Uniform Surcharge Load. Uniform surcharge: pmf Equivalent lateral Yonza: ' 80pafUnUonn Total Factored Lateral Force: 2.8 ft max cover over lid: 5864 plf Due to Seismic Activity: Uniform seismic addition: E= H Seismic lateral force: 81 psf Uniform Total Factored Lateral Force: 28�nmaxoovmrm/grUd' .� �'' p� . . �-�. Combined Load Factor: .'1]� sheet: date: pO^nO. Itv SITE STRUCTURES 10511 19th Ave SE, Suite C f Everett, WA, (425)-357-9600 Design Data Project Shaw Lane sheet a date A I . 1,!7 - W prj. no. S-13-072 I/�,tiq-1,� Soil Density 125: pcf Soil Cover depth to the top of the wall 3 8ft Ws1 = 190 psf Wall height .8 ft Ws2 = 405 psf Soil Pressure EFW 50 pcf Surcharge uniform S1 150, psf (on surface of ground) Equiv Ws = 60 psf truck Ws 90. psf ( on surface of wall - see design chart ) Critical Design Surcharge pressure =' 70: psf (on the surface of the wall) Information Calculated Design Forces W1= 260 F1 = 2106 lbs R top = 1600 lbs W2= 405 F'2 = 1640.25 lbs R bot = 2147 lbs M1 = 2132 M total= 3831 ft -lbs M2 = 1705 Miall Rei Clear cover 2 inches Rebar size sq -in Rebar area 0.31 sq -in Bar spacing 10 inches Rebar strength fy 60: ksi Conc strength fc _ 4000' psi Load Factor 1.$': Comp block (a) = 0.54 inches Depth to CL bar (d) = 5.69 inches d -a/2 = 5.42 inches OMn = 8974 ft -lbs Mu 6739 ft -lbs max tension reinforcing spacing. fs = 23089.psi s = 21:0 in S 20.8 in �0i2� r��� (IZ) .Od9 � 0. '� Smax 20:81n -OK Anchorage at Top of the Wall Ru = ,:2560 pif Shear capacity of Dowel = 6336 plf Bearing capacity of Dowel = 4253 pif Anchorage at Bottom of the Wall Ru = 3434 pif Nominal Shear friction capacity of the footing to wall Dowel 11383 plf Rebar Dowel Size Dowel Area sq -in Dowel strength fy = .gyp: ksi Dowel Spacing v.._ ._.._...='inches Dowel brg length 2:25 inches conc strength f - 3t)00: psi Rebar Dowel Size : Dowel Area Dowel strength fy Dowel Spacing = - Coefficient of friction = 0:3 f;; sq -in SQ ksi Vd inches '06 smooth surface SITE STRUCTURES 10511 19th Ave SE, Suite C Everett, WA, (425)-357-9600 Data Project Shaw Lane W, sheet_ date prj. no. S-13-072 Soil Density 125: PC f Soil Cover depth to the top of the wall 3 B.. ft Ws1 = 190 psf Wall height 8 1;ft Ws2 = 405 psf Soil Pressure EFW 50. pcf Surcharge Information uniform S1 ..1W psf (on surface of ground) Equiv Ws truck Ws 9Q psf (on surface of wall - see design chart) Critical Design Surcharge pressure = ' 0; psf (on the surface of the wall) Calculated Design Forces 60 psf W1= 190 F1 = 1539 lbs R top = 1316 lbs W2= 405 F2 = 1640.25 lbs R bot = 1863 lbs M1 = 1558 M total=: 326.3 ft -lbs M2 = 1705 ( Wall Rel Wall thickness :: 8> inches Clear cover 2 inches Rebar size 5_ Rebar area _ 0.3.1 sq -in Bar spacing 11) inches Rebar strength fy 6D; ksi Conc strength f 4000. psi Load Factor 1 6:° Comp block (a) = 0.54 inches Depth to CL bar (d) = 5.69 inches d -a/2 = 5.42 inches max tension reinforcing spacing: fs = 1.9634 psi G Anchorage at Top of the Wall Ru = Shear capacity of Dowel = Bearing capacity of Dowel = Q3Mn = 8974.ft-lbs Mu = 5221 -ft -lbs s = : ':::: ' .24:4in smax = 24.4 in - OK 2'fflfi. Of Rebar Dowel Size 6=. Dowel Area Ct44 sq -In 6336 plf Dowel strength fy= ksi .4253 plf Dowel Spacing -2Dinches Dowel brg length 2 25: inches Conc strength f 3000; psi Anchorage at Bottom of the Wall Ru =. 291 Nominal Shear friction capacity pff of the footing to wall Dowel 11383 plf Rebar Dowel Size Dowel Area = Dowel strength fy= Dowel Spacing = Coefficient of friction = sq -in ksi inches smooth surface SITE STRUCTURES 10511 19th Ave SE, Suite C Everett, WA, (425)-357-9600 Project Shaw Lane RMAIRO-TNVIVTTMM�� MUM Header Overburden & Uniform Loads Lid weight .............. 90 psf Soil Desity 125pcf Soil Cover depth over lid 2 5 ft Plank design clear span left X-83: Plank design clear span right 20 83 ft Design Uniform Live Load150<psf distribution length Lid tributary width to header 20.83 ft Uniform service load to header .1.1. 509 plf Uniform factored load to header 15060 plf Truck Wheel Loads to Header sheet date prJ. no. S-13-072 Load Factors LL 1.6' Truck type Axle Load - 32{100=:lbs Wheel Spacing -ft Cover depth z ft Axle assumed centered over & perpendicular to header distribution width 5.50 ft opening width 4'.DO ft distribution length 12.00 ft length ea side of hdr 6.00 ft uniform load @ top of plank 485 psf wheel load to header from left span 2490 plf wheel load to header from right span 2490 plf Total wheel load to header 4980 plf Factored wheel load to header 7968 plf Design Loads & Forces in Header Service 16.5 klf Factored 23:0 klf Critical section for shear is at Design Vu Design Mu 0.6 feet from the face of the support 32 k 46 k -ft SITE STRUCTURES Project Shaw Lane sheet 10511 15th Ave SE, Suite C date I ®� r Everett, WA, (425)-357-9600 prj. no. S-13-072 Header Data Header width 8 inches Concrete Strength 400© psi Header span -4 00.ft Header depth 36: inches d= 33.00 inches In/d ratio 1.45 Deep Beam limit Inld < 5.0 Min shear steel ( Area 1 spacing } ratio 0.012 Min Rebar spacing Max spacing of shear steel 7.2 inches # 3 @ 9.17 #4@ 16.67 Min horiz steel { Area I spacing } ratio 0.02 #4@ 10.00 Max spacing of horzontal steel 12 inches #5@ 15.50 Review shear capacity of heavier Reinf shear capacity CVs 50 k Conc shear capacity OVc 28 k Total Shear Capacity 79 k p� V� 32 k Max OW @ In/d < 2 114 k Max OVn @ 2 < In/d < 5 11882 k Review flexural capacity of header min As based on 200 bwdN 0.88 sq inches min As based on eq 10-3 0.83 sq inches As reqd based on bending model 0.33.sq inches As reqd based on tie - strut model assume Vu is focused @ the center of the header then Tu = 23.45 k As reqd ® 0.43 sq inches -- V I� � � - 1 � VI ! o bb