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DEA final review-no comments-04172013.pdfProject: City of Edmonds %-F Shoreshire Plat Stormwater Detention Vault Review w RNoASSIDGIATES mc. DEA Project No.: COED 0000-0006 ubmi ai Transmittal Client: City of Edmonds DEA Submittal No. 1, Rev 1 Description: Detention Vault Review (Task Order 13-01) Received: 4116113 Resubmittal of #: Bid Item #: n/a Reviewed Furnish As Corrected Rejected Revise and Resubmit Submit Specific Item Submittal Comments: _._.......... ..............................._._ r This review is only far general conformance with the design concept of the project and general compliance with the information given in the Contract Documents. Corrections or comments made on the shop drawings during this review d0 not relieve contractor from compliance with the requirements of the Contract Documents. Approval of a specific Item shall not include approval of an assembly of which the item is a component_ Contractor is responsible for: dimensions to be confirmed and correlated at the jobsite; inforrnation that pertains solely to the fabrication processes or to the means, methods, techniques, sequences anti procedures of construction; coordination of the Work of all trades; and for perforrning all work in a safe and satisfactory manner. Office Engineer:~ DATE: I7f13 Copies To: Contractor Prof_ He — Owner — ROM SITE STRUCTURES A Div;:lon of Kosnik Inglneerinfl, PC Shoreshirej Hill — Lake Ballinger Plat Storm Water ntion Vault City of Edmonds, Washington Structural Calculations for Project No. -1 -058 First Issue 12-0-12 Second Issue 03-27-13 10611 IV" Ave 8E, Sults C, Everest, WA 98208 (428) 367-9600 (phone) E-mail: dan@kosnik.com Skmed� (MU- Cage mfr t ((' Project IVa S-12-058 STRUCTURAL CALCULATIONS INDRX D sip Oxiteria 01-03 Lid Review 04-07 Nall & Foo6ng Design 08-12 DESIGN CRITERIA Code: Permitting Agency: Soil Cover: horehire ( Hill — Lake Ballinger Storm Water Detention Vault 2009 JB City of Edmonds, Washington 18" +1- over the entire lid Lid Loading: HS2.0-44 truck loading 150 psf unifcTm live load Unifor n live load not to act concurrently with truck wheel loading. Foundation Desi Foundation design is based on the following values as presented in the geotechnical report by earth Solutions N, LLC dated 11-15-12: Allowable Beaxing Pressure: 5,000 psf Lateral Earth Pressures on Vault Walls: At hest Condition: 50 pcf EFW (Drained Level Backfill) Seismic ddiflon: B = 8H psf Uniform Saturated Soil Density: 125 pcf Material l eanirements: Rebar: Grade 60 Concrete: fc= 4000 psi Lid: Pre -cast, Pre -b -tressed Hollow Core Plank t2-1/2" thick. ,SITE STRUCTURES Project �Liy- F8Tj&v—... . FRO T A a- RIIAR L #1: R a REAR AEL #: a ffS 0-44 l�� OOLB S,OOOLBS 32,OOOLBS 32,OOOLBS stm F/r date 00 r 1 prj. no. w bfi r F urlr 4 OQPa KSIS-4 F lb 944=-lbixlo �r� as �,acme3pa��adigg. OM 0 l-?r4rek Wx comam WOW of W10 PA6# u For dW4n of Wah, mterlkw of *meal tq W 9 It frbrA c mb 4 LL. +f k Q tj l.y SIS 2 O - 44 TRUCK LIVE LOAD ON BALLS AVERAGE UNIFORM! HORIZONTAL LOA SITE STRUCTURES Project Shomhire 10519 19th Ave SE, Suite C Everett, WA, (4 *357-9600 PRECAST HOLLOW CODE PLANK REVIEW Lid Data Design Superimposed Load Plank capacity based on unftrm superimposed load tables sheet date 12!20!12 P • no. S-12-058 Plank capacity based on truck load charts Plank span No of tendons ............ ..m.. , w' auk knee -walls m: alh 0.75: tr.6:22,5" t 7- Allowable sail Dover Allowable soil cover with knee -wells 2.�0iIi r ft DIMENSIONS FOR DETAILIr 121/211 SI LL CORE SLAB SPAN -LOAD TABLE k14 -U- FYC"M9L uvouv1+ ALLOWABLE SUPERIMPOSE13 LOAD In pounds per square foot EftedWe Prestress (RIPS) No. of 1/2" o STRANDS SIMPLE SPAM In feet . 28 22 30 40 44 48 52 Be 60 70.7 3 78 44 20 7 77.7 4 126 80 49 26 101.3 5 174 117 78 50 27 124.8 6 221 169 106 70 43 23" 149.4 7 267 186 129 89 59 86 172,0 S 307 216 1'53 109 74 49 29 195.5 S. 343 249 174 125 89 61 40 23' 219.1 10 3781 270 195 142 102 73 50 31' 2-42.7 11 4131 297 217- 160 117 85 60 40 24* SECTION PROPERTIES (with ahear keys grouted) A = 313 int Zt =1019W1 = 947 ins w = 84 psf I 6186 in4 Yt - 6,02 In Y[j 6.48 in INtOTES. _ i. The varues giuen iri this tabla are based on hQliaw, care slabs wlthout shear relnforcement. Superscrlpts (1, 2, etc.) fol lumIng values In the table Indicate the number of tilted volds required at the ends of a labs to develop the allowable cupeOmpowd load.: See page 2, "SHEAR" for dlecusafan. 2. Asterlek (") follawing valuae lft the table Indlonte that the total defieoftri under all loads is greater than LAW but less ftn 1.1184. 3. fnterpofatlon betwaen values Is acceptable. Do not extrapolate values Into the blank spaces of this table. 4. These Span -Lead Tables au9 Intended as an ald to prellminary slung. Sound engfnsering judgemani Is required for the appiloAcm of this Infarrnatfon to speelft design emaea - I MANUFACTURERS OF PRESTRESSED CONCRETE • TACOMA, WASHINGTON 4MG 12%" HOLLOW CORE SLAB 1 160 P F 141' 14 16 18 20 24 26 28 30 32 34 38 38 SIMPLE SPAN (ft) ENERAL NOTES: ce 1.) A minimum cover depth of six inches 0R a three inch thick cast in place concrete topping slab 4s required. 2.) Simple $pari is centedin9 of bearing to centerline of bea(ng- 3-) Thcl Knee Wall envelope represents the maximum span and height of soil coVer that carl be supported by slaps with standard notches for manhole openings, assuming vold fill concrete fa = 3,000 pai. Points falling outside this envelope require knee walls to support the slabs at manhole openings, 4.) interpolation between strand contours is acceptable. Do NOT exirapoiate beyond the bounds of this chart. 5.) Soil cover is assumed to be uniform. 6,) Exoapt as noted, soil cover unit weight is asaumed to be 120 pcf, 7.) Minimum span length =1 4'-0" 8-) The values shown on this chert are in compliance with IBC 2003 & ACI 315-05. 9.) The Vent Notch envelope represants the ma-drnum span and height of sail cover that can be supported by slabs with 6W' standard notches in adjacent slabs to accommodate IZ' diameter vents, assuming void fill concrete fo = 3, 000 psi. Refer to E* all 3 on page 15 of thls brochure for vent notch data Ils. Via= MANUFACTURERS OF PRESTRESSED OONCRETE • TACOMA, WASHINGTON 9 0 z w c� J E�7 U. ti..r cc —J V ch U. O I -- 4Y E TECHNOLOGY CORPORATION 121/2" HOLLOW CORE SLAB H D-44 GENERAL NTE: t v " I .) A minimum cover depth of alx Inches OR a three inch thick cast in place concrete topping slab is required. 2.) SirnpI@ Span is centerllne of bearing to oenta€Ilne of bearing. 3.) The Knee Well envelope represents the rnakimurh span and height of sail rover that can be supported by slabs with standard notches for manhole opening, assuming void fill concrete f = 3,000 psi. Points felling outside this enveiope require knee walls to support the Blabs 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 unlforrn. 6.} E" as noted, sail cover unit weight is assumned to be 920 pcf. 7.) Minimum span length = 14'-0". 8,) The values shown on this chart are in compliance with IBC 2003 & AGI 318-05. 9,) The Vent Notch envelope represents the maximum span and height ofscil corer that can be supported by slabs With 6'1V standard notches in adjacent slaty to a=mmodate 17 diameter vents, assuming void fill concrete f = 3,000 psi. Refer to Detail 3 on page 95 of this brochure for vent notch details. k VMS MANUFACTURERS OF PRESTRESSED CONCRETE • TACOMA, WASHINGTON 7 SITE STRUCTURES I D51 I I 9th Ave SE, Suite C Everett, WA, (425)-357-9800 P.roj c et sheet: 4411, date: I'v 4,0, Pl. no. S-12-058 Vault Wa I Is - Late ml Pressures Review Minimum sol I cover depth to top of wall: Maximum so i I caver depth to top of wall: Wall Height, At -Rest soil pressure: Active so i I pressure: Un&rrn Addition to At -Rest soil pressure: 861 Denalty: IL�11311&111 111[G8Ilou I In I3,11111111Ivil L (surcharge1wheel bad) IN11�,IxAl 1pireusiiuire� L (seismic) Due to HS20 Truck Load Ina, 1.5 ft min cover over 11d, 1.5. ft max cover over I Id, Total Factored Lateral Foroe: 1-.5 ft min cover over I id. I,;- ft max cover over I id: see LL wa I I chart 10 0 PO Uniform QQ p9f Unffbrrn MO Pif �prob* mp-�'P WO: p If Due to UnNbrm Surchame Load: Uniform surcharge, PX0 Equivalent lateral force, Ipst'l Irtiltioii-iii Total Factored Lateral Force: I"6 ft max cover over lid: 5W4. pif .1� 111I "IIIII 111D 1,1 3 1.�. 0_1 . . ........... pl In 22: seismic lateral force' 72 psf Uniform Total Factored Lateral Force: 1,5 ft max oover over lid: .41.16 ptf Combined Load Factor, 1-.6f Ito Prulmct wim A DMalon or Kcank Engh "ring PO JYb N, ..M�Am joke �.+ , SITE STRUCTURES Project Shoreshire sheet 10511 19th Ave SE, Suite C &te 1./20112 Everett, WA, (425"57-9600 prj. no. S-12-058 ��v�6v �2� •t� Design Data Soil Density 1 pcf Soil Cover depth to the top of the wall 2, ft WS1 = 125 psf Wall height ft Ws2 = 450 psf Soil Pressufe EFW 6: pcf Information unit al"t" 1 = 1,W pst (on surtace of ground) Equiv We 1,30 psf truck WS= 100 psf (on surface of wall -see design chart) Critical Design Surcharge pressure = fQ: psf (on the surface of the wall) Calculated Design Forces 1= 225 F1 = 2025 Ibs R top = 1689 Ids 2= 450 F2 = 2025 lbs R bot = 2383 lbs wall M1 = 2278 M total= 4616 ft -lbs M2 = 2338 Clear cover 2 inches Rebar sJza �a sq -in Rebar area 0.44, sq -in Bar spacing 10> inches Rebar strength fy fr0" ksi Cone strength fc 4t psi Load Factor GOmp 4IOCK (a) = u. id inert" Depth to CL bar (d) = 5.85 inches d -a/2 = 5-24 Inches max tension reinfarcing spacing: f6 = 19960 psi NF - at Too of the Wall Ru _ ... 2700 pIP Shear capacity of Dowel = 7040. off Bearing capacity of Dowel = -3074 plf Anchorage at Bottom of the WaII NornIna I Shear frMlon capacity of the footing to wall Dowel 11383 plf s= 1 1 2."1In S= 24.0 in smax = 24..0 in - O Rebar Dowel Size = :6 Dowel Area= �a sq -in Dowel strength fy= ft ksi Dowel Spacing inches Dawel brg length '511 inches conic strength f =5i;ppsi rceoar u.�saw�ter �e = .. Dowel Area =,; sq -1n Dowel strength fy=, kal Dowel Spacing = , 10inches Coefficient of friction = '�- . _Q4 smooth surface SITE STRUCTURES Project shoredlire sheet p 10511 19th Ave SE, Suite D date gLo� Everett, WA, (426)-367-9600 pl'j. no. 8-12-058 Desion Data: Wall Foundation Loads Anal '$ Sail Desity _ ....::......... '5.: paf Per, welt dell idl<h =ft v` Sail Corer over the I'M 'tt Int. wall CeII Width lett =.i : ' = 1 = it Plankweight 9 psf Int, wall Call Width right ne ft Uniform Live Load i,.psf Truck Rafting Front Axle Load .Q.QO; lbs ................:.. Rear Axle #1 Wad lbs Wa tl Height 9 ft Rear Axle 02 Load . - lbs ToMl vehtole wt 72900 lbs Truck Wheal Load Distribution to Perimetar Wall Foundation Truck Perpendicular to the pedmeter wall wl rear axle #2 directly over well & distance to axle #1 14ft total truck load to wall �-11 Abs; distrsbudon width = ft Load 8 base of wall = :=;-; pif ffick Parallel to Me 12enmeter wa# wl one whoal over wall & 2nd wheel an pia nk n-cl axle M2 or -lir ) total truck load to wail = _Ibs Calc di `button width = 3ft Load b of wall 't + pif Truck Wheel Load Distribution to Interior Wall Foundation Track Perpendicular to the int. wall w/ rear axle #2&# 1 centered over the wall & dist between axles = 14ft total truck load to wall = IIil �Ibs distribution width Load Q base of wall - :. pff total truck load to wall = total truck load to wall = distribution wig = IEt lbs left plank , -(Ol f ': lbs right plank of wall = plf base of wall! pif "ruck parallel to the interior wall wl one l r wall & 2nd wheel on plank Incl axle 1 &2 total truck load to wall = # "'? plants Load Q base of wall = pif total truck load to wall = t El right plank Load Q base of wall = :..: pif distribution width Truck Parallel to the in �r"wall w/ the truck centered over the wall' incl axle t &2, only) total truck load to = ilIkiU Illh distribution wi Loadbase of wal I = _ I Unifo Live Load distribution to Wall Footings Perimeter all .. .,plif -- Interior Wall K -P SITE STRUCTURES Projcct SharegWre 10611 19th Ave 8 E, Suite C Everett, WA, (425)-357-9600 Desian Data: Wall Foundation Design sheet 11 date' 102, P�. Ikm S-12-058 Allowable Bearing Pressure it Per. wall Cell Width 23 ft I -- Re W strength fylFd- ........... ft V . ....... .............. W811 C811 Width left ria ft Concrete strength ........ . ..... I)SI s.eO... .. I rit, vml I Call Width rights ft Soil Desity 125 pff Plank m� ght Go psf Soil Cover over the lid 1.5 ft Wall Height 9 -ft 0.35 sci-i"ift Mil Thickness 8 inches Pdwimeftw Well Footing 29 lfikwfor M111 Fv fi pes4n .!JjLn L.F Wu L.F Design live load pif 1.6 2766'plf 1.6 16 Soil Cover dead load 2281 pif 1-2 2737.5 pif 1.2 Plank dead load 1095 pif 1.2 1314 pif I. Wall dead load 900 pif 1-2 1080 Of total dead i0ad 4274 pif 5131-5'plf XW Total fivo + dead Load 5001 pif 7892 pff Required Ftg Width it Selected Ftg Width ........... ft V . ....... .............. ickns Selected Ftg Thm Qu = 3946 psf MU = 877 ft -lbs at face of wall VU =2831 pif at face of wall As regd 0.02 sq-inift phl' ........... ..... ...... pif at face of Wal I Asmin = 0.35 sci-i"ift 1.33 x As regd = 0.03 sq-InM lfikwfor M111 Fv fi pes4n L.F VVU Design live load Of 1.6 16 28891. 2889. f Soil Cover dead load #VALUE! pif 1.2 LUE1 pff If Plank dead load WALUE1 pif I. AVALUE1 pff Wall dead load GOO Plf 1080 Of total dead load #VALUEl PIF XW *V-VALUE1 Plf Total live + dead Load *VAME-1. Required Ftg Width Selected Ftg Width k 1 7.10 Qu ### f sq As regd 7M,.-in/ft Asmin 0,35 son/ft 1-33 x A:Wgd, SQ 4VALUO plf tt Selected FV Thickness In Mu = #VALUEI ft -lbs at face of wall Vu ,= NVALUE1 Of at face Of wall Phi vaPif at face of wall -- 0 Ito 6��Ww fact Imu trutur--------------. _ ------ ----- ._..... .._..... �� �:... Division of Koardk EnpineerIng PC ..:,VhVV �+ r : wu, 1 4 mm. =. ,, *" dw rrammw ua wi HWONIHSTM SaNORM :1O A113 � -� °• MVA NOI1N3130 U31VM MHO15 Sllrl9n Aa Wol a wwnlpru� $, � n,w I Old Ii3ONMY8 UVI - 11IH 1 x ndnlarluls w y `b6 3HIHSUGHS IMF v� Y� x Z # ° L 0 8i3 V titi � r -LU cel c� oL ©I .._ _.. LLJ� F .. z 4` J) .1o; n s- -t XY'H oh�E w 213 s - r 3 a ti x a a------- 55g. wr m a ys 2 : m � 4 d ww.0 � o - fu IR Pam a G s mea "'s c ii Hi w CD ili iQ 59, 62 i o` s `dv�o� j �: ^, .� � ? � 3 _ 1 L.. /a a. 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