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StormVaultPeerReview.pdfTASK ORDER City of Edmonds ON-CALL CIVIL / STRUCTURAL, ENGINEERING Task Title Detention Vault Structural Peer Review Consultant BERGER / ABAM ENGINEERS, INC Consultant Contact Person Bob Fernandes Phone No. 206.3,57.5600 City of Edmonds Requester Ed Sibrel Phone No. 425.771,0220 City Project No. / Budget Line No. 001.000.000,245,900.620.00 Reimbursable? X Yes, by Ton. v Shapiro via permit # BLD20080198 (Narne, address & phone no, of person/organization who will reimburse the City) No DESCRIPTION OF TASK ASSIGNMENT X —Structural review of storm detention vault proposed through permits BLD20080198 -0199, -0203, and -0204, collectively known as the "5"' Avenue Eight Condominiums," Vault design and calculations attached. [_1 Per attached Scope of Services COMPENSATION [:] LUMP SUM -Compensation for these services shall be a lump Sum of $ X TIME AND MATERIAL -Compensation for these services will be on a Time and .Materials basis, not to exceed $ 3,000.00 without written authorization. F] Approved budget attached (if applicable. Required if cost exceeds $3,000.) SCHEDULE The Consultant shall complete the services described above: x By 12-22-2008 (Date) El In accordance with the attached schedule. All provisions of the Agreement for Professional Services dated 01/24/07 shall be in fall force and effect for this Task Order. APPROVED: By RoberAS. Engtish-P.EV . Signature Title Citv Eneineer Date Le CADocuments and By Signature Title Date mall Elm STRUCTURAL CALCULATIONS FOR: 5TH AVENUE S DE'T'ENTION VAULT 2075 T" AVENUE NORTH ��- EDMONDS, WA 98020 ES U i 5 SUBMITTED TO: �' = 0p )i A.D. SHAPIRO ARCHITECTS 624 EDMONDS WAY EDMONDS, WA 98020 PROJECT NUMBER: 08006.10 DATE: NOVEMBER 20, 2008 DESIGNED BY: p 'A / &�-' ENGINEERING POST OFFICE BOX 2156 LYNNWOOD, WA 98036 P: (206) 234-7336 F: (425) 774-8366 E-MAIL.: unocicl eartlilinlc.�iet 10' LONG BY S' WIDE BY'10.75' DEEP CAST" IN PLACE DETENTION VAULT TO BE CONSTRUCTED TO DETAI N RUNOFF, PRO}ECT IS LOCATED AT 2075TH AVE, N; EDMON D, WA 98020, SIGNED AND SEALED STRUCTURAL CALCULATIONS. . CONSTRUCTION DOCUMENTS IN ACRD FORMAT FOR USE DURING CONSTRUCTION. CORRECTIONS AS READ, BY 80G. DEPT, IN RECEIVING)URISDICTION, DESIGN PER 2006 IBC FOR THE FOLLOWING LOADS: 0IL SELF WEIGHT: 125 PCF SPHALTAND CONCRETE SELF WEIGHT: 150 PCF AULT ROOF LIVE LOAD: 300 PSF OR AXLE LOADING FROM HS25-44 TRUCK (SEE PG, 2 FOR LOADS) PER CEOTECH REPORT NO. 90589 BY KLEINFELDER, DATED JANUARY 16, 2008 LLOWABLESOIL BEARING PRESSURE: 3500 PSF LLOWABLE PASSIVE 501L PRESSURE: 250 PCF T RE5TSOIL PRE5SURE ON VAULT WALLS: 48 PCF EFW (FOR THIS DESIGN AN ASSUMED VALUE OF 80 PCF WAS USED TO ACCOUNT FOR SOIL PRESSURE AND HYDROSTATIC PRESSURE) DEFFICIENT OF FRICTION: 0.4.0 f'c = 4.000 PSF (SPECIAL INSPECTION REQUIRED) Fy w 60 K51 F f t ENGINEERING PWOFFICE BOX 2156 LYNNWOOR, WA 98036 R(206)234-7336 F;(425) 774-8366 FCT 5TH AVENUE 6 DETENTION VAULT 207 5TH AVENUE NORTH EDMONDS, WA 98020 SUMMARY IT 11/20/20N )1E'CT NO. 08006,10 L[ NON£ FRIJ HECKFD PPROVED SHFFT NO. lv -�r poo(. i— AA � �bAv Chv, PL— n� Y% �-T be r hxEf .L-{— (=stat i�', )�4o C/s>6 �5r,�y �i�5a€�SED��tI�SI'�_/)(�.�T{�-rU+���ss3...1-,€,0��)�. (15� �seu�)�'�'Birt,��)���=2.-{'€,�•�cv�.�;-5�1..�i1�'� �Nc.�w {.t(S�-}•t,�-1_ � ��Z 1"1_�(car-s�C�t,.,vul"3��% 1)51 (-II. MA) LOA,) eAG L( lasW-I/Y a o '— 4E� 4qt tc�7..3ai :>kSZt �� La9l� f PROJECT - 1. 4q bpi ENGINEERING C u 'v,, VA 'I Y P05T OFFICE WX 2156 LYNNWOOD, WA 99035 V:(206) 231-7556 F..(425) 716.-9366 p64J£. rtr t,.i.:.�(Sc>�a�F�1�)��55'r�a�)(1 �I'd•ifL�- �oF) J "[•_�5?v175(%Ui? �y�5fr�f � 3.1 pit Tr{'r- c�-%sSp��•�Jl-i 0 =30- �= b i3AiE jl/I�j/ri� 5HEETNO. PROJECTNO, vtobl-.lu SC/�LF. ! Ud 6Y�� �/ w ly LG.L 1;���it r,.,I(=T .( v/l� ('Ac- (o6 'Ac f.i . o,ar` (o6LIS )C Ic- z_ l 4 17, 5p- 6 a -T U(' b.,tc:TffW-.1 S-�J l� . � r �f � UC- s.�i�s� 1 �rr����-•-3 P+COS ENGINEERING P05TOFFICE BOX 2156 3_YNNWOOD, WA 913036 0200 254-7356 F:(425) 774-0566 VLA SAF(' /%Jbt, e, rsg<rJ VAM Axe 2.a 514A\,6 .e o}cx-3� lI/lI� FSHEErNO.PROJECT No.5cAl-r: � �W 1/A �, L 1- p�s.�r-� BY awl z w r .e 5 ; .tix m srs.xx o � z LU I p- ci mO U %FSU 7_ BOO U 0 U O F rCL r zU Q I(I E Q O n. m 7 a V as 2 a F i/1 � n m � CL I AF J i I � n'cr R f au � •� �23Y�V th U � � Y 5 a ap o jn Q r i z�z � w w r If � t w sao SG I .v r_ u_ 2 a. i I I cn O c W 'boa Y i W 3� -rte �I p ! G a f v:V N w�U T�� �8ryi y clti. m Z 'a ik� o O S�I ��u Q C: j ! f !.°_. L� z .e 5 ; .tix m srs.xx o � p- ci U O F rCL z � � m u a E Q V 1 � .J � $oo ivnn q c�i d � � U J 1 1yp �$z v a n�0 U w t3 �x O [] q :n o d o a wvi w o f Q •�� 4 ....._.i ❑ a � L�3 �a.l 1� Z n O CZ7 O Z W W O r x � � 1 q xl ui Z LI Z w rz v ro p I � U i}f W � O U5 Q 1 � � $oo ivnn q c�i d app Ci 1 F I 1 1yp e w t3 �x O [] q :n o O m ta f U fY f O [ I ....._.i ❑ i� L�3 �a.l 1� 1 � � $oo ivnn q c�i d app Ci 1 F I 1 1yp e w t3 �x O [] q :n o O i j x xY M I i I „�1 v P A ro tt C � .�j aro`F m 4' i v U 46 1 � � 1 YN /n.�i ��zf C. 1.crn4 (�C(.�.�dGS /�•.5.S6+NiG� j,y��,c�13`"i1C._ ��i�.�.�Sv��,�w% �d�r>T&4 its°�-j Au -WL. F,L, 4, 9 LGSS�(tCf�.v3) Z/t P�-{- fNL( �'j 60I./li, vv/U t -6"J PV- 'P (&SSs 'IMG I � X0,123 b ENGINEERING PROJECT POSTOFFICE Oox 2156 TITLE LY<\NWOOD, WA gao-S i 0206) 234-7356 U425) 774-8564 11 7.0t 9Tq A+6 • r.4;0 Ei7M U W>, INA 9 60-W rr: 11/19/08 7JECTNO, v[ ucvo. Iv (SPA ECKM SHEET Np. (P/ Title: 5TH AVENUE 8 DETENTION VAULT Job # 08006.10 Dsgnr: FRU Date: 4:36PM, 18 NOV 08 Description : CAST IN PLACE CONCRETE DETENTION VAULT Scope: STRUCTURAL DESIGN AND DRAFTING SERVICES Rev:584ggQ - .. User. IMI -0605704 Ver 5.8.4, L4?ec-2003 � � "" "-"�� (e)1983-2g63ENEftCALCtngir�aeringSn;i,vare Single Span Beam Analysis Page ca�cur�t Description SERVICE LOAD DEFLECTION OFCONCRETE WALL USING 0.35Eg TO DETERMINE o�s P -DE=LTA EFFECTS _..._. _....._ _....__..._........ General information LenterSpan 11.75 ft Left Cantilever ft Right Cantilever ft I-Trapezoi- of Loads Magnitude @ Left Magnitude @ Right Dist, To Left Side Dist. To Right Side Query Values Moment of Inertia _ 604. 00 n4� Loft Cant 0.000 ft 1 Moment Elastic Modulus 3,610 ksi $hear 2,75 k Beam End Fixity Pin -Pin 0.00000 in 0.00000 in 0.155 k/ft 1.095 k/ft ft 11.750 ft klft kip ft ft klft klft ft ft k/f# k/ft it ft Center Location 0.000 ft Loft Cant 0.000 ft 1 Moment 0.00 k -ft 0.00 k -ft $hear 2,75 k 0.00 is Deflection 0.00000 in 0.00000 in @ Right Cant 0.00 k -ft Defiections... Moments... @ Left Shears,.. Max 4 @ Center 10.95 k -ft at 6.57 ft @ Left Max - @ Center -0.00 k -ft at 11.75 ft @ Right @ Left Cant 0,00 k -ft Maximum @ Right Cant 0.00 k -ft Defiections... Haximurn w 10.95 loft @ Center @ Left Cant. @ Right Cant _......... Sketch & Diagram o.F$Srr i 4 i i r r. r r r r* r r r r r rr r t r r r r y T 7.095k14 ............. _..... ..- Printed with i'inePrint - purchase at www.fineprint.com Right Cant 0.000 ft 0.00 k -ft 0.00 k 0.00000 in Reactions... 2.75 k @ Left 4,59 k @ Right 4.59 k -0.123 in at 6.05 ft 0.000 in at 0.00 ft 0.000 in at 0100 ft 2.75 k 4.59 k Htz O n rn ' a 0 .�J o a N i O7 m Q-' i I ;0 '1..• pp o pp � v r- r. n o q j 0 a,-� C)po � z U Z W W 0 r � q Q G. w Z � N U q j Q O V [ f i 1 O E it C t t' � 1 I 1.. �n P ry :LL C h C . -_..._...... ..................------.-..�-"................ N � o r i w( R 7U � L1Y i a Q f(o .....,.. f i(o. 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