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HomeMy WebLinkAbout17625 79TH DR NE_056653_2026 n NEW )COMMERCIAL/MULTIFAMILY 7. PERMIT APPLICATION �,IN Department of Community Development City of Arlington - 238 N Olympic Ave. -Arlington, WA 98223 • Phone(360)403 3431 - FAX (360)403 3447 THIS APPLICATION TO BE USED FOR NEW COMMERCIAL STRUCTURES AND RESIDENTIAL DWELLINGS UNITS CONTAINING TOWNHOUSES OR THREE OR MORE UNITS. THIS APPLICATION MUST BE ACCOMPANIED BY EIGHT(8)SETS OF CONSTRUCTION DRAWING,EIGHT(8)SETS OF STRUCTURAL DRAWINGS AND CALCULATIONS,EIGHT(8)SETS OF SITE PLANS,EIGHT(8)SETS OF SPECIFICATIONS IF APPLICABLE, THREE(3) SETS OF ENERGY CODE CALCULATIONS, THREE(3)SETS OF THE GEOTECH REPORT. TWO (2)SETS OF THE APPROVED LAND USE PERMIT. Name of Project: mausb\ia. raea&o s t)iois ern a Project Address: 116_XS-r(q}h Avenge. NE, At�ina4n,r\, WR ggaa3 Parcel ID#: 3I05a3-o0L1-01y-00 Legal Description NE`IN SSE �fN SEC. T, 31tSti'R5 E, W•tYl. 3%0523- 00 -0%q-0% Owner: 1\f2-1 'rl LQ I� %- Q A^vim^ \ 6 GMSO�% VNQ Phone Number: Nas2 JAS9-MA Address: g1�5 'ZrCoAu%&A . ZoNe al0y City: F_,JfTe.A State: W 0% Zip Code: QB'010k Architect: N (� Phone Number: Cell Phone: Fax: E-mail: Address: City. State: Zip Code: 1 wor.%%3r�th0kae.r Engineer, to \A.WePA,?,F_ , PtS50r_k0ACld,l,.LC Phone Number: Na5) @163L-30aaln Cell Phone: Fax: (425% &ISa-g551 E-mail: lW?.ta @ hwa ale-Conn Address: 1t1961 NR&A \)1 RQgSy�X, S%j,�e, y01 City: E\lerteIA State: WA Zip Code: 4ga01 General Contractor:\t\16 Sv�Shems,\nC.• Phone Number: Cwarj� 5(o3-gay9 Cell Phone: Fax E-mail Address: 19`\aR Tre os�r� �Lou� City 5hahornigr State: WA Zip Code: QUAD Contractor's License Number:U-T_LL-1S=033PN Expiration: 0 "�Cko,%0e lN0\W Contact Person: Sohn J• VneA26J'RE• oc ��ave, ��� Phone Number: 86 25b1- aSab Cell Phone: Fax: E-mail Address: 1'1al\ AcwM AVe(», S%\ke 40\ City: E\JelreJA State: _WA Zip Code: Ct86101 Proposed Scope of Work: \a� O \�, Estimated Project Value-A LAO,coo Building Footprint N Occupancy Classification: W R Type of Construction Op% Number of Stories: Total Square Footage: WE\ Square/Footage per Floor N� Parking Spaces Provided: —N��t Barrier Free Spaces: N�R I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above- de ' e p erty will Ve in accordance with the laws, rules and regulation of the State of Washington. �'�-- =�-m () �. ��RECEIVE Applicants Signature Date SEP 2 2 2005 Print Applicants Name' COA BUILDING DEP FOR STAFF USE ONLY �s(��53 �� • �� 7,703 �1Z 16!; Permit# Accepted By Amount Received Receipt# Dat Received WEB Forms—07 Page 1 of 1 5/05 dwa - HIGA• BURKHOLDER _ ASSOCIATES, LLC HAND USA PLANNING / CIVIL ENGINEERING LETTER OF TRANSMITTAL TO: Linda DATE: 9/22/2005 City of Arlington FROM: Darla Reese RE: Magnolia Meadows Division 2 Dropped Off by John Burkholder WE ARE SENDING YOU �X ATTACHED ❑ UNDER SEPARATE COVER VIA THE FOLLOWING ITEMS: (1 orig)Check to City of Arlington in the Amount of$398.94 (1 orig)New Commercial/Multifamily Permit Application (1 orig) Storm Water Detention Vault Structural Calculations (3 copies) Storm Water Detention Vault Structural Calculations (4 copies)Road& Storm Drainage Water Plan 05-(S&53 THESE ARE TRANSMITTED. RECFIVFD SEP 2 2 2005 FOR APPROVAL COA BUILDING DEP FOR YOUR INFORMATION AS REQUESTED FOR REVIEW&COMMENT FOR REVIEW, SIGNING&RETURNING R FOR SUBMITTAL EVERETT■ 1721 Hewitt Avenue ■ Suite 401 ■ Everett,Washington 98201 ■ (425)252-2826 ■ fax: (425)252-9551 SPRINGFIELD 0 150 North 7th Street ■ Springfield, Oregon 97477 ■ (541)9BS-1862 0 fax: (541)9BB-1883 City of Arlington REQUEST FOR REVIEW FORM NAME: C o , BP #: 05- DATE: t f o�Lp RETURN THIS FORM BY: l C� PROJECTS MMARY. :S-/�YM '1!?k-d-100 RESPONDING DEPARTMENTS TOM C., FIRE DAVE A. BUILDING KAREN L., UTILITIES KERRY W., BUILDING DERYL T., UTILITIES SCOTT B., BUILDING BILL B., NATURAL RESOURCE YVONNE P., PLANNING GREGG E., ENGINEERING CWA., CONSULTANT SHERRI PHELPS, BUS LIC JIM T., CONSULTANT SUBMITTAL INFORMATION IS ATTACHED. Please review the information and return this form and your comments in memo form. If you have no comments, please return the form with the"No Comments" box checked. PLEASE MARK ONE BOX, SIGN, DATE, AND RETURN THIS FORM TO LINDA. ❑ COMMENTS FOR THIS REVIEW ARE IN ATTACHED MEMO 0 NO COMMENTS FOR THIS REVIEW, OKAY TO ISSUE PERMIT ❑ COMMENTS REVIEWED BY (( J DATE • City of Arlington REQUEST FOR REVIEW FORM NAME: Ma 6_ BP #:_05- LQ u s DATE: g /c�(� RETURN THIS FORM BY: lD J PROJECT SUMMARY: Sr�_n V ro bo Cj= RESPONDING DEPARTMENTS TOM C., FIRE DAVE A. BUILDING KAREN L., UTILITIES KERRY W., BUILDING DERYL T., UTILITIES SCOTT B., BUILDING BILL B., NATURAL RESOURCE YVONNE P., PLANNING GREGG E., ENGINEERING CWA., CONSULTANT SHERRI PHELPS, BUS LIC JIM T., CONSULTANT SUBMITTAL INFORMATION IS ATTACHED. Please review the information and return this form and your comments in memo form. If you have no comments, please return the form with the"No Comments" box checked PLEASE MARK ONE BOX, SIGN, DATE,AND RETURN THIS FORM TO LINDA. ❑ COMMENTS FOR THIS REVIEW ARE IN ATTACHED MEMO ❑ NO COMMENTS FOR THIS REVIEW, OKAY TO ISSUE PERMIT COMMENTS REVIEWED BY DATEY,- ite truetures A Division of Kosnik Engineering PC MAGNOLIA MEADOWS DIVISION II Storm Water Detention Vault CODS 3 City of Arlington, WA RECENED SEP 2 2 2005' OOA BUILDING DEP Structural Calculations , for J. Permit Submittal s VA 7`/ICY 20144 Project No. S-05-008 (A) EXPIRES 6g,�a.�� September 14, 2005 16300 Mill Creek Blvd., Suite G-2, Mill Creek, WA 98012 ♦ (425) 743-7004(phone) ♦ (425) 743-1848 (fax) AQD Magnolia Meadows Division H Storm Water Detention Vault Project No. S-05-008(A) STRUCTURAL CALCULATIONS INDEX Sheet Design Criteria 01 Lid Review 02 Vault Wall Lateral Pressures Review 03 Perimeter Wall&Footing Design 04—06 Seismic Analysis 07—08 Appendix A: Vehicle Loading Al Pre-cast Plank Section Properties&Load Charts A2—A3 Truck Live Load&Wall Pressure Charts A4 Geotechnical Report Excerpts A5—A7 Record of Conversation with Geotech A8 I Magnolia Meadows Division II Storm Water Detention Vault DESIGN CRITERIA Code: 2003 IBC Permitting Agency: City of Arlington Soil Cover: 1.0' minimum— 2.5' maximum Lid Loading: HS25-44 truck loading 150 psf uniform live load Uniform live load not to act concurrently with the truck wheel loading. Foundation Design: Foundation design is based on the following values presented in the geotechnical report by Associated Earth Sciences dated May 7, 2004. Allowable Bearing Pressure: 2500 psf Lateral Earth Pressures on Retaining Walls: At Rest Condition: 50 pcf EFW (Drained Level Backfill) Seismic Component: E = 1 OH (At Rest Condition) Passive Soil Resistance: 300 pcf EFW (Includes FS=1.5) Coefficient of Base Friction: 0.35 (Includes FS=1.5) Saturated Soil Density: 135 pcf Material Requirements: Rebar: Grade 60 Concrete: fc= 3000 psi Lid: Pre-cast, Pre-stressed Hollow Core Plank 12-1/2" thick. i KOSNIK ENGINEERING Project date q_ -05- 16300 MILL CREEK BLVD P,V 117 sheet Suite 105, -(425)-743-7004 prj. no. PRECAST HOLLOW CORE PLANK REVIEW Lid Data Soil Desiity 135 pcf' Soil Cover depth over lid 2.5 ft �^�X Plank design clear span 18 ft - Design Uniform Live Load 150 psf Design Superimposed Load 487:5 psf Plank capacity based on uniform superimposed load tables see appendix A sheet A3 for load span tables Plank span 28 ft No of tendons 8✓ Allowable superimposed loads 307 psf✓ Allowable superimposed loads base of design span of 18.25 ft Based on flexural capacity 723 psf oK Based on shear capacity 471 psf Plank capacity based on truck load charts see appendix A sheet A2 for load span chart ,,,- e_w- t 3" Plank span 18.25 ft No of tendons 8 Allowable soil cover without knee-walls 1.0 to 2.5 ft V.at_r-5 Allowable soil cover with knee-walls 0.5 to 8.5 ft &Wr N"'T LAKOSNIK Project: AFALbu-,s v Fr ENGINEERING CONSULTING STRUCTURAL ENGINEERS Job No: Date _6 Sht _ VAIVLT li ALtI -S - Lei ESAL ��cssc.�a�s �26Vr w 54;:/= +ppL--"b,k A`f rat- L4VI r= Q�r r— F E = L = c7 fit= c�evc F UE'ti1 ���25 T�✓c-,� f�e�.4�l�1 tE—� C-t7A�17-pc � I N KOSNIK ENGINEERING Project Magnolia Meadows Div. II sheet: 16300 MILL CREEK BLVD date: ( -GS Suite G2, -(425)-743-7004 prj. no. 5-05-008( ) Design Data Soil Density 135 pcf Soil Cover depth to the top of the wall 3.5 ft,mec Ws1 = 175 psf Wall height 5.5 ft Ws2 = 275 psf Soil Pressure EFW 50 pcf Surcharge Information uniform S1 = 150 psf (on surface of ground) Equiv Ws = 56 psf truck Ws = 213 psf( on surface of wall -see design chart) Critical Design Surcharge pressure = 213 psf(on the surface of the wall) HS25 7'9—tir- 6-ACW C­ Calculated Design Forces W1= 388 F1 = 2134 Ibs R top = 1319 Ibs W2= 275 F2 = 756.25 Ibs R bot= 1571 Ibs M1 = 1467 M total= 2001 ft-Ibs M2 = 534 Wall Reinforcing Wall thickness 8 inches Assume comp block= 0.46 inches Clear Cover 4 inches Depth to CL of bar= 3.69 inches � ,lG Rebar Size 5 d-a/2 = 3.4575 inches ((� Rebar Area 0.31 sq-in calc comp block= 0.46 inches Bar spacing 16 inches Rebar strength fy= 60 ksi phi Mn = 3617 ft-Ibs conc strength fc= 3000 psi d� Load Factor= 1.6 Mu = 3201 ft-Ibs Anchorage at Top of the Wall Ru = 2111 plf Rebar Dowel Size= 5 Dowel Area = 0.31 sq-in Shear capacity of Dowel = 3720 plf Dowel strength fy= 60 ksi o� Bearing capacity of Dowel = 2625 plf' Dowel Spacing = 24 inches Dowel brg length = 2 inche conc strength fc = 3000 psi Anchorage at Bottom of the Wall Ru = 2514 plf Rebar Dowel Size = 5 f I re Dowel Area = 0.31 sq-in Nominal Shear friction capacity Dowel strength fy= 60 ksi of the footing to wall Dowel 7115 plf Dowel Spacing = 16 inches Coefficient of friction = 0.6 smooth surfac KOSNIK ENGINEERING Project N1E11t-_ews sheet 5 16300 MILL CREEK BLVD D I V ,r date 1-ml-o T Suite G2, -(425)-743-7004 prj. no. s _os-do S(g.� Design Data : Wall Foundation Loads Analysis Soil Desiity 135 pcf,/ Per. wall Cell Width 18 ft Soil Cover over the lid 1 ft M,lJ Int. wall Cell Width left na ft Plank weight 90 psf Int. wall Cell Width right na ft Uniform Live Load 150 psf Truck Rating HS25-44 ✓ Front Axle Load 10000 Ibs Rear Axle#1 Load 40000 Ibs Wall Height 5.5 ft Rear Axle#2 Load 40000 Ibs Total vehicle wt 90000 Ibs i Truck Wheel Load Distribution to Perimeter Wall Foundation Truck Perpendicular to the perimeter wall w/rear axle #2 directly over wall & distance to axle #1 = 14ft total truck load to wall = 48889 Ibs distribution width = 21 ft Load @ base of wall = 2328 plf — Truck Parallel to the perimeter wall w/one wheel over wall & 2nd wheel on plank(incl axle 1&2 only) total truck load to wall = 66667 Ibs talc distribution width = 29 ft Load @ base of wall = 2299 plf Truck Wheel Load Distribution to Interior Wall Foundation Truck Perpendicular to the int. wall w/rear axle #2&#1 centered over the wall & dist between axles = 14ft total truck load to wall = #VALUE! Ibs distribution width = 21 ft Load @ base of wall = ###### plf Truck Perpendicular to the interior wall w/rear axle #2 directly over wall & distance to axle #1 = 14ft total truck load to wall = #VALUE! Ibs left plank Load @ base of wall = ###### plf total truck load to wall = #VALUE! Ibs right plank Load @ base of wall = ###### plf distribution width = 21 ft Truck Parallel to the interior wall w/one wheel over wall& 2nd wheel on plank(incl axle 1&2 only) total truck load to wall = #VALUE! Ibs left plank Load @ base of wall = ###### plf total truck load to wall = #VALUE! Ibs right plank Load @ base of wall = ###### plf distribution width = 29 ft Truck Parallel to the interior wall w/the truck centered over the wall(incl axle 1&2 only) total truck load to wall = #VALUE! Ibs distribution width = 29 ft Load @ base of wall = ###### plf Uniform Live Load distribution to Wall Footings Perimeter Wall 1350 plf Interior Wall #VALUE! plf KOSNIK ENGINEERING Project ; /,r_A) sheet 16300 MILL CREEK BLVD D'v 2L date Suite G2-(425)-743-7004 prj. no. �.v5 ©� A> Design Data : Wall Foundation Design Allowable Bearing Pressure 2500 psf Per. wall Cell Width 18 ft-, Rebar strength fy= 60 ksi Int. wall Cell Width left na ft Concrete strength = 3000 psi Int. wall Cell Width right na ft Soil Desiity 135 pcf ' Plank weight 90 psf Soil Cover over the lid 1 ft Wall Height 5.5 ft Wall Thickness 8 inches Perimeter Wall Footing Design L.F Wu Design live load 2328 plf V 1.6 3724.8 plf Soil Cover dead load 1305 plf 1.2 1566 plf Plank dead load 870 plf 1.2 1044 plf Wall dead load 550 plf 1.2 660. plf total dead load 2725 plf 3270 plf Total live + dead Load 5053 plf 6994.8 plf Required Ftg Width 2.02 ft Selected Ftg Width 2 ft Selected Ftg Thickness 12 in Qu = 3497 psf Mu = 777 ft-Ibs at face of wall Vu = 2332 plf at face of wall As regd = 0.021 sq-in/ft phi Vn= 9498 plf at face of wall Asmin = 0.3465 sq-in/ft 1.33 x As regd = 0.028 sq-in/ft ante N/A L.F Wu De ' live load plf 1.6 0 plf Soil Cover dead load #VALUE! plf 1.2 #VALUE! plf Plank dead load #VALUE! plf 1.2 #VALUE! plf Wall dead load � 550 plf 1.2 660 plf total dead load ALUE! plf #VALUE! plf Total live + dead Load #VALUE! f #VALUE! plf Required Ftg Width #VALUE! Selected Ftg Width ft Selec d Ftg Thickness in Qu = ,f;##`psf Mu = #VALUE! ft-Ibs at face of wall Vu = #VALUE! plf at a of wall As regd sq-in/ft phi Vn= -3911 plf at face f wall Asminn -0.129 sq-in/ft 1,38"x As regd = sq-in/ft - - � - - - - - I I 16300 Mill Creek Blvd. Title: 1ILIAc-NouR /UPAzx'-wS Job# Suite G-2 9-1q-05 Mill Creek,WA 98012 6t4T- 7 (P)425.743.7004 Rev, 5800t1 Use; KVJ-05D4005,Ver 5 8.0,1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software ASCE 7-02 Earthquake Load Calculations Description Occupancy Category ASCE 7-02 Table 1-1, 2003 IBC Table 1604.5 "I" : Buildings and other structures that represent a low hazard to human life in the event of failu Occupancy Importance Factor = 1.00 ASCE 7-02 9.1.4 Seismic Use Group = I ASCE 7-02 Table 9.1.3 Ground Motion ASCE 7-02 9.4.1.1, 2003 IBC 1615.1 Latitude = 48.207 deg North Longitude = 121.948 deg Vest Location : Arlington, Snohomish County,WA 98223 Max. Ground Motions, 5% Damping,from USGS 1996 maps : SS = 1.099 g, 0.2 sec response S , = 0.309 g, 1.0 sec response Site Classification ASCE 7-02 Table 9.4.1.2, 2003 IBC Table 16.15.1.1 "C" : Shear Wave Velocity 1,200 to 2,500 ft/s Site Coefficients Fa & Fv ASCE 7-02 9.4.1.2.4, 2003 IBC 1615.1.2 (using straight-line interpolation from table values) Fa = 1.00 Fv = 1.49 Maximum Considered Eartguake Acceleration ASCE 7-02 Equation 9.4.1.2.4-1 &2, 2003 IBC Equations 16-38& 16-39 S Ms = Fa* Ss = 1.099 SMi = Fv* S1 = 0.461 Design Spectral Acceleration ASCE 7-02 9.4.1.2.5, 2--3 IBC 1615.1.3 S DS=S MS* 2/3 = 0.733 S_p, = S M1* 2/3 = 0.307 Seismic Design Category D ASCE 7-02 9.4.2.1, 2003 IBC 1616.3 (SDS is most severe) Basic Seismic Force Resisting Systern ASCE 7-02 Table 9.5.2.2, 2003 IBC Table1617.6.2 NOTE!See ASCE 7-02 for all applicable footnotes. Response Modification Coefficient " R" = 0.00 Building height Limits : System Overstrength Factor "Wo " = 0.00 Category"A& B"Limit: Limit= Deflection Amplification Factor "Cd " = 0.00 Category"C" Limit: Limit= Category"D" Limit: Limit= Category"E" Limit: Limit= Category"F" Limit: Limit= - - - - - - I I SITE STRUCTURES Project M.wA�_-U,4 Motj-_, 5 Sheet Ir 16300 Mill Creek Blvd big Date -J�{ Suite G2, (425)-746-7004 Prj.No. S-as-6-�OB IA) Vault Seismic Analysis Average Soil Cover Depth =sc Vault Length=L III_111 Wall Vault Height Width = h =W PLAN SECTION L:= 102 fi %A := 20 >` := 1.S tt h := 6.5 Soil Density Wall Thickness t��.:- .67 Weight of Soil Wtsoil L'Wsc- Y Wtsoil=495.72 k 1000 Weight of Lid Wtlid:= L-W- 40 Wt1id- 183.6 k 1000 Weight of Walls Wtwalls (2-W+ 3•L)•tw !' "0 Wtwalls = 113.012 k 2 1000 Total Weight Wtotal Wtsoil+ Wtlid+ Wtwalls Wtotal-792.332 k Sds:_ .733 for 98223 and Site Class C f; : i.� for concrete shear walls Wtotal 1.2 Sds =0.195 V= 154.875 k IBC 16-56 V:= 1.2•Sds R R shear distributed over 90 % of shortest length of wall v:= V v=4.302 kif (d assumed to be 90 % of the vault width) 2••9•W shear capacity of concrete for fc:= 3000 psi f 0.5 �V� 7 V" Svc:= 0.85.12•tw.12.2 c Svc =1000 8.984 kIf A i APPENDIX A i SITE STRUCTURES Project sheet Al 16300 MILL CREEK BLVD D'v date Suite G2, - (425)-743-7004 prj. no. S_nS_ HS20-44 ►HS25-44 72 OOOLBS 90 OOOLBS FRONT AXEL: -' ' ' 8,000LBS 10 OOOLBS REAR AXEL#1: 32,000LBS 40,000LBS Q I � E-- V� I I REAR AXEL#2: h 'I' 32,OOOLBS 40 OOOLBS f f f 14! T_14t 8,000 Ib x'S20-44 $2.000Ib 32,0DD-Its axle 10,lone 6.000Ib KS15-44 24,OW 1b 24.,000-1baxle + Same as corresponding 0.11Ar '--0,4W 7 H-'truck i W-- cornWnW weight of first two 0zles V it voriotje;,use spacing which produces maximum stress For design of slabs, centerCne of wheel to be 1 ft from curb: r1H7 0:) 'ICJ Ul•ZUrl'I �-ury CONCRETE TECHNOLOGY CORPORATION 121/2" HOLLOW CORE SLAB Az 0 HS25-44 12 O 3 MAY W 5 2005 U. 9 a ' # = Number of Filled Voids required N B _ . r O for 2'-0"at each end of each slab. J_ 0 ` 7 v LL 6 11 Strands . W v - 11 Strands(yso;,=135 pcf7 � _ 9 W �• 2 - Knee .... _._ Wall 5 0 O 14 16 18 20 22 24 26 2B 30 32 34 36 38 o"T— 2. 5� SIMPLE SPAN (ft) °' 20"x 20" Q I Footprint, Typ. .2 v Q I I �- I 14. 14' HS25-44 MANUFACTURERS OF PRESTRESSED CONCRETE • TACOMA, WASHINGTON 04105 SO, CONCRETE TECHNOLOGY CORPORMON Lau � �� � UU HOLLOW �m�N N u��� w������ SLAB N � �� 0 �� »��� ��� �N_N_� � ��� � =� ����� ��N_���� ~~' ~ �~ ° °~ � ° `�' "������. ~ ~ �� .�� ~ ~~~. �~ �~~ ~~~- 3''1O«b^ DIMENSIONS .1 FOR DETAILING (4'-D"Nominal Width) SPAN-LOAD TABLE ALLOWABLE SUPERIMPOSED LOAD in pounds per square foot Effective No. of SIMPLE SPAN in feet 172.0 E8 E 216 153 108 74 49 29 SECTION PROPERTIES (with shear keys grouted) /\ =313in2 Zt 1019in3 Zb =Q47in» vv =84psf | =G138 in4 Yt =8.02 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 U1DD. 3. Interpolation between values is acceptable. Do not extrapolate values into the blank spaces of the table. 4. These Span`Load Tables are intended as an aid to preliminary sizing. Sound engineering judgement is required for the application of this information tn specific design cases. 12 MANUFACTURERS {}FPRESTRESSED CONCRETE e TAC[}MA, WASH\KjGTOKj 11m3 y BRIDGE AND STRUCTURAL Office Standard No-A-4 DESIGN DIVISION Sheer No. 8 of 19 HS 20 - 44 TRUCK LIVE LOAD ON WALLS 'A4f 16" 16K 6` Vol � 1 ws i t i ;'i S�S IANV�t2�roeV I -- -U. 6 17v(Rn7 Z M � y � kN 'i r 0 160. 170PsF 0 300 '}OD AVERAGE UNIFORM HORIZONTAL LOAD (ps ) Subsurface Exploration, Geologic Hazard, Magnolia Meadows and Geotechnical Engineering Report Arlington, Washington Project and Site Conditions 4.3 Laboratory Results Moisture contents were determined at several locations around the project on both the weathered and unweathered till units. The results of the moisture determinations revealed the underlying soils to contain approximately 15 percent water by weight. A Proctor sample was also obtained from EP-2 to determine maximum density and optimum moisture content of the soil. Depending on the gravel content the maximum density was between 135 and 137 pounds per cubic foot (pcf) with optimum moisture between 7.5 and 8.0 percent. The Proctor and moisture content results are presented in the-Appendix. _J E t 5 i f J r 1 1 1 { lklay 7, 2004 ASSOCIATED EARTH SCIENCES, INC. DC/sn-f E042MA2-Projecrs120042161K£I A'P-W-1K Page 5 I 6.4 Ground Motion A- The project site is located within a Zone 3 rating for seismic activity on a scale of 1 (lowest) to 4 (highest) based on the Seismic Zone Map of the United States, Figure No. 16-2 in the 1997 edition of the UBC. This is based on past earthquake activity in the Puget Sound region. As such, structural design for the project should accommodate the possible effect of seismic activity in areas with a Zone 3 rating, corresponding to a peak ground acceleration of 0.3g (a Richter magnitude 7.5 earthquake occurring directly beneath the site), in accordance with UBC guidelines, using soil type Sc. No additional mitigation efforts beyond the UBC guidelines are recommended. Alternatively, guidelines presented in the 2003 International Building Code (IBC) Section 1615 may be used. Information presented in Figure 1615(1) of the IBC indicates a mapped spectral Acceleration for short periods of & = 1.12. Information presented in Figure 1615(2) of the IBC indicates a mapped spectral acceleration for a 1 second period of S1 = 0.35. Based on the results of subsurface exploration and on an estimation of soil properties at depth utilizing available geologic data, Site Class "C" in conformance with Table 1615.1.1 of the IBC may be used. These values correspond to site coefficients Fa = 1.0 and Fv = 1.5 is conformance with IBC Tables 1615.1.2(1) and 1615.1.2(2), respectively. 14.0 LATERAL WALL PRESSURES All backfill behind walls or around foundation units should be placed as per our recommendations for structural fill and as described in this section of the report. Horizontally backfilled walls, which are free to yield laterally at least 0.1 percent of their height, may be designed using an equivalent fluid equal to 35 pcf. Fully restrained, horizontally backfilled rigid walls, which cannot yield, should be designed for an equivalent fluid of 50 pcf. If parking areas are adjacent to walls, a surcharge equivalent to 2 feet of soil should be added to the wall height in determining lateral design forces. The lateral pressures presented above are based on the conditions of a uniform backfill consisting of on-site glacial soils compacted to 90 percent of ASTM:D-1557. A higher degree of compaction is not recommended, as this will increase the pressure acting on the wall. A lower compaction may result in settlement. Thus, the compaction level is critical and must be tested by our firm during placement. Surcharges from adjacent footings, heavy construction equipment, or sloping ground must be added to the above values. Footing and wall drains should be provided for all retaining walls as discussed under the section on Drainage Considerations. 14.1 Passive Resistance and Friction Factors Lateral loads can be resisted by friction between the foundation and native till or supporting structural fill soils, or by passive earth pressure acting on the buried portions of the foundations. We recommend the following design parameters: • Passive equivalent fluid = 300 pcf • Coefficient of friction = 0.35 The above values include a safety factor of 1.5. i 11.0 FOUNDATIONS Spread footings may be used for building support when founded on the medium dense to dense weathered lodgement till, lower unweathered lodgement till, or on structural fill placed as previously discussed. We recommend that an allowable bearing pressure of 2,500 pounds per square foot (psf) (including both dead and live loads) be utilized for the houses and other near- surface foundation design purposes if placed on weathered lodgement till or structural fill placed on the weathered lodgement till. An increase of one-third may be used for short-term wind or seismic loading. Perimeter footings should be buried at least 18 inches into the surrounding soil for frost protection. All footings must penetrate to the prescribed bearing stratum and no footing should be founded in or above loose, organic, or existing uncontrolled fill soils. All footings should have a minimum width of 14 inches for one-story structures, 16 inches for two-story structures, and 18 inches for three-story structures. It should be noted that the area bounded by lines extending downward at 1H:1V from any footing must not intersect another footing or intersect a filled area that has not been compacted to at least 95 percent of ASTM:D-1557. In addition, a 1.5H:1V line extending down from any footing must not daylight because sloughing or raveling may eventually undermine the footing. Thus, footings should not be placed near the edge of steps or cuts in the bearing soils. Anticipated settlement of footings founded on the medium dense to dense weathered lodgement till, lower unweathered lodgement till, or approved structural fill placed over these soils should be on the order of 3/4 inch. However, disturbed soil not removed from footing excavations prior to footing placement could result in increased settlements. All footing areas should be inspected by AESI prior to placing concrete to verify that the design bearing capacity of the soils has been attained and that construction conforms to the. recommendations contained in this report. The City of Arlington may require such inspections. Perimeter footing drains should be provided as discussed under Section 13.0, Drainage Considerations. The depth to bearing soils (medium dense to dense weathered till) was approximately 1 foot below existing grades in the locations of most of our exploration pits across the site. The depth to bearing soils"was approximately 3 feet in the location of exploration EP-1, located near the south end of the site. Based on the surrounding topography, it appeared that approximately 5 feet of wood waste fill and pre-existing topsoil is located in.a large area near the west central portion of the site. The depth to bearing soils in the area of the wood waste is anticipated to be approximately 5 feet below the existing surface. The depth to bearing soils in the wetlands and near the stream was not explored. i Ite tructures A Division of Kosnik Engineering PC RECORD OF CONVERSATION BY: Ryan Anderson DATE: 9/13/05 WITH: Bruce Blyton PROJECT: Magnolia Meadows Div II COMPANY: Associated Earth Sciences, Inc. KE JOB NO. 5-05-008 PHONE NO: 425-827-5424 ITEMS DISCUSSED: For seismic pressure on the vault walls use E= 1 OH uniform distribution(H measured from top of footing to finished grade). 16300 Mill Creek Blvd., Suite G-2, Mill Creek, WA 98012 ♦ (425) 743-7004 (phone) ♦ (425) 743-1848 (fax) City of Arlington 4io REQUEST FOR REVIEW FORM NAME: I v tk- \l 06- v. V V���C BP #: 05- ��5 DATE: RETURN THIS FORM BY: PROJECT SUMMARY: T RESPONDING DEPARTMENTS TOM C., FIRE DAVE A. BUILDING KAREN L., UTILITIES KERRY W., BUILDING DERYL T., UTILITIES SCOTT B., BUILDING BILL B., NATURAL RESOURCE YVONNE P., PLANNING GREGG E., ENGINEERING CWA., CONSULTANT SHERRI PHELPS, BUS LIC JIM T., CONSULTANT SUBMITTAL INFORMATION IS ATTACHED. Please review the information and return this form and your comments in memo form. If you have no comments, please return the form with the "No Comments" box checked. PLEASE MARK ONE BOX, SIGN, DATE, AND RETURN THIS FORM TO LINDA. Ll COMMENTS FOR THIS REVIEW ARE IN ATTACHED MEMO ❑ NO COMMENTS FOR THIS REVIEW, OKAY TO ISSUE PERMIT COMMENTS REVIEWED BY �i.�-fit DATE `i - z�',- II i I` 1 A E Z I ' I I 7v Wv I I� v" D f a ` — h 0� o <A� Z; � \I I TRACT 991 I —— •`e.��^ o -oom 1 I _. Y II I � -fin a � 0 3 �% �,i/�% r� �, /� z boa �r`"�, _ \ �'`\ I I L y o0, co �. I \ DG ( s I f / 2 0 �v AAA C I •I 2z I w II --- - - X Z ilD n0; I n 1 I\ to b ZD•D mm� {n !' 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