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HomeMy WebLinkAbout20101 67th Ave Ne_BLD2687_2026 NOTES w H 1.All blocks should be founded upon a subbase that has been compacted to a firm and unyielding H condition as determined by the geotechnical a engineer or their representative. w a 0 2.All blocks should be placed level and true and all a: soil should be removed from the top of the blocks w prior to placing the next row. 3 T6 3.131ocks should be staggered so that the block Cap above covers the ends of the two blocks below. 4.Fill behind the wall should be structural fill consisting of clean, granular soil free of deleterious .-ULTRA material approved by SGP and compacted to at least LLC:C:K_ 95 percent of its maximum dry density as - x F determined by ASTM D:1557. 5.A minimum 12•inch wide drainage layer of 1-to 2einch washed drain rock behind the wall. H 6.A 6einch diameter perforated PVC drain pipe at the base of the wall. FREE DRAINING _*RAVES 7.A backslope no greater than 3HJV behind the top of the wall. 8.The walls require periodic observation of .;4111Nn construction by SGP and density testing of all structural fill by a firm qualified in nuclear 11 .0 FT MI)` densometer testing of soils (ASTM D6938). 4-IIiCE CIr`L%rTE=:. F'; ) ,r Aff DRAIN FIFA DRAIN •At 1 C(C 16 t CCMF:,CTEC SUP."FAD= CRUSHED RCCK LE'.ECI2��= �^'+• FAD GAYTEWAY BUSINESS PARK BUILDING 'B' • NORTH RETAINING WALL Caayteway Business Park Figure I J-009F' JNS 5eosi7rence- - GFnSClCrice PAL:; 13012 655 th Ave SE 1 I. r ,i h I :)c:k W.j : I I .I . . _ . _ _ _- RMP Snohomish , WA 982396 GoCITY OF ARLINGTON 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:20100 67th Ave NE Permit#:2687 Parcel#:31051400200700 Valuation:40000.00 OWNER APPLICANT CONTRACTOR Name:Gayteway Business Park,LLC Name:Terraforma Design Group Name:USVET,LLC Address:P.O.Box 1727 Address:5027 51 st Ave SW Address: 18101 Butler Road City,State Zip:Bellevue,WA 98009 City,State Zip:Seattle,WA 98136 City,State Zip:Snohomish,WA 98290 Phone: Phone:206-923-0590 Phone:425-788-1874 LIC:USVETL*894RB EXP: 12/11/2019 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Mlsc CODE YEAR: 2015 STORIES: 1 CONST.TYPE: Retaining Wall DWELLING UNITS: OCC GROUP: BUILDINGS: OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBCl l0/IRC110. SALES TAX NOTI Sales tax relating to construct' landunst on materials in the City of Arlington must be repo d on your sales tax return form an City of A Qw + ignature Print Name I sbateteleased By #Wt —f CONDITIONS Adhere to approved plans and special inspections. Email Special inspection to ced@arlingtonwa.gov THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY, ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMT FEES Date Description Fee Amount 09/09/2019 Building Permit Fee $799.06 09/09/2019 Building Plan Review Fee $519.39 09/09/2019 Processing/Technology Fee $25.00 09/09/2019 State Surcharge-Commercial $25.00 Total Due: $1,368.45 Total Payment: $1,368.45 Balance Due: $0.00 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon 1 LUCIA ENGINEERING, INC. Sondergaard Geoscience, PLLC 13012 651h Avenue SE July 10, 2019 Snohomish,Washington 98296 Attention: Jon Sondergaard Reference: Gateway Business Park U1traBlock Wall Design Jon, Attached are the revised calculations for the gravity type U1traBlock Wall. Please call me if you have any questions. 'M "N A OFFICE COPY July 10, 2019 Joseph M. Lucia, PE CITY OF ARLINGTON BUILDING DEPARTMENT APPROVED DATE BY NO CHANGES AUTHORIZED UNLESS APPROVED BY THE BUILDING INSPECTOR Received JUL 2 3 2019 �D -,Zug-] 730`12th A', ro NE,SE:<LtSe:, .JastE v€ iJr#9SIJ-0 Page 1 I 1 UltraWal l Project: Gateway Business Park Location: Site Location CP Designer: JML J� Date: 6/24/2019 1X Section: Section 1 Design Method: NCMA_09_3rd_Ed, Ignore Vert. Force Design Unit: UltraBlock 1X Seismic Acc: 0.200 1X SOIL PARAMETERS T coh y Retained Soil: 36 deg 0 psf 120 pcf i 2 44 i Foundation Soil: 36 deg 0 psf 120 pcf Leveling Pad: Crushed Stone Fnd Friction Factor: 0.70 GEOMETRY Design Height: 7.50 ft Live Load: 0 psf Wall Batter/Tilt: 0.00/6.00 deg Live Load Offset: 5.00 ft Embedment: 1.00 ft Live Load Width: 20 ft Leveling Pad Depth: 0.50 ft Dead Load: 0 psf Slope Angle: 18.0 deg Dead Load Offset: 0.0 ft Slope Length: 20.0 ft Dead Load Width: Oft Slope Toe Offset: 0.0 ft Leveling Pad Width: 3.46 ft Vert b on Single Dpth FACTORS OF SAFETY(Static/Seismic) Sliding: 1.50/ 1.125 Overturning: 1.50/ 1.125 Bearing: 2.00/ 1.5 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.0.19158 1 CP 1X 1X 1X i RESULTS (Static/Seismic) FoS Sliding: 2.49 (Ivlpd)/ 1.50 FoS Overturning: 2.30/ 1.15 4�� Bearing: 1062.93/1090.56 FoS Bearing: 15.80/15.40 Name Elev. ka kae Pa Pee Pir -PaC FSsf FoS OT siesFSW Fos seisOT CP 7.33 0.243 0.316 _3_1 3 35 0 7320.46 1564.19 1.50 57.60 ` 1X 4.89 0.243 0.316 120 156 106 0 164.08 _16.50 1.50 5.21 f1X 2.44 0.243 0.316 411 535 176 0 49.33 4.72 1.50 2.06 1X 0.00 0.243 0.316 877 : 1141 246 0 2.491100.00 2.30 1.50f2.12) 1.15 Column Descriptions: ka: active earth pressure coefficient Pa: active earth pressure Paq: live surcharge earth pressure Paqd: dead surcharge earth pressure (PaC): reduction in load due to cohesion PaT. sum of all earth pressures FSsl(lvl Pad):factor of safety for sliding at each layer. (FS sliding below the leveling pad) FSot: factor of safety of overturning about the toe. %D/H: ratio of based depth to height(warning for narrow walls, <35%) Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.0.19158 2 DESIGN DATA TARGET DESIGN VALUES (Factors of Safety-Static/Seismic) Minimum Factor of Safety for the sliding along the base FSsl =1.50/1.125 Minimum Factor of Safety for overturning about the toe FSot=1.50/1.125 Minimum Factor of Safety for bearing (foundation shear failure) FSbr=2.00/1.500 MINIMUM DESIGN REQUIREMENTS Minimum embedment depth Min emb=1.00 ft INPUT DATA Geometry Wall Geometry Design Height, top of leveling pad to finished grade at top of wall H =7.50 ft Embedment, measured from top of leveling pad to finished grade emb =1.00 ft Leveling Pad Depth LP Thickness=0.50 ft Face Batter, measured from vertical i =0.00 deg Slope Geometry Slope Angle, measured from horizontal R =18.00 deg Slope toe offset, measured from back of the face unit STL offset=0.00 ft Slope Length, measured from back of wall facing SL_Length =20.00 ft NOTE: If the slope toe is offset or the slope breaks within three times the wall height, a Coulomb Trial Wedge method of analysis is used. Surcharge Loading Live Load, assumed transient loading (e.g.traffic) LL= 0.00 psf Live Load Offset, measured from back face of wall LL offset=5.00 ft Live Load Width, assumed strip loading ILL_width =20.00 ft Dead Load, assumed permanent loading (e.g. buildings) DL=0.00 psf Dead Load Offset, measured from back face of wall DL offset=0.00 ft Dead Load Width, assumed strip loading DL width = 0.00 ft Soil Parameters Retained Zone Angle of Internal Friction cp = 36.00 deg Cohesion coh =0.00 psf Moist Unit Weight gamma=120.00 pcf Foundation Angle of Internal Friction cp= 36.00 deg Cohesion coh =0.00 psf Moist Unit Weight gamma=120.00 pcf Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.0.19158 3 NOTES ON DESIGN UNITS The wall section is designed on a 'per unit width bases' (lb/ft/ft of wall or kN/m/meter of wall). In the calculations the software shows lb/ft or kN/m, neglecting the unit width factor for simplicity. The weights for the wall unit are shown as Ibs/ft3 (kN/m3). For SRW design a 1 sf unit is typically 1 ft deep, 1.5 ft wide and 8 inches tall (or 1 ft3). therefore a typical value of 120 pcf is shown. With larger units the unit weight will vary with the size of the unit. Say we have 4 ft wide unit, 1.5 ft tall and 24 inches deep with a tapered shape (sides narrow), built with 150 pcf concrete. We add up the concrete, the gravel fill and divide by the volume and the results may come out to 140 pcf, as shown in the table. The units with more gravel may have lower effective unit weights based on the calculations. Hollow Units Hollow units with gravel fill are treated differently in AASHTO. If the fill can fall out as the unit is lifted, then AASHTO only allows 80%of the weight of the fill to be used for eccentricity(overturning calculations). In the properties page for the units the weight of the concrete may be as low as 75 pcf. This is the effective unit weight of the concrete only (e.g. the weight of the concrete divided by the volume of the unit). The density of the concrete maybe 150 pcf, but not the effective weight including the volume of the void spaces used for gravel fill. Rounding Errors When doing hand calculations the values may vary from the values shown in the software. The program is designed using double precision values (64 bit precision: 14 decimal places). Over several calculations the results may differ from the single calculation the user is making, probably inputting one or two already rounded values. Result Rounding As noted above the software is based on double precision values. For example, using an NCMA design method an allowable factor of safety of 1.5 the software may calculate a value of 1.49999999999999, since this is less than 1.5, it would be false (NG), even though the results shown is 1.50 (results are rounded to 2 places on the screen). In the design check we round to 2 decimal places to check against the suggested value (1.49999999999 rounds to 1.50). Given the precision of the calculation, this will provide a safe design even though the 'absolute'value is less than the minimum suggested. Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.0.19158 4 RETAINING WALL UNITS STRUCTURAL PROPERTIES: N is the normal force[or factored normal load]on the base unit The default leveling pad to base unit shear is 0.8 tan((p)[AASHTO 10.6.3.4] or may be the manufacturer supplied data. (p is assumed to be 40 degrees for a stone leveling pad. Unit Ht(in) Width(in) Depth(in) Equiv_Density(pct) E uiv_CG Cin) Cap 14.75 59.00 29.50 140.00 14.75 Full 29.50 59.00 29.50 140.00 14.75 Double 29.50 59.00 59.00 140.00 29.50 Triple 29.50 59.00 88.50 140.00 44.25 15 in Tall Unit 14.75 59.00 29.50 140.00 14.75 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.0.19158 5 FORCE DETAILS The details below shown how the forces and moments are calculated for each force component. The values shown are not factored. All loads are based on a unit width (ppf/kNpm). Layer Block Wt X-Arm Moment Soil Wt X-Arm Moment 1 423.04 2.00 846.10 0.10 3.23 0.33 2 846.08 1.74 1474.79 0.10 2.98 0.31 3 846.08 1.49 1257.38 0.10 2.72 0.28 4 846.08 1.23 1039.97 Block Weight(Force v)= 2961 ppf X-Arm = 1.67 ft Soils Block Weight(Force v)=0 ppf X-Arm =2.85 ft Active Earth Pressure Pa= 877 ppf Pa_h (Force H)= Pa cos(batter+b)= 877 x cos(-6.0 + 24.0)= 834 ppf Y Arm = 2.59 ft Pa_v(Force V)= Pa sin(batter+ b ) = 877 x sin(-6.0 +24.0 )= 0 ppf X-Arm =2.44 ft Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.0.19158 6 CALCULATION RESULTS OVERVIEW UltraWall calculates stability assuming the wall is a rigid body. Forces and moments are calculated about the base and the front toe of the wall. The base block width is used in the calculations. The concrete units and granular fill over the blocks are used as resisting forces. EARTH PRESSURES The method of analysis uses the Coulomb Earth Pressure equation (below)to calculate active earth pressures. Wall friction is assumed to act at the back of the wall face. The component of earth pressure is assumed to act perpendicular to the boundary surface. The effective 6 angle is b minus the wall batter at the back face. If the slope breaks within the failure zone, a trial wedge method of analysis is used. EXTERNAL EARTH PRESSURES Effective b angle (2/3 retained phi) b =24.0 deg Coefficient of active earth pressure ka =0.243 External failure plane p= 57 deg Effective Angle from horizontal Eff.Angle=96.00 deg Coefficient of passive earth pressure: kp = (1 +sin(T))/(1 -sin(T)) kp=3.85 cos( j+i)2 a co402.cos(Sl—i l+ scos(sy ai)cos i+R� Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.0.19158 7 FORCES AND MOMENTS The program resolves all the geometry into simple geometric shapes to make checking easier. All x and y coordinates are referenced to a zero point at the front toe of the base block. UNFACTORED LOADS Name Factory Force(V) Force(H) Men Y-len Mo Mr FaceBlocks(W1) 1.00 2961 1.67 — -- 4952 Soil Wedge(W2) j 1.00 0 12.85 — -- 1 LVIPad(W18) 1.00 183 -- - - - -- Pa_h 1.00 — 834 — 2.59 2155 — Pa_v 1.00 0 2.44 — — 0 Sum V/H 1.00 3144 834 Sum Mom 2155 4953 X-Len: is measured from the front of the base G L Pq \ Pa ,1 T Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.0.19158 8 BASE SLIDING Sliding at the base is checked at the block to leveling pad interface between the base block and the leveling pad. Sliding is also checked between the leveling pad and the foundation soils. Forces Resisting sliding = W1 +W2 2961 + 0 N=2962 ppf Resisting force at pad = (N *0.7*tan(slope)+ + intercept x L) 2962 x 0.7 x tan(40.0)+ 0.0 Rf1 =2,062 Passive resistance is calculated using kp= (1 +sin(36))/(1 -sin(36)) kp= 3.85 Force at top of resisting trapezoid, d1 = 1.00 Fp1 =462.22 Force at base of resisting trapezoid, d2 = 1.76 Fp2 = 812.76 Depth of trapezoid depth = 0.76 Pp= (Fp1 + Fp2)/2 *depth 483.46 Friction angle = minimum of the leveling pad or Fnd cp =36.00 deg N1 includes N + leveling pad (LP) Where: LP= Ivl pad thickness* 135pcf* (L+ Ivl pad thickness/2) L is the base block width 2962 + 183 N1 =3144 ppf Resisting force at fnd = (N1 tan(phi)+ c L)+ Pp Resisting force at fnd = (N1 tan(phi)+ c L)+ Pp 3144 x tan(36)+ 0 x 3.0 +483 Rf2 =2768 Driving force is the horizontal component of Pah 834 Df=834 FSsl = Rf/ Df FSsl =2.49/ 100.00 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.0.19158 9 OVERTURNING ABOUT THE TOE Overturning at the base is checked by assuming rotation about the front toe by the block mass and the soil retained on the blocks. Allowable overturning can be defined by eccentricity(e/L). For concrete leveling pads eccentricity is checked at the base of the pad. Moments resisting eccentricity= M1 + M2 + MLvIPad 4952 + 1 Mr=4953 ft-Ibs Moments causing eccentricity= MPah + MPq 2155 Mo=2155 ft-Ibs e = (Mr-Mo)/N1 e = (4953-2155)/3144 a =0.00 e/L= 0.00 FSot= Mr/Mo FSot=4953/2155 FSot=2.30 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.0.19158 10 ECCENTRICITY AND BEARING Eccentricity is the calculation of the distance of the resultant away from the centroid of mass. In wall design the eccentricity is used to calculate an effective footing width. Calculation of Eccentricity SumV= (W1 +W2 + Pa_v) e = (SumMr+SumMo)/(SumV) Mr=-2493.45 Mo=2155.50 e= (-338/2961.68) a=0.000 ft Calculation of Bearing Pressures Quit= c* Nc+ q * Nq +0.5*y*(B')*Ng where: Nc=50.59 Nq =37.75 Ng =56.31 c=0.00 psf q = 180.00 psf B'= B-2e+ Ivlpad =2.96ft Gamma=120 pcf Calculate Ultimate Bearing, Quit Quit=16791 psf Bearing Pressure = (SumVert/B')+ (LP width *gamma) sigma=1062.93 psf Calculated Factors of Safety for Bearing Quit/sigma =15.80 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.0.19158 11 SEISMIC CALCULATIONS The loads considered under seismic loading are primarily inertial loadings. The wave passes the structure putting the mass into motion and then the mass will try to continue in the direction of the initial wave. In the calculations you see the one dynamic earth pressure from the wedge of the soil behind the reinforced mass, and then all the other forces come from inertia calculations of the face put into motion and then trying to be held in place. Design Ground Acceleration A=0.200 Horizontal Acceleration [kh =A/2] kh =0.083 Vertical Acceleration kv=0.000 INERTIA FORCES OF THE STRUCTURE Face (Pif)= (W1)*kh(ext)=2961.27*0.083 Pif=246.46 ppf SEISMIC THRUST Kae Kae=0.316 D_Kae= Kae- Ka = (0.316-0.000) D Kae=0.073 Pae=0.5*gamma*(H)^2*D_Kae Pae=264.52 ppf Pae_h = Pae*cos(6) Pae_h =251.57 ppf Pae_v= Pae*sin(6) Pae_v=81.74 ppf TABLE OF RESULTS FOR SEISMIC REACTIONS Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.0.19158 12 SEISMIC SLIDING The target factor of safety for seismic is 75% of the static value. Live loads are ignored in the analyses based on the basic premise that the probability of the maximum acceleration occuring at the exact same instant as the maximum live load is small. Details are only shown for sliding at the base of blocks, a check is made at the foundation level with the answer only shown. The vertical resisting forces is W1 +W1 + Pav+ Paev SumVs = 3043 Resisting force = SumVs*tan(phi)+ intercept x L FRe=2258 ppf Driving force= Pa_h + Pae_h + Pif =834 +252+246 FDr=1332 ppf FOS= FRe/FDr[leveling pad /foundation] FoS =1.50/2.12 SEISMIC OVERTURNING Overturning is rotation about the front toe of the wall. Eccentricity is also a check on overturning Resisting Moment= M1 + M2 + MPav+ MPaev SumMrS=5153 ft ppf Driving Moment= MPav+ MPaeh +MPif SumMoS = 4473.41 ft ppf Factor of Safety=SumMrS/SumMoS FoS = 1.15 SEISMIC BEARING Bearing is the ability of the foundation to support the mass of the structure. Quit= c*Nc+q*Nq + 0.5*gamma*(B')*Ng where: Nc= 50.59 Nq = 37.75 Ng = 56.31 c=0.00 psf q = 180.00 psf Calculate Ultimate Bearing, Quit(seismic) Quit= 16790.59 psf eccentricity(e) a=0.605 Equivalent Footing Width, B' = L-2e+ Ivl pad B' =2 ft Bearing Pressure=sumVs/B' sigma=1091 psf Factor of Safety for Bearing = Qult/Bearing FoS =15 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.0.19158 13 SPECIAL INSPECTION AND TESTING AGREEMENT In accordance with International Building Code Chapter 17, where application is made for construction as described in this section, the owner or the registered design professional responsible for, and acting as the owner's agent shall employ one or more Special Inspectors to provide inspections during construction. APPLICANTS NAME Sondergaard Geoscience,PLLC PHONE 42S-37S-4727 EMAIL jon.sondergaard@comcast.net PRIMARY Jon Sondergaard PHONE 425-375-4727. CONTACT EMAIL jon.sondergaard@comcast.net TAX I.D.NUMBER UBI:604068662:EIN 81-4817-157 PROJECT NAME Gayteway Gusiness Park PROJECT Commercial Building DESCRIPTION SITE ADDRESS 14727 12th Ave NE Before a permit can be issued: The owner, Architect or Engineer of record acting as the owner's agent, shall complete this agreement, including the required acknowledgements, and attach structural tests and inspections schedules.A pre-construction conference with the parties involved may be required to review the special inspection requirements and procedures. Approval of special inspectors: Special inspectors shall be approved by the City of Arlington prior to performing any duties. SPECIAL INSPECTION AND TESTING SHALL MEET THE MINIMUM REQUIREMENTS OF 201S IBC.THE FOLLOWING CONDITIONS ARE ALSO APPLICABLE. 1) Duties and Responsibilities of Special Ins ectoi a) Observe work: The Special Inspector shall observe the work for conformance with City of Arlington approved (stamped) design drawings and specifications and applicable workmanship provisions of the IBC The Architect/ Engineer-reviewed shop drawings and/ or project drawings may be used only as an aid to inspection. 11Page b) Report Non-Conforming Items: The Special Inspector shall bring non-conforming items to the attention of the Contractor and note all such items in the daily report.If any item is not resolved in a timely manner or is about to be incorporated in the work, the Special Inspector shall immediately notify the City of Arlington by telephone or in person,and notify the project Architect or Engineer. [ Inspector � Ion Hansen,AESI Phone 425-786-4907 c) Furnish Daily Reports: Each Special Inspector shall complete and sign an inspection report for each day's inspections to remain at the iob site with the contractor for review by the City of Arlington. d) Furnish Weekly Reports: The Special Inspector or agency shall furnish rssft relzorts of tests and inspections directly to the City of Arlington,project Architect/Engineer, and others as designated.These reports must include the following: i) Description of daily inspections and test made,with applicable locations. ii) Listing of all non-conforming items. iii) Report on how non-conforming items were resolved or unresolved,as applicable. iv) Itemize all changes authorized by the Architect/Engineer of Record and City of Arlington if not included in non-conformance items. e) Furnish Final Report: The Special Inspector or inspection agency shall submit a final signed report to the City of Arlington stating that all items requiring special inspection and testing were fulfilled and reported, and to the best of his/ her knowledge, in conformance with the approved design drawings, specifications, approved change orders and the applicable workmanship provisions of the IBC. Items not in conformance,unresolved items or any discrepancies in inspection coverage (i.e., missed inspections, periodic inspections when inspection was required,etc.)shall be specifically itemized in this report. 2) Contractor Responsibilities a) Notify the Special Inspector: The Contractor is responsible for notifying the Special Inspector or agency regarding individual inspection items on the summary schedule and as noted on the City of Arlington approved plan as specified by the Architect and or Engineer of record. b) Provide Access to Approved Plans: The Contractor is responsible for providing the Special Inspector access to approved plans at the job site. c) Retain Special Inspection Records: The Contractor is also responsible for retaining at the job site all Special Inspection records submitted by the Special Inspector and providing these records for review by City of Arlington,upon request. 3) Cry of Arlington a) Approve Special Inspector: The City of Arlington shall approve all Special Inspectors and inspection requirements. b) Monitor Special Inspection: Work requiring special inspection and the performance of Special Inspectors shall be monitored by the City of Arlington. His/ Her approval must be obtained prior to placement of concrete or similar activities in addition to that of the Special Inspector. 2 1 P a g e 4) Owner Responsibilities a) Funding: The project owner or the Architect or Engineer of record acting as the owner's agent shall fund the Special Inspection Services. 5) Architect or Engineer of Record Responsibilities a) Drawings: The Architect or Engineer of record shall include special inspection requirements on the design drawings and specifications. b) Schedule Inspections: Provide a summary schedule of required inspections which would outline frequency of inspections for items which may require multiple inspections which may include but are not limited to concrete and grout testing,compaction,testing of backfill and or road beds as recommended by the geo-tech engineer,and structural welding as work progresses. SPECIAL INSPECTION &STRUCTURAL OBSERVATION ITEMS REQUIRED BY CHAPTER 17 OF THE 2015 IBC Indicate items requiring special inspection, structural testing, or structural observations by checking the appropriate box. ❑STRUCTURAL STEEL (IBC 170S.2.1 &1705.12.1) ❑STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL (IBC1705.2.2) ❑CONCRETE CONSTRUCTION (IBC 1705.3) ❑MASONRY CONSTRUCTION (IBC 1705.4) ❑WOOD CONSTRUCTION (IBC 1705.5, 1705.11.1 &1705.12.2) FOILS CONSTRUCTION (IBC 1705.61 — (.,f N- bcwcz ODRIVEN DEEP FOUNDATIONS(IBC 1705.7) ❑CAST-IN-PLACE DEEP FOUNDATIONS(IBC 1705.8) OHELICAL PILE FOUNDATIONS(IBC 1705.9) ❑SPRAYED FIRE-RESISTANT MATERIALS (IBC 1705.14) 3 Page ❑MASTIC AND INTUMESCENT FIRE-RESISTANT COATINGS (IBC 1705.15) ❑EXTERIOR INSULATION AND FINISH SYSTEMS (EIFS) (IBC 1705.16) ❑FIRE-RESISTANT PENETRATIONS AND JOINTS (IBC 1705.17) ➢ Only required for high-rise buildings or those assigned to Risk Category III or IV per IBC Table 1604.5. ❑SMOKE CONTROL(IBC 1705.18) ❑ARCHITECTURAL COMPONENTS (IBC 1705.12.5) ➢ Only required for buildings located within Seismic Design Category D, E,or F ❑PLUMBING,MECHANICAL&ELECTRICAL COMPONENTS (IBC 1705.12.6) ➢ Only required for buildings located within Seismic Design Category C, D, E,or F ❑SEISMICALLY ISOLATED SYSTEMS (IBC 1705.12.8) ❑SPECIAL CASES (IBC 1705.1.1) - material alternatives or unusual design applications ❑MISCELLANEOUS AREAS--These inspections may be recommended by the Architect/Engineer and are to be approved by the Building department. 41Page Acknowledgements, I HAVE READ AND AGREE TO COMPLY WITH THE TERMS AND CONDITIONS OF THIS AGREEMENT.(Attach more sheets for signatures if necessary) Owner First name Last 1P.A tEL B.TAYLOR,OWNERSHIP REPRESENTATIVE Date Date 9/5/19 Si nature sign. Contractor First name Last nam USVETLLC Date Date 9/5/19 Si nature Sign ❑Submitwritten statement of responsibility in accordance with IBC Section 1704.4. Special Inspector:Ass rth Sciences, Inc. Date Signature Sign -3- ❑Submit WABO cer ification Ar s ecial ins a tion agency and inspectors,(or) ❑Submit Special Inspection agency documentation for Building Official approval. Names of Special Inspectors Scope of Work. Submit copies of inspector certifications provided for each discipline. AfQ W 4-ha cC-4-7'7v,I /�;,C- '�;;o14 �, Inspector name: Ion Hansen,AESI Scope of Work: Soil Denisty Testing Inspector name First name Firstname ScopeofWork Work Inspector name First name First name jScope ofWork Work inspector name First name First name ScopeofWork Work Inspectorname First name First name ScopeofWork Work inspector name First name First name ScopeofWork Work A Architect Engineer of Record Robert M.Pride,P.E. Date 9/3/16 Signature Structural Observer First name Last name Date Date Signature Sign. ❑Statement of Special Inspections completed and submitted in accordance with IBC Section 1704.3. ❑Structural Observations required in accordance with IBC Section 1704.5. 5 1 P a g e a s s o c i a t e d earth sciences i n c o r p o r a t e d JON D. HANSEN, CESCL Senior Staff Geologist EDUCATION B.S., Geology: Western Washington University REGISTRATION/CERTIFICATION Certified Erosion and Sediment Control Lead PROFESSIONAL ASSOCIATIONS Geological Society of America PROFESSIONAL SUMMARY Mr. Hansen has completed geotechnical reconnaissance and siting studies, performed geotechnical site investigations, prepared geotechnical design reports, and observed geotechnical aspects of construction for a variety of educational, residential, commercial, and municipal projects. Mr. Hansen has extensive experience in geotechnical construction monitoring and has been responsible for oversight of the successful installation of hundreds of miles of utilities, roadways, and retaining wall structures. Mr. Hansen has a comprehensive knowledge of local Whatcom and Skagit County geology derived from his course work at Western Washington University and numerous subsurface exploration evaluations throughout the region. Mr. Hansen has been instrumental in helping develop the company's new hire training program and continues to provide support for new employees through educational site visits. RELEVANT EXPERIENCE Squalicum High School Sports Field Improvements I Bellingham, WA Client—Bellingham Public Schools Lowell Elementary School Addition I Bellingham, WA Client— Bellingham Public Schools Technical Consultation:Turner and Gilligan Creek I Skagit County, WA Client—Skagit County PUD Bellingham High School Sports Field Improvements I Bellingham, WA Client—Bellingham Public Schools Skagit Highlands Spine Road I Mount Vernon, WA Client—Quadrant Corporation Mount Vernon Walmart Construction Monitoring I Mount Vernon, WA Client—Walmart Upper Skagit Potential Wastewater Evaluation I Skagit County, WA Client — Upper Skagit Indian Tribe WWU New Academic Instruction Center I Bellingham, WA Client —Western Washington University 31( mot • Permit Information Date 7/26/2019 Permit Number 2687 Project Name Gayteway Retaining Wall Applicant Name Terraforma Design Group Applicant Address 5027 51 st Ave SW City,State,Zip Seattle,WA 98136 Contact Pedro DeGuzman Phone 206-923-0590 Email pedro@terraformadesigngroup.com Permit Type Misc Site Address 200 Ave NE Valuation 40000.00 Status Applied Permit Issued Permit Expires Square Feet 0 Type of Construction/Occupancy Load Retaining Wall Number of Stories 0 Proposed Use New retaining wall along north property line MIC/Opportunity Zone Assigned To Raelynn Jones Property Parcel T- Address Le al Owner Owner Phone Zoning 31051400200700 120015 67TH AVE NE I IGavteway Business Park,LLC 1399 Other Miscellaneous Manufacturing NEC Contractors Contractor Name Primary Contact E Phone Email Contractor Type License License# USVET LLC Chris Nicholls 125-788-1874 hrisdnicholls(d)amail.com OONTRACTOR 1-abor&Industries USVETL*894RB Review Date Ty e Description Target Date Completed Date Assigned To Status 7/26/2019 Vlisc 3/9/2019 3uildino n Review 7/26/2019 Vlisc /9/2019 Josh Grandlienard n Review 7/26/2019 Vlisc 3/9/2019 Nova Heaton n Review Uploaded Files Upload File Date File Uploaded B 7/26/2019 11:22:13 AM 2687 Structural Calcs.pdf Jones,Raelynn { 7/26/2019 11:22:13 AM 2687 Site Plan.g_df Jones,Raelynn } 7/26/2019 11722:13 AM 2687 Building Plans.pdf Jones,Raelynn X 7/26/2019 11:22:13 AM 2687 Application.pdf Jones,Raelynn i 7126/201911:12:51 AM 12687 Appl'c�a' I 3s,Raelynn I x I MISCELLANEOUS PERMIT APPLICATION Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551 THIS APPLICATION IS TO BE USED WHEN APPLYING FOR INTERIOR ALTERATIONS, FENCES, RETAINING WALLS, STORAGE TANKS, PLAYGROUND EQUIPMENT, POOLS, HOT TUBS, ETC. Project Address: 20015 67th Avenue NE, Arlington Project Description: New retaining wall along north property line Valuation: $40,000.00 Owner: Gayteway Business Park, LLC Address: 845 106th Avenue NE City: Bellevue State: WA Zip Code: 98004 Phone: (206) 465-2491 attn: Dan Taylor Email: danielb719@comcast.net Applicant: Pedro DeGuzman, PE - Terraforma Design Group, Inc. Address: 5027 51 st Avenue SW City: Seattle State: WA Zip Code: 98136 Phone: (206) 923-0590 Email: pedro@terraformadesigngroup.com Contractor Name: USVET LLC Address: 18101 Butler Road City: Snohomish State: WA Zip Code: 98290 Phone: (425) 319-5595 Email: chrisnicholls@gmail.com License Number: CC USVETL*894RB Expiration Date: 12/11/2019 1 hereby certify that the above information is correct and that the construction, installation for the above mentioned property will be in accordance with the applicable laws of the City of Arlington and the State of Washington. 7/23/19 Applicants Signat Date Pedro DeGuzman, PE "NOTE: financial responsible party shall be Print Applicants Name Gayteway Business Park, LLC FOR STAFF USE ONLY Received ILL2 `�� JUL 2 3 2019 Permit# Acce ed By Amount Received Receipt# Date Received TERRAFORMA DESIGN GROUP DATE: 7/23/19 PROJECT: Gayteway Business Park Bldg B TRANSMITTAL FROM: Pedro DeGuzman, PE Principal RE: North Wall Misc. Permit Submittal TO: City of Arlington attn: Dept. of Community & Ecom. Devel Launa Peterson WE ARE SENDING YOU THE FOLLOWING ITEMS: COPIES DATE DESCRIPTION 1 7/23/19 Miscellaneous Permit Application 2 7/10/19 Wall calculations&specs i 2 7/10/19 Wall Detail 2 6/2/19 Applicable Civil Plans: Sht C1.2&C1.4 I� THESE ARE TRANSMITTED as checked below: X For approval _ For review and comment For submittal For your use _ For execution and return Other NOTES: CC: Received JUL 2 8 2019 tl� CIVIL ENGINEERING & LANDSCAPE ARCHITECTURE 5027 51st Avenue SW Seattle WA 98136 phone 206.923.0590 website www_.terrafomiit(lc%igngrcxip.com Search L&ISEARCH Labori Industries Safety&Health D Workplace .•eLicensing Atft Washington State Department of " Labor & Industries USVET LLC Owner or tradesperson 18101 BUTLER RD Principals SNOHOMISH,WA 98290 NICHOLLS,CHRISTOPHER 425-629-3484 DAVID,PARTNER/MEMBER SNOHOMISH County Doing business as USVET LLC WA UBI No. Business type 603 065 360 Limited Liability Company Certifications &Endorsements License Verify the contractor's active registration/license/certification(depending on trade)and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. USVETL*894RB Effective—expiration 12/02/2011-12/11/2019 Bond Ohio Cas Ins Co $12,000.00 Bond account no. 023034122 Received by L&I Effective date 11/18/2015 11/18/2015 Expiration date Until Canceled Bond history Insurance Ohio Security Ins Co $1,000,000.00 Policy no. BKS54967731 Received by L&I Effective date 11/14/2018 11/21/2018 Expiration date 11/21/2019 Insurance history gs .Savin.............. ... No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L81 Tax debts No L81 tax debts are recorded for this con for license during the previous 6 year period,but soh._- debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Workers'comp Public Works Requirements Workplace safety and health •k.e� Help us �N'ashinRl�x►^ improve VFM ' ILISZUI1:1T.1„us, (n7cz;`,%7,r!'.0 i T'M �-j`)G` I. 41 PA i ;�-AV TAg99 ZTOET L� l e�'► avv5a u _C ,d �s xt1 ��� m A-ee sue p lava 11 M MINIVAN HiUON - A JNldllfl8 >IUVd SS3NISf18 AdM31AVE) N � O,L 1adol s IM NZVdC[ AD-1- 1� 3 ' L ::t,'Vj djI31\-IJ 3:7kdI-b (8£694 W1Sd) sl!os 10 8ullsal Jalawosuap Xfw .11A 0 aealonu ul palj!lenb walj a Aq II!j le.inlon.ils Ile jo 2uilsal Al!suap pue dJS Aq uopon.i}suoo Jo u01leAaasgo o!poijad aalnba.i slleM a41•g -Ilene ayl 10 dol aql pu!gaq AT:H£ uegl aaleajS ou adolsj:)eq `d•L 'i .�� �I . . hl � .�riii •IIeM aqj jo aseq aql le adld uleap Dnd paleaojaad jalawe!p you!-9 y•9 •IleM aqj pulgaq 1301 uleap paysenn goul-Z 01 -T 10 J@Ael 92eu!eap ap!m qou'-ZT wnwlulw b'•S 9 x 7 X, 9 " Z •-t4 'LSST:a W1S`d Aq paulwjalap se Al!suap Aip wnwlxew sl! jo jua:)jad S6 r V3.L"In s Iseaoiaala pap ajo as o !osu a nue Aq uea o dde o Bu *s su Ipj jI I Ij II!j leanlonals aq pinogs lleM aqj pu!gaq II!3't, •nnolaq s>loolq onnJ aqj}o spua a41 SJaAoo anoge AdO0. C,,.. —gel �_ 1:)olq aqj jegj os paia,2els aq pinogs s�lool9'£ I A A 3-0 t •nnoa lxau aql .2u!oeld ol ao!jd sPolq a41 jo dot. a41 WOJJ paAowaJ aq pinogs I!os N0133dSNI Mmins Ile pue anal pue heal paoeld aq pinogs sloolq IIV-Z 3Hl AS Q3AO1JddV SS31Nn 0 03ZIaOH1f1b83JNdHOON •aAlleluasaidai alagl jo jaauifua leolugoalOaB a41 Aq paulwaalap se uo!l!puoo 8ulplaiAtin pue u.walj a of papedwoo uaaq seq (13AOHddV 1egj aseggns a uodn papunol aq pinogs sloolq II`d'T 1N3VMJVdDG JNicriine V•� NOJL-DNlrluy dO Aim S310N MISCELLANEOUS ` PERMIT APPLICATION Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551 THIS APPLICATION IS TO BE USED WHEN APPLYING FOR INTERIOR ALTERATIONS, FENCES, RETAINING WALLS, STORAGE TANKS, PLAYGROUND EQUIPMENT, POOLS, HOT TUBS, ETC. Project Address: 20015 67th Avenue NE, Arlington Project Description: New retaining wall along north property line Valuation: $40,000.00 Owner: Gayteway Business Park, LLC Address: 845 106th Avenue NE City: Bellevue State: WA Zip Code: 98004 Phone: (206) 465-2491 attn: Dan Taylor Email: danielb719@comcast.net Applicant: Pedro DeGuzman, PE - Terraforma Design Group, Inc. Address: 5027 51 st Avenue SW City: Seattle State: WA Zip Code: 98136 Phone: (206) 923-0590 Email: Pedro@terraformadesigngroup.com Contractor Name: USVET LLC Address: 18101 Butler Road City: Snohomish State: WA Zip Code: 98290 Phone: (425) 319-5595 Email: chrisnicholls@gmail.com License Number: CC USVETL"894RB Expiration Date: 12/11/2019 1 hereby certify that the above information is correct and that the construction, installation for the above mentioned property will be in accordance with the applicable laws of the City of Arlington and the State of Washington. 9,�' 7/23/19 Applicants Signat Date Pedro DeGuzman, PE "NOTE: financial responsible party shall be Print Applicants Name Gayteway Business Park, LLC FOR STAFF USE ONLY Received 11111 931)' Permit# Accepted By Amount Received Receipt# Date Received NW 1/4 AND SW 1/4 OF SEC.14,T31N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA 67TH AVENUE NE LEGEND ap. Dec �EXISTING PROPOSEDWA (COLLECTOR ARTERIAL) PROPERTY UNE -� } r -- - - - - -- - - -- R.O.W.CE TER E ,moo�� , 21 34 I I. - - - - - - EASEMENT /ONAL 6 - - - 55+00 _ ._- � _56+00 _1 _ 59i a0 -._. - 0 A.C.PAVING-LIGHT DUTY 6/12/19 I � 128F•� 8.36' -� a 22 20 32 � d _ DRWY.-I > 2O- 4---20 A.C.PAVING-HEAVY DUTY I BY BLDC.'C' I .- -__ EX.CONC.CURB&GU71ER - ---- - - ------b---- EX.cRass w/TREES � D -- 'I.. .• .: .. :: EX.ASPHALT TRAIL _ A.C.PAVING-RIGHT-OF-WAY 0 !, R Ex.ASPHALT TRAIL 18 I 127 B 0TY 23 18 , . ' .N._ CONCRETE R LINE 0 a rn 27 - - - - - - - RETAINING WALL M 32 25 3 2a f LSC 13 .LSC© 5 3 5 ® LSC .LSC 5 3 5 3 •�...' LSD . 30 EIT 10'EASEMENT 10 -1 CITY OF ARLINGTON - 2a. - 33 (AFN 200201030591) 531 54.0• 6' 36.0' 415' 2s Q SITE PLAN NOTES 19.8' EX.BLOCK WALL TO BE , � .8 RECONSTEU T& 1 CONC.CURB RAMP(CENTERED)PER DTL 1/C2.1 57 7' 18.0' 6- 27.O' 86.5' ... -^� RECONSTRUCTED. 2SEPARATE BUILDING PERMIT RED'D. 2 CONC.CURB RAMP(PERPENDICULAR)PER DTL.2/C2.1 T^^'� 7 0 j4l.1711,�DLSC 18 (DESIGN BY OTHERS) PAR PL $A TEC ® 4 ® 1s .�,., MOBILE HOME PARK 3 CONC.CURB(CAST-IN-PLACE)PER DTL 3/C2.1 13 LSC 0 e - •- ; 0 e LSC 9 1 TEMP.CONST. 20211 67TH AVE. NE 4 HANDICAP STENCIL PER DTL.4/C2.1 .. .: .... - ESMT. .,. ,, 3 -r`--•tom,:b - C1n Z D 5 CONC.CURB&GUTTER PER DTL.5/C2.1 - T LSC LSC r -Y ONE 'GI' Fvl ;g 6 MONOLITHIC CONC.CURB&SIDEWALK PER DTL.6/C2.1 zs.0' h 6 13 13 73 13 13 10 3 7 CONC.WHEELSTOP(6-FT LONG PER DTL 7 C2.1 G (- ) / 10 2 Ott � 2 Ott.' � z a� Y C� Q 8 ASPHALT PAVEMENT SECTION PER DTL.B/C2.1 N 'V 50.2' SAWCUT#SEAL LINE ,,,�-26.0 o 9 BOLLARD PER DTL.9/C2.1 15.0' 10 2-BIKE RACKS PER DTL.10/C2.1 a 5 BUILDINGS' " -- 11 HANDICAP PARKING SIGN PER DTL.ll/C2.1 1 g BUILDING 1^1 h FF=130.00 AISLE GRADE IS 12 CONC.SLAB-HVY.DUTY PER DTL.12/C2.1 `•/ 3 19 - 1 FFE EVV18"TO 30"BELOW 1oG. 13 CONC.WALKWAY-NO CURB PER DTL.13/C2.1 w ;N FF=133.00 TAX ID#31051400201000 14 CONC.EXTRUDED CURB PER DTL.14/C2.1 ts 15 ASPHALT THICKENED EDGE(UNLESS BLDG'B'BUILT SIMULTANEOUSLY) 3 a m - I1D.0 16 TRASH ENCLOSURE PER ARCH.PLANS " J `TEMP.CONST. 17 CAST-IN-PLACE CONC.WALL PER ARCH.PLANS O $ _ EST• . 18 METAL SCREEN PER ARCH.PLANS 5 o N 02'00'48'E 19 VxV CONC.ENTRY(1.5R SLOPE). CONC.PER DTL.12/C2.1 m d 5 LOT 2' 29 , �"�.. �' - -- REMOVE EX.CONC.DRIVEWAY z l j 40 7' 21 "SAWCUT&SEAL LINE. PAVEMENT PATCH PER CITY STD.DTL R-140 26.0' 20.0 22 NEW CONC.CURB&GUTTER PER CITY DTL.R-180 ZE 23 DEMO EX.DRIVEWAY Q a LOT 1 3- 0 m �� RESTORE PLANTER WITH 2'MULCH OVER W TOPSOIL " 24 NEW CONC.DRIVEWAY APRON PER CITY STD.PLAN R-220 ., 25 NEW ASPHALT PAVING FOR TRAIL PER CITY STD.DTL 1/1.2 LSC METAL STAIRWAY '- PER ARCH.PLANS 26 CONC.SIDEWALK PER CITY STD.DTL R-170 b� REMOVE LOT LINE _ 27 PEDESTRIAN LIGHT BOLLARD PER ARCH.PLANS _ 3 - 28 TEXTURED CONCRETE SCORING AT DRIVEWAY CROSSING 4 I'd29 4'WHITE STRIPING(TYP) TDG#18 05 .r 0 19 PROJECT NO. 24 8' _. •,,,,, ,,.,.,, 24 a' : :' I n 30 STOP SIGN PER CITY STDS.&18"WIDE STOP BAR DRAWN BY: 1'7 12 3? �1a 5.0' 12 9 r I v 31 NEW CONC.V-GUTTER PER DTL.15/C2.1 PAD CHECKED BY: �� � 32 NEW CONC.RAMP FOR TRAIL PER DTL 16/C2.1 rSFORM 13 0 19 PAD 33 REPLACE EX.ASPHALT DRIVE. PAVEMENT SECTION PER DTL.B/C2.1 F 51.5'--- DEVELOPER SHALL SECURE AGREEMENT WITH NEIGHBOR. Y U 7 m 35 m❑ °i LSC as,4' I 34 SAWCUT&REMOVE PORTION OF EX.DRIVEWAY FOR UTILITY CUT. Of J EC AS NECESSARY). REPLACE PER CITY S11).DTL R-230. Q1 a 9 3 . Q 9 R 3 1 35 SIGN'TRUCKS PROHIBITED'TO BE INSTALLED UNDER BLDG'C'PERMIT U) CID o WD I n b - 16 z Cn _ C -I.• 1193.0 S 15 _<' N 6 LOT 3 0 BMP T5.13:POST CONSTRUCTION SOIL QUALITY&DEPTH Co Co N 10'59'10 E - J -5 H ALL DISTURBED AREAS TO REMAIN PERVIOUS SHALL RECEIVE POST A w }fin _ co z 3 CONSTRUCTION SOIL AMENDMENT IN ORDER TO IMPROVE RUNOFF Q RETENTION AND TREATMENT OF POLLUTANTS AND SEDIMENTS FROM � a) z DEVELOPMENT.REFER TODTL.41C2.4. T a I� 3 - � N 9 NOTE (g, Z SHEET TITLE ig THE LOCATION OF ALL EXISTING UNDERGROUND UTILITIES IS SHOWN IN AN APPROXIMATE WAY I of ONLY. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES �- _ CIVIL BEFORE COMMENCING WORK. CONSTRUCTION DRAWING APPROVAL SITE PLAN 9 EXISTING GRADE INFORMATION IS APPROXIMATE. THE CONTRACTOR SHALL FIELD VERIFY EXISTING -� - '---o_ THIS PLAN SHEET HAS BEEN RENEWED AND APPROVED $ GRADES AND NOTIFY ENGINEER OF ANY DISCREPANCIES BEFORE COMMENCING WORK. Io--- �e a PER THE CONDITIONS ON THE TITLE SHEET. CONTRACTOR AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MIGHT BE OCCA90NED BY HIS FAILURE TO CONFIRM EXISTING UTIUTY AND GRADE INFORMATION. CALL AT LEAST 2 WORKING 1 Inch= 30 ft. BY: City Engineer, A L SHEET N0. DAYS BEFORE YOU DIG 1 2 DATE: F:e�eiv C CALL'811' THIS APPROVAL VALID FOR 18 MONTHS NW 1/4 AND SW 1/4 OF SEC.14,T31N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA LEGEND a• oe 67T H AVENUE NE N443- MAGAWA236779.40011 EXISTING PROPOSED dim E 1321528.249 --- PROPERTY LINE (COLLECTOR ARTERIAL) -- - / --- UT... .y:: -_.. -- R.O.W.CENTERLINE lilt -- - - - - G--__ C - G- G -G-_--G__�-G----G--- GAL G --G -- - 00 - - - CONCRETE 6/12/19 _ � 59+00 C'S 00 l .__ _. .. 55+00 ___ .,. ..5� 00" " - 57#nn _-i I - -- 7 RETAINING WALL 1288.38 I ' s ---- 'L.------- _ _ -- ----------- --------------------- - --- -Too- GRADING CONTOUR -.-'- _._ ._._ ---- - -.--- -- -- --- C - _;- _.. _ 124.," K + SPOT ELEVATION m a, 4. �{�. 123.30 :�� w- w - w-.. r-.w w 130.8t - 1 ,I 12&73 , 26.T5 i.A9 t2i. �- - - _ _..-..-.._ SWALE •`+'n a -- ", t3o.Bli 127 1 - TW-12&75 ------ GRADE BREAK 2 - ° 1 I s s s s 129.30 �.. s 112610 - 22 RECONSTRUCT --$�-- -- WATER MAIN 12&90 12& 1 5 1 j--- t 20 NEIGHBOR DRIVEWAY. s x. o - - - -- - - --- -- -- SEWER MAIN BEYOND 1 �?S MAX.SLOPE. O>< 12&80 12&80 12&80 12&d0 1 128 0 1 .+_•, .-... SMOOTH TRANSI110N 7H --1 DO-- -°- STORM DRAIN I' 420 TO NOR PAMNG. ,.12T.aD�- x 1 7r00 Bow-iii.o5 Z7 )or FIRE HYDRANT &24129.20 129.00 129.00 129.00 12 5- pptL BLOCK WALL TO BE i 129 ° 9 o h NGINEERED& SO 0 WATER METER 80 z& R EcorlstR cTEO o 1 80 ❑ D 1 .80 - 129.B0 1 ® I } RE U 129.45 129.7o t D 1 .30 1 129 129• I� SEPARATE BUILDING PERMIT REO'D. pQ N GATE VALVE K' ... i29.95 (DESIGN BY OTHERS) .L.. .. I D _Z r---y ,'I DAYLIGHT WALL FOOTING O • SEWER MANHOLE t _ , b 00 ■ STORM CB AT"LOWEST GH WALL T GRAD ❑ 1 .37 ADJACEN E g - I 129.80 171LW - ' z N Q Q STORM MANHOLE g m a / I o129. -c-- -E- ELECTRICAL LINE c_ 129.66� -- 129.90 T-- -T- TELEPHONE LINE a I I TW'-125.7 129.E BUILDINIG FBE BW-fl7 -G-- -G- GAS LINE /'� 6 131.00 ..... BUILDING �jF 12&90 I FF=130.00 POWER VAULT u 129.42 - it 128.00 o- + UTILITY POLE 130.00 1 0 j FF=133.00 9.90 }- tz9.35 STREET LIGHT 3It 129:25 �� 1 m PN=125.75 r j 129.38 - BW=117.0 N 02'0,�. w' - 121.90 29.45 I' LOT 2 _- i 1x9.90 12&130 F, 4'MIN.HT.BLACK Q € � VINY 121165 LOT 1 I CHAINLINK z FENC FENCE -- 129.45 --- . o PROPOSED PLANTER 3.1 28. z 3H:1V MAX 129.90 - 125.90 I TOP OF WALL 129.40 - REMOVE LOT LINE 1225@� , - - �-� - I SLOPE a 130.00 1z&ao 12&90 125L- tx&90 t2e.Do t2596' t .Do 126•� t3o,00 t3o,00 CONCRETE CURB To' ELEV=PER PLAN 129.65 _ 12&85 125.96 12&85 .98 12&98 1 r. I 128 PROJECT NO. 129.25 . a 18005 F ... 129.90 129.80 1ltz§,m: • o { I2a RAWNBY: 22 .. 130.00 " .; ° .' ° I PAD 1 CHECKED BY: � I I ► .sl s 20 I 1#8. D.5' I� I 1 R'I • I D � 130.03 I 129.45 't .q• NI `, 12910 I I t20 PAY U ° 130.00 I I I EDGE OF ASPHALT w 130.00 1 J66 F t3o.00 -----J P. 12. 2& I�TRANSITION < J m Ea - 128. t2&40 129.40 I :' t �. 7.40 •° .. ' I I UAL ASSUME EX.GRADE=118.0 i 3 1 00 129.90 t29.40 IxoO. o 1. ULTRABLOCK WALL OR EQUAL. 127.70 127.40 129 r I i DESIGN BY GEOTECH ENGINEER. CD F ---- �•50 8 1 REQUIRES SEPARATE BUILDING d I, � 128. w /17. 1 . PERMIT. 13&50 t K I D 1 SECTION - NORTH WALL z LLJ m a 28 o - _ s SCALE. 1 - 5' z -� ni m F CO �1_193.`. "1MQD _ w��,w d � t�7- -� I °--_----D _D I .20 -, J+ EDGE . _ _ LOT 3 N�4 `E �_w `4' - - I Q m Co i f0'68'f0 � -•-� 3 ' r _ E j n 7r _'` f -v w129*26 C7 0 o o v NOTE � Z SHEET TITLE GRADING THE LOCATION OF ALL EXISTING UNDERGROUND UTIUTIES IS SHOWN IN AN APPROXIMATE WAY + CONSTRUCTION DRAWING APPROVAL NLY. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES F(;, PLAN BEFORE COMMENCING WORK. .,,7_�, ` VL � _ <.- THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED 8S EXIOSTING GRADE INFORMATION IS APPROXIMATE THE CONTRACTOR SHALL FIELD VERIFY EXISTING D PER THE CONDITIONS ON THE TITLE SHEET. GRADES AND NOTIFY ENGINEER OF ANY DISCREPANCIES BEFORE COMMENCING WORK. CONTRACTOR AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MIGHT BE OCCASIONED BY HIS FAILURE TO CONFIRM EXISTING UTILITY AND GRADE INFORMATION. 1 inch= 30 tG BY: SHEET N0. CALL AT LEAST 2 WORKING ty ngineer, I ARLIN N DATE: C1 .4 DAYS BEFORE YOU DIG THIS APPROVAL VALID FOR 1 MONTHS CALL'811' SPECIAL INSPECTION AND TESTING AGREEMENT In accordance with International Building Code Chapter 17, where application is made for construction as described in this section, the owner or the registered design professional responsible for, and acting as the owner's agent shall employ one or more Special Inspectors to provide inspections during construction. APPLICANTS NAME First name Last name PHONE number. EMAIL email PRIMARY First name Last name PHONE number. CONTACT EMAIL email TAX I.D. NUMBER Number PROJECT NAME Name PROJECT Description DESCRIPTION SITE ADDRESS Address Before a permit can be issued: The owner, Architect or Engineer of record acting as the owner's agent, shall complete this agreement, including the required acknowledgements, and attach structural tests and inspections schedules. A pre-construction conference with the parties involved may be required to review the special inspection requirements and procedures. Approval of special inspectors: Special inspectors shall be approved by the City of Arlington prior to performing any duties. SPECIAL INSPECTION AND TESTING SHALL MEET THE MINIMUM REQUIREMENTS OF 2015 IBC. THE FOLLOWING CONDITIONS ARE ALSO APPLICABLE. 1) Duties and Responsibilities of Special Inspector a) Observe work: The Special Inspector shall observe the work for conformance with City of Arlington approved (stamped) design drawings and specifications and applicable workmanship provisions of the IBC The Architect/ Engineer-reviewed shop drawings and/ or project drawings may be used only as an aid to inspection. 1lPage b) Report Non-Conforming Items: The Special Inspector shall bring non-conforming items to the attention of the Contractor and note all such items in the daily report.If any item is not resolved in a timely manner or is about to be incorporated in the work, the Special Inspector shall immediately notify the City of Arlington by telephone or in person, and notify the project Architect or Engineer. Inspector I Click or tap here to enter text. I Phone I Click or tap here to enter text. c) Furnish Daily Reports: Each Special Inspector shall complete and sign an inspection report for each day's inspections to remain at the iob site with the contractor for review by the City of Arlington. d) Furnish Weekly Reports: The Special Inspector or agency shall furnish weekiv reports of tests and inspections directly to the City of Arlington, project Architect/ Engineer, and others as designated.These reports must include the following: i) Description of daily inspections and test made,with applicable locations. ii) Listing of all non-conforming items. iii) Report on how non-conforming items were resolved or unresolved,as applicable. iv) Itemize all changes authorized by the Architect/Engineer of Record and City of Arlington if not included in non-conformance items. e) Furnish Final Report: The Special Inspector or inspection agency shall submit a final signed report to the City of Arlington stating that all items requiring special inspection and testing were fulfilled and reported, and to the best of his/ her knowledge, in conformance with the approved design drawings, specifications, approved change orders and the applicable workmanship provisions of the IBC. Items not in conformance, unresolved items or any discrepancies in inspection coverage (i.e., missed inspections, periodic inspections when inspection was required, etc.) shall be specifically itemized in this report. 2) Contractor Responsibilities a) Notify the Special Inspector: The Contractor is responsible for notifying the Special Inspector or agency regarding individual inspection items on the summary schedule and as noted on the City of Arlington approved plan as specified by the Architect and or Engineer of record. b) Provide Access to Approved Plans: The Contractor is responsible for providing the Special Inspector access to approved plans at the job site. c) Retain Special Inspection Records: The Contractor is also responsible for retaining at the job site all Special Inspection records submitted by the Special Inspector and providing these records for review by City of Arlington,upon request. 3) City of Arlington a) Approve Special Inspector: The City of Arlington shall approve all Special Inspectors and inspection requirements. b) Monitor Special Inspection: Work requiring special inspection and the performance of Special Inspectors shall be monitored by the City of Arlington. His/ Her approval must be obtained prior to placement of concrete or similar activities in addition to that of the Special Inspector. 2 1 P a g e 4) Owner Responsibilities a) Funding: The project owner or the Architect or Engineer of record acting as the owner's agent shall fund the Special Inspection Services. 5) Architect or Engineer of Record Responsibilities a) Drawings: The Architect or Engineer of record shall include special inspection requirements on the design drawings and specifications. b) Schedule Inspections: Provide a summary schedule of required inspections which would outline frequency of inspections for items which may require multiple inspections which may include but are not limited to concrete and grout testing, compaction, testing of backfill and or road beds as recommended by the geo-tech engineer, and structural welding as work progresses. SPECIAL INSPECTION & STRUCTURAL OBSERVATION ITEMS REQUIRED BY CHAPTER 17 OF THE 2015 IBC Indicate items requiring special inspection, structural testing, or structural observations by checking the appropriate box. ❑STRUCTURAL STEEL (IBC 1705.2.1 & 1705.12.1) ❑STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL (IBC1705.2.2) ❑CONCRETE CONSTRUCTION (IBC 1705.3) ❑MASONRY CONSTRUCTION (IBC 1705.4) ❑WOOD CONSTRUCTION (IBC 1705.5, 1705.11.1 & 1705.12.2) ❑SOILS CONSTRUCTION (IBC 1705.6) ❑DRIVEN DEEP FOUNDATIONS (IBC 1705.7) ❑CAST-IN-PLACE DEEP FOUNDATIONS (IBC 1705.8) ❑HELICAL PILE FOUNDATIONS (IBC 1705.9) ❑SPRAYED FIRE-RESISTANT MATERIALS (IBC 1705.14) 3 Page ❑MASTIC AND INTUMESCENT FIRE-RESISTANT COATINGS (IBC 1705.15) ❑EXTERIOR INSULATION AND FINISH SYSTEMS (EIFS) (IBC 1705.16) ID FIRE-RESISTANT PENETRATIONS AND JOINTS (IBC 1705.17) ➢ Only required for high-rise buildings or those assigned to Risk Category III or IV per IBC Table 1604.5. ❑SMOKE CONTROL (IBC 1705.18) ❑ARCHITECTURAL COMPONENTS (IBC 1705.12.5) ➢ Only required for buildings located within Seismic Design Category D, E, or F ❑PLUMBING, MECHANICAL &ELECTRICAL COMPONENTS (IBC 1705.12.6) ➢ Only required for buildings located within Seismic Design Category C, D, E, or F ❑SEISMICALLY ISOLATED SYSTEMS (IBC 1705.12.8) ❑SPECIAL CASES (IBC 1705.1.1) - material alternatives or unusual design applications ❑MISCELLANEOUS AREAS -- These inspections may be recommended by the Architect/Engineer and are to be approved by the Building department. 4 1 P a g e Acknowledgements I HAVE READ AND AGREE TO COMPLY WITH THE TERMS AND CONDITIONS OF THIS AGREEMENT. (Attach more sheets for signatures if necessary) Owner First name Last name Date Signature Sign. Contractor First name Last name Date Date Signature Sign ❑ Submit written statement of responsibility in accordance with IBC Section 1704.4. Special Inspector First name Last name Date Date Signature Sign ❑ Submit WABO certification for special inspection agency and inspectors, (or) ❑ Submit Special Inspection agency documentation for Building Official approval. Names of Special Inspectors Scope of Work. Submit copies of inspector certifications provided for each discipline. Inspector name First name Last name Scope of Work Work Inspector name First name First name Scope of Work Work Inspector name First name First name Scope of Work Work Inspector name First name First name Scope of Work Work Inspector name First name First name Scope of Work Work Inspector name First name First name Scope of Work Work Architect/Engineer of Record First name Last name Date Date Signature Sign. Structural Observer First name Last name Date Date Signature Sign. ❑ Statement of Special Inspections completed and submitted in accordance with IBC Section 1704.3. ❑ Structural Observations required in accordance with IBC Section 1704.5. 5 1 P a g e ' CITY OF ARLINGTON 238 N. OLYMPIC AVE - ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:20100 67th Ave NE Permit#:2687 Parcel#:31051400200700 Valuation:40000.00 OWNER APPLICANT CONTRACTOR Name:Gayteway Business Park,LLC Name:Terraforma Design Group Name:USVET,LLC Address:P.O.Box 1727 Address:5027 51st Ave SW Address: 18101 Butler Road City,State Zip:Bellevue,WA 98009 City,State Zip:Seattle,WA 98136 City,State Zip:Snohomish,WA 98290 Phone: Phone:206-923-0590 Phone:425-788-1874 LIC:USVETL*894RB EXP: 12/11/2019 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR_ Name: Name: Address: Address: City,State,Zip: City,State,"Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Mlsc CODE YEAR: 2015 STORIES: 1 CONST.TYPE: Retaining Wall DWELLING UNITS: OCC GROUP: BUILDINGS: OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBCI l0/IRC110. SALES TAX NOTICEx Sales tax relating to construct. d nst 'on materials in the City of Arlington must be repot d on your sales tax return form an City a- ,w 01 ignature Print Name ate eleased By Date CONDITIONS Adhere to approved plans and special inspections. Email Special inspection to ced@arlingtonwa.gov THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMT FEES Date Description Fee Amount 09/09/2019 Building Permit Fee $799.06 09/09/2019 Building Plan Review Fee $519.39 09/09/2019 Processing/Technology Fee $25.00 09/09/2019 State Surcharge-Commercial $25.00 Total Due: $1,368.45 Total Payment: $1,368.45 Balance Due: $0.00 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon NOTES LAM blocks should be founded upon a subbase that � has been compacted to a firm and unyielding condition as determined by the geotechnical engineer or their representative. c� 2.All blocks should be placed level and true and all a soil should be removed from the top of the blocks as prior to placing the next row. 7 3.131ocks should be staggered so that the block 3F � above covers the ends of the two blocks below. 4-Fill behind the wall should be structural fill consisting of clean, granular soil free of deleterious ULTRA material approved by SGP and compacted to at least _ ' 95 percent of its maximum dry density as BLOCK determined by ASTM D:1557. =' s x 2 ' 5.A minimum 12-inch wide drainage layer of 1- to 2-inch washed rain rock behind the wall. = 7 . 5 FT 6.A 6-inch diameter perforated PVC drain pipe at the base of the wall. FREE RA ININ . 7RA14TI, 7.A backslope no greater than 3H:1V behind the top of the wall. 8.T a walls require periodic observation of tt HIND S'1JE VA",.h: construction by SGP and density testing of all structural fill by a firm qualified in nuclear 1 .ci F,r MIN densometer testing of soils (ASTM D6938). 4-I?;CH DIAMETER PVC 0 . 5 =T- MIN DRAIN RIPE SLOPE: TO DRAIN COMPACTED SUBGF.ADE , ;,• CRUSHED ROCK LE VE LIVC, •,, ,,• PAD GAYTEWAY BUSINESS PARK BUILDING 'B' - NORTH RETAINING WALL d H3m£ a'. 31_� . - E='L : CI_3:"CS: C'T=DES : c' Gayteway Business Park Figure 1 J-0045 JNS eosc ienorr_t G�;�s��.ies7+�e FLLC 13012 6 5 th Aire .S E 1__at . �'-�_� . Cis-= ke�.-. - - Snohomish , WA III 1-r-r, li ] ouk Wci i I RMP 982396 LUCIA ENGINEERING, INC. Sondergaard Geoscience, PLLC 13012 651b Avenue SE July 10, 2019 Snohomish,Washington 98296 Attention: Jon Sondergaard Reference: Gateway Business Park UltraBlock Wall Design Jon, Attached are the revised calculations for the gravity type UltraBlock Wall. Please call me if you have any questions. t x% %1 4 y N1a: 1 July 10, 2019 Joseph M. Lucia, PE Received JUL 2 3 2019 E3::m?*Rood,',Dika..5Wfi +' ^.a1:£,£;,Cal iecmt is 94402 Page 11 1 UltraWall Project: Gateway Business Park Location: Site Location CID Designer: JML Date: 6/24/2019 1X Section: Section 1 Design Method NCMA_09_3rd_Ed, Ignore Vert. Force Design Unit: UltraBlock 1X i Seismic Acc: 0.200 1X SOIL PARAMETERS T coh y Retained Soil: 36 deg 0 psf 120 pcf i 2 44 i Foundation Soil: 36 deg 0 psf 120 pcf Leveling Pad: Crushed Stone Fnd Friction Factor: 0.70 GEOMETRY Design Height: 7.50 ft Live Load: 0 psf Wall Batter/Tilt: 0.00/6.00 deg Live Load Offset: 5.00 ft Embedment: 1.00 ft Live Load Width: 20 ft Leveling Pad Depth: 0.50 ft Dead Load: 0 psf Slope Angle: 18.0 deg Dead Load Offset: 0.0 ft Slope Length: 20.0 ft Dead Load Width: 0 ft Slope Toe Offset: 0.0 ft Leveling Pad Width: 3.46 ft Vert b on Single Dpth FACTORS OF SAFETY(Static/Seismic) Sliding: 1.50/ 1.125 Overturning: 1.50/ 1.125 Bearing: 2.00/ 1.5 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.0.19158 1 �r CP 1X 1X 1X RESULTS (Static/Seismic) FoS Sliding: 2.49 (Ivlpd)/1.50 FoS Overturning: 2.30/ 1.15 Bearing: 1062.93/ 1090.56 FoS Bearing: 15.80/ 15.40 ` '"_II Name Elev. ka kae Pa Pee Pr -PSG FSsl FoS OT siesFSsl FoS Se Osi T CP 7.3-3 0.243 0.316 3 3 35 0 7320.46 1564.19 1.50 57.60 1X 4.89 0.243 0.316 120 156, 106 0 164.08 16.50 1.50 5.21 1X 2.44 0.243 0.316 411 535 176 0 49.33 4.72 1.50 2.06 1X 0.00 0.243 0.316 877 1141 246 0 2.49100.00J 2.30 1.5012.12] 1.15 Column Descriptions: ka: active earth pressure coefficient Pa: active earth pressure Paq: live surcharge earth pressure Paqd: dead surcharge earth pressure (PaC): reduction in load due to cohesion PaT: sum of all earth pressures FSsl(lvl Pad):factor of safety for sliding at each layer. (FS sliding below the leveling pad) FSot:factor of safety of overturning about the toe. %D/H: ratio of based depth to height(warning for narrow walls, <35%) Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.0.19158 2 DESIGN DATA TARGET DESIGN VALUES (Factors of Safety-Static/Seismic) Minimum Factor of Safety for the sliding along the base FSsl =1.50/1.125 Minimum Factor of Safety for overturning about the toe FSot=1.50/1.125 Minimum Factor of Safety for bearing (foundation shear failure) FSbr=2.00/1.500 MINIMUM DESIGN REQUIREMENTS Minimum embedment depth Min emb =1.00 ft INPUT DATA Geometry Wall Geometry Design Height,top of leveling pad to finished grade at top of wall H =7.50 ft Embedment, measured from top of leveling pad to finished grade emb =1.00 ft Leveling Pad Depth LP Thickness=0.50 ft Face Batter, measured from vertical i =0.00 deg Slope Geometry Slope Angle, measured from horizontal R =18.00 deg Slope toe offset, measured from back of the face unit STL offset=0.00 ft Slope Length, measured from back of wall facing SL_Length =20.00 ft NOTE: If the slope toe is offset or the slope breaks within three times the wall height, a Coulomb Trial Wedge method of analysis is used. Surcharge Loading Live Load, assumed transient loading (e.g. traffic) ILL=0.00 psf Live Load Offset, measured from back face of wall LL_offset=5.00 ft Live Load Width, assumed strip loading LL_width =20.00 ft Dead Load, assumed permanent loading (e.g. buildings) DL= 0.00 psf Dead Load Offset, measured from back face of wall DL offset=0.00 ft Dead Load Width, assumed strip loading DL_width =0.00 ft Soil Parameters Retained Zone Angle of Internal Friction cp= 36.00 deg Cohesion coh =0.00 psf Moist Unit Weight gamma=120.00 pcf Foundation Angle of Internal Friction cp= 36.00 deg Cohesion coh =0.00 psf Moist Unit Weight gamma=120.00 pcf Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.0.19158 3 NOTES ON DESIGN UNITS The wall section is designed on a'per unit width bases' (lb/ft/ft of wall or kN/m/meter of wall). In the calculations the software shows lb/ft or kN/m, neglecting the unit width factor for simplicity. The weights for the wall unit are shown as Ibs/ft3 (kN/m3). For SRW design a 1 sf unit is typically 1 ft deep, 1.5 ft wide and 8 inches tall (or 1 ft3). therefore a typical value of 120 pcf is shown. With larger units the unit weight will vary with the size of the unit. Say we have 4 ft wide unit, 1.5 ft tall and 24 inches deep with a tapered shape (sides narrow), built with 150 pcf concrete. We add up the concrete, the gravel fill and divide by the volume and the results may come out to 140 pcf, as shown in the table. The units with more gravel may have lower effective unit weights based on the calculations. Hollow Units Hollow units with gravel fill are treated differently in AASHTO. If the fill can fall out as the unit is lifted, then AASHTO only allows 80% of the weight of the fill to be used for eccentricity(overturning calculations). In the properties page for the units the weight of the concrete may be as low as 75 pcf. This is the effective unit weight of the concrete only (e.g. the weight of the concrete divided by the volume of the unit). The density of the concrete maybe 150 pcf, but not the effective weight including the volume of the void spaces used for gravel fill. Rounding Errors When doing hand calculations the values may vary from the values shown in the software. The program is designed using double precision values (64 bit precision: 14 decimal places). Over several calculations the results may differ from the single calculation the user is making, probably inputting one or two already rounded values. Result Rounding As noted above the software is based on double precision values. For example, using an NCMA design method an allowable factor of safety of 1.5 the software may calculate a value of 1.49999999999999, since this is less than 1.5, it would be false (NG), even though the results shown is 1.50 (results are rounded to 2 places on the screen). In the design check we round to 2 decimal places to check against the suggested value (1.49999999999 rounds to 1.50). Given the precision of the calculation, this will provide a safe design even though the'absolute'value is less than the minimum suggested. Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.0.19158 4 RETAINING WALL UNITS STRUCTURAL PROPERTIES: N is the normal force[or factored normal load]on the base unit The default leveling pad to base unit shear is 0.8 tan(cp)[AASHTO 10.6.3.4] or may be the manufacturer supplied data. cp is assumed to be 40 degrees for a stone leveling pad. Unit Ht(in) Width(in) Depth(in) Equiv_Density(pc� Equiv_CG(in) Cap 14.75 59.00 29.50 140.00 14.75 Full 29.50 59.00 29.50 140.00 1 14.75 Double 29.50 59.00 59.00 140.00 _ 29.50 Triple 29.50 59.00 88.50 140.00 44.25 15 in Tall Unit 14.75 1 59.00 29.50 140.00 _ 14.75 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.0.19158 5 FORCE DETAILS The details below shown how the forces and moments are calculated for each force component. The values shown are not factored. All loads are based on a unit width (ppf/kNpm). Layer Block wt X-Arm Moment Soil wt X-Arm Moment 1 1 423.04 2.00 846.10 0.10 3.23 0.33 2 846.08 1.74 1474.79 0.10 2.98 0.31 3 846.08 1.49 1257.38 0.10 2.72 0.28 4 846.08 1.23 1039.97 Block Weight (Force v)=2961 ppf X-Arm = 1.67 ft Soils Block Weight(Force v)= 0 ppf X-Arm = 2.85 ft Active Earth Pressure Pa = 877 ppf Pa_h (Force H)= Pa cos(batter+ b)= 877 x cos(-6.0 + 24.0 )=834 ppf Y-Arm =2.59 ft Pa_v(Force V)= Pa sin(batter+6 )= 877 x sin(-6.0 +24.0 )=0 ppf X-Arm =2.44 ft Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.0.19158 6 CALCULATION RESULTS OVERVIEW UltraWall calculates stability assuming the wall is a rigid body. Forces and moments are calculated about the base and the front toe of the wall. The base block width is used in the calculations. The concrete units and granular fill over the blocks are used as resisting forces. EARTH PRESSURES The method of analysis uses the Coulomb Earth Pressure equation (below)to calculate active earth pressures. Wall friction is assumed to act at the back of the wall face. The component of earth pressure is assumed to act perpendicular to the boundary surface. The effective b angle is b minus the wall batter at the back face. If the slope breaks within the failure zone, a trial wedge method of analysis is used. EXTERNAL EARTH PRESSURES Effective b angle (2/3 retained phi) b =24.0 deg Coefficient of active earth pressure ka =0.243 External failure plane p = 57 deg Effective Angle from horizontal Eff.Angle =96.00 deg Coefficient of passive earth pressure: kp= (1 +sin((p))/(1 -sin((p)) kp=3.85 coi( j+i)a _ s cos(i)a•cos�5i—i) 1+ cos •—i)-cos i+R Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.0.19158 7 FORCES AND MOMENTS The program resolves all the geometry into simple geometric shapes to make checking easier. All x and y coordinates are referenced to a zero point at the front toe of the base block. UNFACTORED LOADS Name Factor y Force(V) Force(H) X-len Y-len Mo Mr Face Blocks(W1) 1.00 2961 _ - 1.67 -- 14952 Soil VVedge(W2) 1.00 0 — 2.85 — 1 LvlPad(W18) 1.00183 — — — -- Pa_h 1.00 — 834 — 2.59 2155 — Pa_v 1.00 0 — 12.441 — I — 0 Sum V/H 1.00 1 3144 834 1 Sum Mom 12155 4953 X-Len: is measured from the front of the base a j I l 1� 1 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.0.19158 8 BASE SLIDING Sliding at the base is checked at the block to leveling pad interface between the base block and the leveling pad. Sliding is also checked between the leveling pad and the foundation soils. Forces Resisting sliding = W1 +W2 2961 +0 N =2962 ppf Resisting force at pad = (N *0.7 *tan(slope)+ + intercept x L) 2962 x 0.7 x tan(40.0)+ 0.0 Rf1 =2,062 Passive resistance is calculated using kp= (1 +sin(36))/(1 -sin(36)) kp= 3.85 Force at top of resisting trapezoid, d1 = 1.00 Fp1 =462.22 Force at base of resisting trapezoid, d2 = 1.76 Fp2= 812.76 Depth of trapezoid depth = 0.76 Pp = (Fp1 + Fp2)/2*depth 483.46 Friction angle = minimum of the leveling pad or Fnd cp =36.00 deg N1 includes N + leveling pad (LP) Where: LP= Ivl pad thickness * 135pcf* (L+ Ivl pad thickness/2) L is the base block width 2962 + 183 N1 =3144 ppf Resisting force at fnd = (N1 tan(phi)+ c L) + Pp Resisting force at fnd = (N1 tan(phi)+ c L) + Pp 3144 x tan(36)+0 x 3.0 +483 Rf2 =2768 Driving force is the horizontal component of Pah 834 Df=834 FSsl = Rf/Df FSsl =2.49/ 100.00 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.0.19158 9 OVERTURNING ABOUT THE TOE Overturning at the base is checked by assuming rotation about the front toe by the block mass and the soil retained on the blocks. Allowable overturning can be defined by eccentricity(e/L). For concrete leveling pads eccentricity is checked at the base of the pad. Moments resisting eccentricity= M1 + M2 + MLvIPad 4952 + 1 Mr=4953 ft-Ibs Moments causing eccentricity= MPah + MPq 2155 Mo=2155 ft-Ibs e = (Mr-Mo)/N1 e= (4953-2155)/3144 a =0.00 e/L= 0.00 FSot= Mr/Mo FSot=4953/2155 FSot=2.30 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.0.19158 10 ECCENTRICITY AND BEARING Eccentricity is the calculation of the distance of the resultant away from the centroid of mass. In wall design the eccentricity is used to calculate an effective footing width. Calculation of Eccentricity SumV= (W1 +W2 + Pa_v) e = (SumMr+ SumMo)/(SumV) Mr=-2493.45 Mo= 2155.50 e= (-338/2961.68) a=0.000 ft Calculation of Bearing Pressures Qult= c* Nc+ q * Nq + 0.5*y*(B')* Ng where: Nc=50.59 Nq =37.75 Ng =56.31 c=0.00 psf q = 180.00 psf B'= B-2e+ Ivlpad = 2.96ft Gamma=120 pcf Calculate Ultimate Bearing, Qult Qult=16791 psf Bearing Pressure = (SumVert/B')+ (LP width *gamma) sigma=1062.93 psf Calculated Factors of Safety for Bearing Qult/sigma =15.80 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.0.19158 11 SEISMIC CALCULATIONS The loads considered under seismic loading are primarily inertial loadings. The wave passes the structure putting the mass into motion and then the mass will try to continue in the direction of the initial wave. In the calculations you see the one dynamic earth pressure from the wedge of the soil behind the reinforced mass, and then all the other forces come from inertia calculations of the face put into motion and then trying to be held in place. Design Ground Acceleration A=0.200 Horizontal Acceleration [kh =A/2] kh =0.083 Vertical Acceleration kv=0.000 INERTIA FORCES OF THE STRUCTURE Face (Pif)= (W1)*kh(ext)= 2961.27*0.083 Pif=246.46 ppf SEISMIC THRUST Kae Kae=0.316 D_Kae= Kae- Ka = (0.316-0.000) D Kae =0.073 Pae=0.5*gamma*(H)A2*D_Kae Pae=264.52 ppf Pae_h = Pae*cos(S) Pae_h=251.57 ppf Pae_v= Pae*sin(b) Pae_v=81.74 ppf TABLE OF RESULTS FOR SEISMIC REACTIONS Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.0.19158 12 SEISMIC SLIDING The target factor of safety for seismic is 75% of the static value. Live loads are ignored in the analyses based on the basic premise that the probability of the maximum acceleration occuring at the exact same instant as the maximum live load is small. Details are only shown for sliding at the base of blocks, a check is made at the foundation level with the answer only shown. The vertical resisting forces is W1 +W1 + Pav+ Paev SumVs= 3043 Resisting force= SumVs*tan(phi)+ intercept x L FRe=2258 ppf Driving force= Pa_h + Pae_h + Pif =834+252+246 FDr=1332 ppf FOS = FRe/FDr[leveling pad /foundation] FoS =1.50/2.12 SEISMIC OVERTURNING Overturning is rotation about the front toe of the wall. Eccentricity is also a check on overturning Resisting Moment= M1 + M2 + MPav+ MPaev SumMrS=5153 ft ppf Driving Moment= MPav+ MPaeh +MPif SumMoS = 4473.41 ft ppf Factor of Safety= SumMrS/SumMoS FoS= 1.15 SEISMIC BEARING Bearing is the ability of the foundation to support the mass of the structure. Quit= c*Nc+ q*Nq + 0.5*gamma*(B')*Ng where: Nc= 50.59 Nq = 37.75 Ng = 56.31 c=0.00 psf q = 180.00 psf Calculate Ultimate Bearing, Quit(seismic) Quit= 16790.59 psf eccentricity(e) a=0.605 Equivalent Footing Width, B'= L-2e+ Ivl pad B' =2 ft Bearing Pressure = sumVs/B' sigma=1091 psf Factor of Safety for Bearing = Qult/Bearing FoS =15 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.0.19158 13 CITY OF ARLINGTON INSPECTION CARD No building construction shall be commenced until permit holder INSPECTION RECORD SHALL or his agent has posted this Inspection Record Card in a REMAIN AT JOB SITE conspicuous place on the premises. OWNER: GAYTEWAY BUSINESS PARK CONTRACTOR: USVET JOB ADDRESS: 20100 67TH AVENUE NE LOT NUMBER B TYPE GROUP NATURE of WORK: NEW COMMERCIAL BUILDING USE of BUILDING: RETAINING WALL PERMIT No: BLD#2687 DATE ISSUED: 9/10/2019 INSPECTOR MUST SIGN ALL SPACES PERTAINING TO THIS JOB DEPARTMENT INSPECTION DATE(S) PASS FAIL INITIALS FOOTING BUILDING FOUNDATION (360)403-3417 UNDERFLOOR SHEARWALL PLUMBING(groundwork) ROUGH PLUMBING GAS PIPING ROUGH HEATING&VENTILATION FRAMING INSULATION WALLBOARD(SHEAR/RATED WALLS) CEILING GRID STRUCTURALSLAB CROSS CONNECTION CONTROL IN PREMISE (360)403-3417 GRADING TEMPORARY TECSP ASBUILTS APPROVED MAINTENANCE BOND STORM DRAINAGE SYSTEM PAVING,SIGNAGE&MARKINGS LANDSCAPING CONDITIONS ONSITE UTILITIES WATER ONSITE UTILITIES SEWER Sewer OFFSITE UTILITIES WATER (360)403-3508 OFFSITE UTILITIES SEWER SEWER PRETREATMENT Water CROSS CONNECTION CONTROL PREMISE (360)403-3526 SIDE SEWER/CLEANOUT/FINAL WATER SERVICE INSTALLATION WATER SERVICE FINAL UNDERGROUND HYDRO/FLUSH/COVER (360)403-3417 ABOVEGROUND HYDRO/COVER FDC FLUSH FIRE ALARM /AUTOMATIC SPRINKLER FINAL HOOD SUPPRESSION SYSTEM FINAL FIRE WALK-THROUGH (360)403-3417 FINAL INSPECTION ALL SIGNATURE BLOCKS MUST BE COMPLETE SONDERGAARD GEOSCIENCE, PLLC 13012 65Tn Avenue SE Snohomish,Washington 98296 FIELD REPORT Page 1 of 1 13012 651h Ave SE Date Project Name Project No. Snohomish,Washington,98296 12/11/19 Gayteway Business Park Building B J-0045 Phone: 425-375-4727 Location Municipality j Weather Jon.sondergaard@comcast.net comcast.net 4727 12`h Avenue NE Arlington Cloudy Permit No. DPD No. Report No. 10 Engineer/Architect To: GS Venture Partners Daniel B.Taylor - - PO Box 1712 Client/Owner Bellevue, WA 98009-1727 GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent t AS REQUESTED BY: Chris Gayte 1 Grading Contractor/Superintendent Chris Nicholls THE FOLLOWING WAS NOTED: Block Wall At the time of our visit, the contractor had completed placement of the gravel base for the wall to the point where the wall steps up on the west side and had placed the first two rows of concrete blocks along the eastern 2/3 of the wall length. Clean 2-inch diameter crushed rock was placed behind the blocks to provide drainage, as recommended. The wall is located north of Building B. Approximately 2 feet of unsuitable fill soil was removed from beneath the west 20 feet of the wall (where the wall steps up) and replaced with compacted structural fill consisting of recycled concrete compacted to a firm and unyielding condition. The structural fill was placed to bring the subgrade beneath the wall back to the design grade elevation. Native recessional outwash comprised the base of the wall excavation below the structural fill. Construction of the wall is proceeding as per the recommended design provided by SGP. r yL. Copies To: Chris Gayte;Chris Nicholls,Daniel Taylor Field Rep: Jon Sondergaard,L.P. ---- ---- --- -- eked Geo\ Date Mailed: 12/13/19 Principal/PM: ,lo N Sondergaard 1 LUCIA ENGINEERING, INC. Sondergaard Geoscience, PLLC 13012 65th Avenue SE July 10, 2019 Snohomish, Washington 98296 Attention: Jon Sondergaard Reference: Gateway Business Park U1traBlock Wall Design Jon, Attached are the revised calculations for the gravity type U1traBlock Wall. Please call me if you have any questions. � e � h '0 23314 9 ISTER� SS/OVALG July 10, 2019 Joseph M. Lucia, PE 7307 12th Avenue NE,Seattle,Washington 98115 155 Bovet Road,Suite 550,San Mateo,California 94402 Page 1 1 UltraWall Project: Gateway Business Park rx Location: Site Location Designer: JML Date: 6/24/2019 Section: Section 1 Design Method: NCMA093rdEd, Ignore Vert. Force Design Unit: UltraBlockSeismic Acc: 0.200 SOIL PARAMETERS T coh y Retained Soil: 36 deg 0 psf 120 pcf I, J Foundation Soil: 36 deg 0 psf 120 pcf Leveling Pad: Crushed Stone Fnd Friction Factor: 0.70 GEOMETRY Design Height: 7.50 ft Live Load: 0 psf Wall Batter/Tilt: 0.00/6.00 deg Live Load Offset: 5.00 ft Embedment: 1.00 ft Live Load Width: 20 ft Leveling Pad Depth: 0.50 ft Dead Load: 0 psf Slope Angle: 18.0 deg Dead Load Offset: 0.0 ft Slope Length: 20.0 ft Dead Load Width: 0 ft Slope Toe Offset: 0.0 ft Leveling Pad Width: 3.46 ft Vert b on Single Dpth FACTORS OF SAFETY (Static/Seismic) Sliding: 1.50/ 1.125 Overturning: 1.50/ 1.125 Bearing: 2.00/ 1.5 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.0.19158 1 CP 1X 1X 1X RESULTS (Static/Seismic) FoS Sliding: 2.49 (Ivlpd)/ 1.50 FoS Overturning: 2.30/ 1.15 Bearing: 1062.93/ 1090.56 FoS Bearing: 15.80/ 15.40 .•� Name Elev. =ka kae Pa Pae Pir -PaC FSsl FoS OT siesFSsl FoS SeisOT CP 7.33 1 0.243 0.316 3 3 35 0 7320.46 1564.19 1.50 57.60 1X 1 4.89 0.243 0.316 120 156 106 0 164.08 16.50 1.50 5.21 1X 2.44 0.243 0.316 411 535 176 0 49.33 4.72 1.50 2.06 1X 0.00 0.243 0.316 877 1141 246 0 2.49(100.00] 2.30 1.50[2.12] 1.15 Column Descriptions: ka: active earth pressure coefficient Pa: active earth pressure Paq: live surcharge earth pressure Paqd: dead surcharge earth pressure (PaC): reduction in load due to cohesion PaT: sum of all earth pressures FSsl(lvl Pad): factor of safety for sliding at each layer. (FS sliding below the leveling pad) FSot: factor of safety of overturning about the toe. %D/H: ratio of based depth to height(warning for narrow walls, < 35%) Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.0.19158 2 DESIGN DATA TARGET DESIGN VALUES (Factors of Safety- Static/Seismic) Minimum Factor of Safety for the sliding along the base FSsl =1.50/1.125 Minimum Factor of Safety for overturning about the toe FSot =1.50/1.125 Minimum Factor of Safety for bearing (foundation shear failure) FSbr=2.00/1.500 MINIMUM DESIGN REQUIREMENTS Minimum embedment depth Min_emb =1.00 ft INPUT DATA Geometry Wall Geometry Design Height, top of leveling pad to finished grade at top of wall H =7.50 ft Embedment, measured from top of leveling pad to finished grade emb =1.00 ft Leveling Pad Depth LP Thickness =0.50 ft Face Batter, measured from vertical i =0.00 deg Slope Geometry Slope Angle, measured from horizontal R =18.00 deg Slope toe offset, measured from back of the face unit STL_offset=0.00 ft Slope Length, measured from back of wall facing SL_Length =20.00 ft NOTE: If the slope toe is offset or the slope breaks within three times the wall height, a Coulomb Trial Wedge method of analysis is used. Surcharge Loading Live Load, assumed transient loading (e.g. traffic) LL= 0.00 psf Live Load Offset, measured from back face of wall ILL offset =5.00 ft Live Load Width, assumed strip loading LL_width = 20.00 ft Dead Load, assumed permanent loading (e.g. buildings) DL= 0.00 psf Dead Load Offset, measured from back face of wall DL_offset=0.00 ft Dead Load Width, assumed strip loading DL_width = 0.00 ft Soil Parameters Retained Zone Angle of Internal Friction cp = 36.00 deg Cohesion coh =0.00 psf Moist Unit Weight gamma=120.00 pcf Foundation Angle of Internal Friction cp = 36.00 deg Cohesion coh =0.00 psf Moist Unit Weight gamma=120.00 pcf Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.0.19158 3 NOTES ON DESIGN UNITS The wall section is designed on a 'per unit width bases' (lb/ft/ft of wall or kN/m/meter of wall). In the calculations the software shows lb/ft or kN/m, neglecting the unit width factor for simplicity. The weights for the wall unit are shown as Ibs/ft3 (kN / m3). For SRW design a 1 sf unit is typically 1 ft deep, 1.5 ft wide and 8 inches tall (or 1 ft3). therefore a typical value of 120 pcf is shown. With larger units the unit weight will vary with the size of the unit. Say we have 4 ft wide unit, 1.5 ft tall and 24 inches deep with a tapered shape (sides narrow), built with 150 pcf concrete. We add up the concrete, the gravel fill and divide by the volume and the results may come out to 140 pcf, as shown in the table. The units with more gravel may have lower effective unit weights based on the calculations. Hollow Units Hollow units with gravel fill are treated differently in AASHTO. If the fill can fall out as the unit is lifted, then AASHTO only allows 80% of the weight of the fill to be used for eccentricity (overturning calculations). In the properties page for the units the weight of the concrete may be as low as 75 pcf. This is the effective unit weight of the concrete only (e.g. the weight of the concrete divided by the volume of the unit). The density of the concrete maybe 150 pcf, but not the effective weight including the volume of the void spaces used for gravel fill. Rounding Errors When doing hand calculations the values may vary from the values shown in the software. The program is designed using double precision values (64 bit precision: 14 decimal places). Over several calculations the results may differ from the single calculation the user is making, probably inputting one or two already rounded values. Result Rounding As noted above the software is based on double precision values. For example, using an NCMA design method an allowable factor of safety of 1.5 the software may calculate a value of 1.49999999999999, since this is less than 1.5, it would be false (NG), even though the results shown is 1.50 (results are rounded to 2 places on the screen). In the design check we round to 2 decimal places to check against the suggested value (1.49999999999 rounds to 1.50). Given the precision of the calculation, this will provide a safe design even though the 'absolute'value is less than the minimum suggested. Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.0.19158 4 RETAINING WALL UNITS STRUCTURAL PROPERTIES: N is the normal force [or factored normal load] on the base unit The default leveling pad to base unit shear is 0.8 tan((p) [AASHTO 10.6.3.4] or may be the manufacturer supplied data. cp is assumed to be 40 degrees for a stone leveling pad. Unit Ht(in) Width(in) Depth(in) Equiv_Density(pc� Equiv_CG(in) Cap 14.75 59.00 29.50 140.00 14.75 Full 29.50 59.00 29.50 140.00 14.75 Double 29.50 59.00 59.00 140.00 29.50 Triple 29.50 59.00 88.50 140.00 44.25 15 in Tall Unit 14.75 59.00 29.50 140.00 14.75 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.0.19158 5 FORCE DETAILS The details below shown how the forces and moments are calculated for each force component. The values shown are not factored. All loads are based on a unit width (ppf/ kNpm). Layer Block Wt X-Arm Moment Soil Wt X-Arm Moment 1 423.04 2.00 846.10 1 0.10 3.23 0.33 2 _ 846.08 1.74 1474.79 0.10 2.98 0.31 3 846.08 1.49 1257.38 0.10 2.72 0.28 4 846.08 1.23 1039.97 Block Weight(Force v) = 2961 ppf X-Arm = 1.67 ft Soils Block Weight (Force v) = 0 ppf X-Arm = 2.85 ft Active Earth Pressure Pa = 877 ppf Pa_h (Force H) = Pa cos(batter+ b) = 877 x cos( -6.0 + 24.0 ) = 834 ppf Y-Arm = 2.59 ft Pa_v (Force V) = Pa sin(batter+ b ) = 877 x sin( -6.0 + 24.0 ) = 0 ppf X-Arm = 2.44 ft Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.0.19158 6 CALCULATION RESULTS OVERVIEW UltraWall calculates stability assuming the wall is a rigid body. Forces and moments are calculated about the base and the front toe of the wall. The base block width is used in the calculations. The concrete units and granular fill over the blocks are used as resisting forces. EARTH PRESSURES The method of analysis uses the Coulomb Earth Pressure equation (below)to calculate active earth pressures. Wall friction is assumed to act at the back of the wall face. The component of earth pressure is assumed to act perpendicular to the boundary surface. The effective b angle is b minus the wall batter at the back face. If the slope breaks within the failure zone, a trial wedge method of analysis is used. EXTERNAL EARTH PRESSURES Effective b angle (2/3 retained phi) b =24.0 deg Coefficient of active earth pressure ka =0.243 External failure plane p = 57 deg Effective Angle from horizontal Eff.Angle =96.00 deg Coefficient of passive earth pressure: kp = (1 + sin((p))/(1 - sin(g)) kp =3.85 Ka:- r a 04i)'•cos(ai 1)I 1 + SCos(SL—i)Cos(i+ P) Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.0.19158 7 FORCES AND MOMENTS The program resolves all the geometry into simple geometric shapes to make checking easier. All x and y coordinates are referenced to a zero point at the front toe of the base block. UNFACTORED LOADS Name Factor y Force(V) Force(H) X-len Y-len Mo Mr Face Blocks(W1) 1.00 2961 - 1.67 - -- 4952 Soil Wedge(W2) 1.00 0 - 2.85 - -- 1 LvlPad(W18) 1.00 183 - -- - - -- Pa_h 1.00 -- 834 -- 2.59 2155 -- Pa_v 1.00 0 -- 2.44 -- -- 1 0 Sum V/H 1.00 3144 834 1 Sum Mom 1215514953 X-Len: is measured from the front of the base a 1 , H Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.0.19158 8 BASE SLIDING Sliding at the base is checked at the block to leveling pad interface between the base block and the leveling pad. Sliding is also checked between the leveling pad and the foundation soils. Forces Resisting sliding = W1 +W2 2961 + 0 N =2962 ppf Resisting force at pad = (N * 0.7 *tan(slope) + + intercept x L) 2962 x 0.7 x tan(40.0) + 0.0 Rf1 =2,062 Passive resistance is calculated using kp = (1 + sin(36))/(1 -sin(36)) kp = 3.85 Force at top of resisting trapezoid, d1 = 1.00 Fp1 = 462.22 Force at base of resisting trapezoid, d2 = 1.76 Fp2 = 812.76 Depth of trapezoid depth = 0.76 Pp = (Fp1 + Fp2)/2 *depth 483.46 Friction angle = minimum of the leveling pad or Fnd cp =36.00 deg N1 includes N + leveling pad (LP) Where: LP = Ivl pad thickness* 135pcf* (L+ Ivl pad thickness/2) L is the base block width 2962 + 183 N1 = 3144 ppf Resisting force at fnd = (N1 tan(phi) + c L) + Pp Resisting force at fnd = (N1 tan(phi) + c L) + Pp 3144 x tan(36) + 0 x 3.0 +483 Rf2 = 2768 Driving force is the horizontal component of Pah 834 Df=834 FSsl = Rf/ Df FSsl =2.49/ 100.00 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.0.19158 9 OVERTURNING ABOUT THE TOE Overturning at the base is checked by assuming rotation about the front toe by the block mass and the soil retained on the blocks. Allowable overturning can be defined by eccentricity (e/L). For concrete leveling pads eccentricity is checked at the base of the pad. Moments resisting eccentricity= M1 + M2 + MLvIPad 4952 + 1 Mr=4953 ft-Ibs Moments causing eccentricity= MPah + MPq 2155 Mo =2155 ft-Ibs e = (Mr- Mo)/ N1 e = (4953-2155)/3144 e =0.00 e/L= 0.00 FSot= Mr/Mo FSot=4953/2155 FSot=2.30 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.0.19158 10 ECCENTRICITY AND BEARING Eccentricity is the calculation of the distance of the resultant away from the centroid of mass. In wall design the eccentricity is used to calculate an effective footing width. Calculation of Eccentricity SumV= (W1 +W2 + Pa_v) e = (SumMr+ SumMo)/(SumV) Mr= -2493.45 Mo = 2155.50 e = (-338/2961.68) e =0.000 ft Calculation of Bearing Pressures Qult= c* Nc + q * Nq + 0.5 *y* (B') * Ng where: Nc =50.59 Nq =37.75 Ng =56.31 c=0.00 psf q = 180.00 psf B' = B -2e + Ivlpad = 2.96ft Gamma =120 pcf Calculate Ultimate Bearing, Qult Qult=16791 psf Bearing Pressure = (SumVert/ B') + (LP width *gamma) sigma =1062.93 psf Calculated Factors of Safety for Bearing Qult/sigma =15.80 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.0.19158 11 SEISMIC CALCULATIONS The loads considered under seismic loading are primarily inertial loadings. The wave passes the structure putting the mass into motion and then the mass will try to continue in the direction of the initial wave. In the calculations you see the one dynamic earth pressure from the wedge of the soil behind the reinforced mass, and then all the other forces come from inertia calculations of the face put into motion and then trying to be held in place. Design Ground Acceleration A=0.200 Horizontal Acceleration [kh =A/2] kh =0.083 Vertical Acceleration kv =0.000 INERTIA FORCES OF THE STRUCTURE Face (Pif) = (W1)*kh(ext) = 2961.27*0.083 Pif=246.46 ppf SEISMIC THRUST Kae Kae =0.316 D_Kae = Kae- Ka = (0.316 - 0.000) D_Kae =0.073 Pae = 0.5*gamma*(H)12*D_Kae Pae =264.52 ppf Pae_h = Pae*cos(b) Pae_h =251.57 ppf Pae_v= Pae*sin(b) Pae_v=81.74 ppf TABLE OF RESULTS FOR SEISMIC REACTIONS Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.0.19158 12 SEISMIC SLIDING The target factor of safety for seismic is 75% of the static value. Live loads are ignored in the analyses based on the basic premise that the probability of the maximum acceleration occuring at the exact same instant as the maximum live load is small. Details are only shown for sliding at the base of blocks, a check is made at the foundation level with the answer only shown. The vertical resisting forces is W1 +W1 + Pav + Paev SumVs = 3043 Resisting force = SumVs*tan(phi) + intercept x L FRe =2258 ppf Driving force = Pa_h + Pae_h + Pif =834 +252 +246 FDr=1332 ppf FOS = FRe/FDr[leveling pad /foundation] FoS =1.50/2.12 SEISMIC OVERTURNING Overturning is rotation about the front toe of the wall. Eccentricity is also a check on overturning Resisting Moment= M1 + M2 + MPav + MPaev SumMrS =5153 ft ppf Driving Moment= MPav+ MPaeh +MPif SumMoS = 4473.41 ft ppf Factor of Safety= SumMrS/SumMoS FoS = 1.15 SEISMIC BEARING Bearing is the ability of the foundation to support the mass of the structure. Qult= c*Nc + q*Nq + 0.5*gamma*(B')*Ng where: Nc= 50.59 Nq = 37.75 Ng = 56.31 c= 0.00 psf q = 180.00 psf Calculate Ultimate Bearing, Qult(seismic) Qult= 16790.59 psf eccentricity(e) e =0.605 Equivalent Footing Width, B' = L-2e + Ivl pad B' =2 ft Bearing Pressure = sumVs/B' sigma =1091 psf Factor of Safety for Bearing = Qult/Bearing FoS =15 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.0.19158 13 Permit Information Date 7/26/2019 Permit Number 2687 Project Name Gayteway Retaining Wall Applicant Name Terraforma Design Group Applicant Address 5027 51st Ave SW City, State,Zip Seattle,WA 98136 Contact Pedro DeGuzman Phone 206-923-0590 Email pedro@terraformadesigngroup.com Permit Type Misc Site Address 20015 67th Ave NE Valuation 40000.00 Status Applied Permit Issued Permit Expires Square Feet 0 Type of Construction/Occupancy Load Retaining Wall Number of Stories 0 Proposed Use New retaining wall along north property line MIC/Opportunity Zone Assigned To Raelynn Jones Property Parcel Address Legal Owner Owner Phone Zoning 31051400200700 120015 67TH AVE NE I IGayteway Business Park, LLC 1399 Other Miscellaneous Manufacturing NEC Contractors Contractor Name Primary Contact Phone Email Contractor Type License License# USVET, LLC hris Nicholls 25-788-1874 hrisdnicholls@gmail.com ICONTRACTOR Labor&Industries USVETL*894RB Review Date Type Description Target Date Completed Date Assigned To Status /26/2019 Misc /9/2019 Building In Review /26/2019 Misc /9/2019 Josh Grandlienard In Review /26/2019 Misc /9/2019 Nova Heaton lin Review Fees Fee Description Notes Amount Building Permit Fee 322.10.00.00 $799.06 Building Plan Review Fee 345.83.00.00 $519.39 Processing/Technology Fee 341.43.00.02 $25.00 State Surcharge-Commercial 386.00.01.00 $25.00 Total $1,368.45 Uploaded Files Upload File Date File Uploaded B 7/26/2019 11:22:13 AM 2687 Structural Calcs.pdf Jones, Raelynn 7/26/2019 11:22:13 AM 2687 Site Plan.pdf Jones, Raelynn 7/26/2019 11:22:13 AM 2687 Building Plans.pdf Jones, Raelynn 7/26/2019 11:22:13 AM 2687 Appli cation.pdf Jones, Raelynn 7/26/2019 11:12:51 AM 2687 Application.pdf Jones, Raelynn Permit#: 2687 Permit Date: 07/26/19 Permit Type: ACCESSORY STRUCTURE Project Name: Gayteway Business Park- Retaining Wall Applicant Name: Terraforma Design Group Applicant Address: 5027 51 st Ave SW Applicant, City, State, Zip: Seattle,WA 98136 Contact: Pedro DeGuzman Phone: 206-923-0590 Email: pedro@terraformadesigngroup.com Scope of Work: New retaining wall along north property line Valuation: 40000.00 Square Feet: 0 Number of Stories: 0 Construction Type: Occupancy Group: ID Code: Permit Issued: 09/10/2019 Permit Expires: Form Permit Type: Status: COMPLETE Assigned To: Raelynn Jones Property Parcel# Address Legal Description Owner Name Owner Phone Zoning 399 Other 31051400200700 20101 67TH AVE NE Park,,LLC way Business Miscellaneous P Manufacturing NEC Contractors Contractor Primary Contact Phone Address Contractor Type License License# SIERRA 425-487-5200 14800 NE North CONSTRUCTION COA 600 634 891 CONSTRUCTION CO Woodinville Way CONTRACTOR USVET,LLC Chris Nicholls 425-788-1874 18101 Butler Road CONSTRUCTION Labor&USVETL*894RB CONTRACTOR Industries SIERRA 425-487-5200 14800 NE North CONSTRUCTION Labor& SIERRCC145N8 CONSTRUCTION CO Woodinville Way CONTRACTOR Industries Plan Reviews Date Review Type Description Assigned To Review Status 07/26/2019 Misc BUILDING 07/26/2019 Misc Josh Grandlienard 07/26/2019 Misc Nova Heaton Fees Fee Description Notes Amount Building Permit Table 4-1 $799.06 Building Plan Review Table 4-2 $519.39 Processing/Technology $25.00 State Surcharge-Commercial Commercial Only $25.00 Total $1,368.45 Attached Letters Date Letter Description 09/09/2019 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 09/06/2019 Gayteway Business Park PLC Check#7367 Kristin Foster $1,368.45 Outstanding Balance $0.00 Notes Date Note Created By: Emailed Special Inspection form to complete for retaining wall.Special inspection is required 09/03/2019 Launa Black for compaction.Needs to be completed prior to issuance.Completed Uploaded Files Date File Name 12/13/2019 5989456-Field Reportnort 1212-1919.pdf 09/10/2019 5585910-2687 Retaining Wall Permit Issued.pdf 07/26/2019 5375630-2687 Site Plan.pdf 07/26/2019 5375631-2687 Structural Calcs.pdf 07/26/2019 5375570-2687 Application.pdf 31VO NMIA38 ON wm.dm�6u6ee ouuolm/a'xxm e s • auo a £ZZ96 tlM'N010Nll 3N 3nN3Atl H1L9 9100Z 6l 9£ 1H11IW9nS DV483d - n 1 ll W 019 LZO990Z 4 �JI soa 3 6l Zl 9 S1N3WW 0;J0 aid 03SIl 9£l96 YM '133�5 MS anueny 3615 LZOS 07 ��ild SSG Aema Ae9 JolJ Q N � 39n103111108tl 3dtlOSONtlI V ONI833NION3 1N10 I-j Z • •�Nr'anouf)NJrS3a All = m o l81 JNl4l1(18v � °� b'L1I2I0,3T�2I2I3,Z — w mli� o MVd SS3Nisno �kVM31AV!D "' U � 21 flu n c 0 c m w Ki l=•O 0 a r O I- :z LU rc>1- O v W J - �1�uJ °ow 0- oEll 7 'b rn d za $ Z C I Q W W tJ lO ry" W Z LLJ Q F O_ No 7O<Z z. o w a a Z a O licn 3 zZ,mLL- s is cli w� Cl)- N m ¢ w o a In U' m N w z a m WOW C:l E V ? o o ri U m a a J m o O = C7 `m NO c z 'n 'S w V a FJ w a Z o w O I a a \ 3 n lxi a z w �i w m a 3 i4 w a w m O S z G p s �' < o z a o z �+ m a o y z a .d aQ oa o i �{,a ZO �' �I z g g .t1 ow a a x w a ¢ ¢ z c c v'� W a z ��' o w w w O > a a G cxi a '(5' a 3 3i a k" `„ a o ( a (r m F o m o U W 6 a ? a \ w q i ? i z ` v > ¢ F vl �(�r. 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W w f s 1 W o Co Q V, _ o � �� r x � et - - - - - 3Nn 101 3R0%38 t0 -� YC'l ,• N 11 r 1; = - - - r \ II I M w r« w a r 'C 3 aV � w 2r3 m o L 0 0 of ar 3NIIiMM3N li n 6m s s 5 5 a s 9 � � _ - � � � � i �� ?cD n �F 0 0 OF - l € E'' n3 � ��� � a Q Z � xo W U I ti= nl I� I z M -a � M ' I Oil 0 o ca SQ INI fJ � wdLb:4-61OZ '£Z I°P 7°°yP9d Ag Paglpow 6x,P'8`WIO-SOO940k lAAqWVPI&WA'QRM0900%-Wi SPECIAL INSPECTION AND • TESTING AGREEMENT In accordance with International Building Code Chapter 17, where application is made for construction as described in this section, the owner or the registered design professional responsible for, and acting as the owner's agent shall employ one or more Special Inspectors to provide inspections during construction. APPLICANTS NAME Sondergaard Geoscience,PLLC PHONE 42S-37S-4727 EMAIL jon.sondergaard@comcast.net PRIMARY Jon Sondergaard PHONE 42S-37S-4727. CONTACT EMAIL jon.sondergaard@comcast.net TAX I.D.NUMBER UBI:604068662: EIN 81-4817-1S7 PROJECT NAME Gayteway Gusiness Park PROJECT Commercial Building DESCRIPTION SITE ADDRESS 4727 12th Ave NE Before a permit can be issued: The owner, Architect or Engineer of record acting as the owner's agent, shall complete this agreement, including the required acknowledgements, and attach structural tests and inspections schedules.A pre-construction conference with the parties involved may be required to review the special inspection requirements and procedures. Approval of special inspectors: Special inspectors shall be approved by the City of Arlington prior to performing any duties. SPECIAL INSPECTION AND TESTING SHALL MEET THE MINIMUM REQUIREMENTS OF 201S IBC.THE FOLLOWING CONDITIONS ARE ALSO APPLICABLE. 1) Duties and Responsibilities of Special Inspector a) Observe work: The Special Inspector shall observe the work for conformance with City of Arlington approved (stamped) design drawings and specifications and applicable workmanship provisions of the IBC The Architect/ Engineer-reviewed shop drawings and/ or project drawings may be used only as an aid to inspection. 11 Page b) Report Non-Conforming Items: The Special Inspector shall bring non-conforming items to the attention of the Contractor and note all such items in the daily report.If any item is not resolved in a timely manner or is about to be incorporated in the work, the Special Inspector shall immediately notify the City of Arlington by telephone or in person,and notify the project Architect or Engineer. Inspector Ion Hansen,AESI Phone 425-786-4907 c) Furnish Daily Reports: Each Special Inspector shall complete and sign an inspection report for each day's inspections to remain at the job site with the contractor for review by the City of Arlington. d) Furnish Weekly Reports: The Special Inspector or agency shall furnish weekiv reports of tests and inspections directly to the City of Arlington, project Architect/Engineer, and others as designated.These reports must include the following: i) Description of daily inspections and test made,with applicable locations. ii) Listing of all non-conforming items. iii) Report on how non-conforming items were resolved or unresolved,as applicable. iv) Itemize all changes authorized by the Architect/Engineer of Record and City of Arlington if not included in non-conformance items. e) Furnish Final Report: The Special Inspector or inspection agency shall submit a final signed report to the City of Arlington stating that all items requiring special inspection and testing were fulfilled and reported, and to the best of his/ her knowledge, in conformance with the approved design drawings, specifications, approved change orders and the applicable workmanship provisions of the IBC. Items not in conformance, unresolved items or any discrepancies in inspection coverage (i.e., missed inspections, periodic inspections when inspection was required,etc.) shall be specifically itemized in this report. 2) Contractor Responsibilities a) Notify the Special Inspector: The Contractor is responsible for notifying the Special Inspector or agency regarding individual inspection items on the summary schedule and as noted on the City of Arlington approved plan as specified by the Architect and or Engineer of record. b) Provide Access to Approved Plans: The Contractor is responsible for providing the Special Inspector access to approved plans at the job site. c) Retain Special Inspection Records: The Contractor is also responsible for retaining at the job site all Special Inspection records submitted by the Special Inspector and providing these records for review by City of Arlington, upon request. 3) City of Arlington a) Approve Special Inspector: The City of Arlington shall approve all Special Inspectors and inspection requirements. b) Monitor Special Inspection: Work requiring special inspection and the performance of Special Inspectors shall be monitored by the City of Arlington. His/ Her approval must be obtained prior to placement of concrete or similar activities in addition to that of the Special Inspector. 2 1 P 4) Owner Responsibilities a) Funding: The project owner or the Architect or Engineer of record acting as the owner's agent shall fund the Special Inspection Services. 5) Architect or Engineer of Record Responsibilities a) Drawings: The Architect or Engineer of record shall include special inspection requirements on the design drawings and specifications. b) Schedule Inspections: Provide a summary schedule of required inspections which would outline frequency of inspections for items which may require multiple inspections which may include but are not limited to concrete and grout testing, compaction, testing of backfill and or road beds as recommended by the geo-tech engineer,and structural welding as work progresses. SPECIAL INSPECTION & STRUCTURAL OBSERVATION ITEMS REQUIRED BY CHAPTER 17 OF THE 2015 IBC Indicate items requiring special inspection, structural testing, or structural observations by checking the appropriate box. ❑STRUCTURAL STEEL (IBC 1705.2.1 &1705.12.1) ❑STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL (IBC1705.2.2) ❑CONCRETE CONSTRUCTION (IBC 1705.3) ❑MASONRY CONSTRUCTION (IBC 1705.4) ❑WOOD CONSTRUCTION (IBC 1705.5, 1705.11.1 &1705.12.2) SOILS CONSTRUCTION (IBC 1705.6) — (.,vf- ❑DRIVEN DEEP FOUNDATIONS (IBC 1705.7) ❑CAST-IN-PLACE DEEP FOUNDATIONS (IBC 1705.8) ❑HELICAL PILE FOUNDATIONS (IBC 1705.9) ❑SPRAYED FIRE-RESISTANT MATERIALS (IBC 1705.14) 3 Page ❑MASTIC AND INTUMESCENT FIRE-RESISTANT COATINGS (IBC 1705.15) ❑EXTERIOR INSULATION AND FINISH SYSTEMS (EIFS) (IBC 1705.16) ❑FIRE-RESISTANT PENETRATIONS AND JOINTS (IBC 1705.17) ➢ Only required for high-rise buildings or those assigned to Risk Category III or IV per IBC Table 1604.5. ❑SMOKE CONTROL (IBC 1705.18) ❑ARCHITECTURAL COMPONENTS (IBC 1705.12.5) ➢ Only required for buildings located within Seismic Design Category D, E, or F ❑PLUMBING, MECHANICAL&ELECTRICAL COMPONENTS (IBC 1705.12.6) ➢ Only required for buildings located within Seismic Design Category C, D, E, or F ❑SEISMICALLY ISOLATED SYSTEMS (IBC 1705.12.8) ❑SPECIAL CASES (IBC 1705.1.1) - material alternatives or unusual design applications ❑MISCELLANEOUS AREAS--These inspections may be recommended by the Architect/Engineer and are to be approved by the Building department. 4 1 P a g e Acknowledgements, I HAVE READ AND AGREE TO COMPLY WITH THE TERMS AND CONDITIONS OF THIS AGREEMENT. (Attach more sheets for signatures if necessary) Owner First name Last rfMLEL B.TAYLOR,OWNERSHIP REPRESENTATIVE Date Date 9/5/19 Si nature sign. Contractor First name Last name USVET LLC Date Date 9/5/19 Signature sign ❑Submit written statement of responsibility in accordance with IBC Section 1704.4. Special Inspector:Ass rth Sciences, Inc. Date Signature sign -3--( ❑Submit WABO--"cation f s ecial inspection agency and inspectors, (or) ❑Submit Special Inspection agency documentation for Building Official approval. Names of Special Inspectors Scope of Work. Submit copies of inspector certifications provided for each discipline. A'o W 1�7,C) r,t-t a4--r—lc I T,,C. ��� 5 Inspector name: Ion Hansen,AESI Scope of Work: Soil Denisty Testing Inspector name First name First name ScopeofWork Work Inspector name First name First name Scope of Work Work Inspector name First name First name Scope ofWork Work Inspector name First name First name Scope of work Work Inspector name First name First name Scope of Work Work Architect En ineer of Record Robert M.Pride,P.E. Date 9/3/16 Signature Structural Observer First name Last name Date Date Signature sign. ❑Statement of Special Inspections completed and submitted in accordance with IBC Section 1704.3. ❑ Structural Observations required in accordance with IBC Section 1704.5. 5 1 P a g e a s s o c i a t e d earth sciences i n c o r p o r a t e d JON D. HANSEN, CESCL Senior Staff Geologist EDUCATION B.S., Geology: Western Washington University REGISTRATION/CERTIFICATION Certified Erosion and Sediment Control Lead PROFESSIONAL ASSOCIATIONS Geological Society of America PROFESSIONAL SUMMARY Mr. Hansen has completed geotechnical reconnaissance and siting studies, performed geotechnical site investigations, prepared geotechnical design reports, and observed geotechnical aspects of construction for a variety of educational, residential, commercial, and municipal projects. Mr. Hansen has extensive experience in geotechnical construction monitoring and has been responsible for oversight of the successful installation of hundreds of miles of utilities, roadways, and retaining wall structures. Mr. Hansen has a comprehensive knowledge of local Whatcom and Skagit County geology derived from his course work at Western Washington University and numerous subsurface exploration evaluations throughout the region. Mr. Hansen has been instrumental in helping develop the company's new hire training program and continues to provide support for new employees through educational site visits. RELEVANT EXPERIENCE Squalicum High School Sports Field Improvements I Bellingham, WA Client— Bellingham Public Schools Lowell Elementary School Addition I Bellingham, WA Client— Bellingham Public Schools Technical Consultation:Turner and Gilligan Creek I Skagit County, WA Client—Skagit County PUD Bellingham High School Sports Field Improvements I Bellingham, WA Client — Bellingham Public Schools Skagit Highlands Spine Road I Mount Vernon, WA Client —Quadrant Corporation Mount Vernon Walmart Construction Monitoring I Mount Vernon, WA Client—Walmart Upper Skagit Potential Wastewater Evaluation I Skagit County, WA Client — Upper Skagit Indian Tribe WWU New Academic Instruction Center I Bellingham, WA Client —Western Washington University ..