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HomeMy WebLinkAbout3200 Wright Courti CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: °M-�" i 5 "r--1 .E, F Z Job Address:C-�i- Permit Number: C E� ❑ No one available for inspection: Time \A Re -Inspection required: Yes {.No When corrections have been made, call for re -inspection at 303 -234 - Date: / Inspect 5�r 1 DO NOT REMOVE THIS NOTICE City of Wheat Ridge 10, IAW Commercial Miscellan PERMIT - 201700378 PERMIT NO: 201700378 ISSUED: 04/11/2017 JOB ADDRESS: 3200 Wright CT EXPIRES: 04/11/2018 JOB DESCRIPTION: Construct new retaining wall. Will be made up of 9 walls with a combined 9,418 sf. *** CONTACTS *** OWNER (303)300-5335 REGENCY CENTERS GC (303)772-5051 Jeff Nading 160247 Golden Triangle Construction *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 7 / Open Space/Common Area BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 182,569.00 FEES Total Valuation 0.00 Plan Review Fee 1,083.81 Use Tax 3,286.24 Permit Fee 1,667.40 Engin. Review Fee ** TOTAL ** 150.00 6,187.45 (�7,�/ �d ^ L-'' *** COMMENTS *** *** CONDITIONS *** Approved per plans and red -line notes on plans. Must comply with 2012 IBC, 2014 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. I, by my signature, do hereby attest that the work to be performed shall comply with all accompanyingg approved plans and specifications= applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with thispermrt. I further att that I am legally authorized to include a]I entities named within this document as parties to the work to be performed acid tha�t�al o to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. 4 /ill 7c (— Signature of -Olk R or CONTRACTOR (Circle one) Date 1. This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the originalpermit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of an manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, an violation of any provision of any applicable code or dinance or regulation of this jurisdiction. Approval of work is subject to field inspection. -, -A r I Signature of'Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. Inspection time requests will be accepted by email only. Please email requests to insptimerequest@ci.wheatridge.co.us between 7:30am and &-00am..&emAWLng of the inspection. Plea put the address of the inspection in the subject line. -�" x City of �_� Wheatl-�dge COMMUNITY DEVELOPMENT Building & Inspection Services Division 7500 W. 29th Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: perm its(a)ci.wheatridge.co.us J FOR OFFICE USE ONLY Date: Plan/Permit # /P Plan Review Fee: I I 't bg� Building Permit Application *** Please complete all highlight11111as on both sides of this form. Incomplete applications may not be processed. *** C:T Property Address: 12755 West 32nd -Ave Wheat Ridge, -CO 8003-3— Property Owner (please print): Tom Metzger- Regency Centers Phone: 303.300.5335 Property Owner Email: tommetzger@regencycenters.com Mailing Address: (if different than property address) Address: 8480 Orchard Road, Suite 6900 City, State, Zip: Greenwood Village CO 80111 Architect/Engineer' Dennis Sobieski -Kimley-Horn Architect/Engineer E-mail: dennis.sobieski@kimley-horn.com Phone: 303.228.2300 Contractor: Joe Vasbinder - GTC Dvq� Contractors City License #: Contractor E-mail Address: jvasbinder@gtcl.net Sub Contractors: Electrical: NA W.R. City License # Other City Licensed Sub: City License # Plumbing: NA W.R. City License # Phone: 720.323.5479 Other City Licensed Sub: City License # Mechanical: NA W.R. City License # Complete all information on BOTH sides of this form (3 COMMERCIAL ❑ RESIDENTIAL Description of work: (Check all that apply) ❑ NEW COMMERCIAL STRUCTURE ❑ ELECTRICAL SERVICE UPGRADE ❑ NEW RESIDENTIAL STRUCTURE ❑ COMMERCIAL ROOFING ❑ COMMERCIAL ADDITION ❑ RESIDENTIAL ROOFING ❑ RESDENTIAL ADDITION ❑ WINDOW REPLACEMENT ❑ COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT ❑ ELECTRICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ OTHER (Describe) Retaining Wall Construction (For ALL projects, please provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc.) This project is the construction of a new retaining wall. This current area is vacant and is not currently being used. The new retaining wall work includes, furnishing and installing modular concrete block retaining wall units and geogrid to th, lines and grades designated on the construction drawings. This new retaining wall design is made up of 9 walls with a combir SF of 9,418. Sq. FULF Amps Btu's Squares Gallons Other Project Value: (Contract value or the cost of all materials and labor included in the entire project) $ $182,569 OWNERICONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that 1 am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. I, the applicant for this building permit application, warrant the truthfulness of the informatio ro 'd o lication. CIRCLE ONE: (OWNS (CONTRACTOR) (AUTHORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR) Electronic Signature (first and last name): ZONING COMMMENTS: Reviewer: Ashley Conway DATE: 3.13.17 DEPARTMENT USE ONLY OCCUPANCY CLASSIFICATION: BUILDING DEPARTMENT COMMENTS: Reviewer: r Itilzv�-- 1�C�..�.� � � � 1� ►1 i� i h > r � t� t�►t,7 � � � sw�� 1 � �a � � Iry �Y ► n.s� � Q ��i3�-t>� Yl'o►2i pepir eommlaN� t) AN trN6,iNEEl2 0f JagfOLxrrF-%z Of 5PAu.. gw-- /2m`o pta�o�z To G,6. Building Division Valuation: $ m ;Y 4899ti - �� 00 A" 44 MW A" Atl) AW 10 sa WWJ0~ %e thM &Wf aW ie ROOM44 OW 10-0 AteteM m Ap. 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E, 5istva ;Iem ms MIUMAILIM L Loo swc :aiva 03 `96PIM .1804PA :01!cS Ped loi! j j9dooS SBui)l - SOOL r warwd Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Project Design Inputs slat -''card NaTicnal Lor,,;rece tiiasonry As octa on 3rd Editil), Minirev.sm Factors of Safety Facing Width Lu 1.50ft Conventional Wu 1.00ft Facing Weight Xu Externa! Center of Gravity Valve Internal Setback F;SS1-.-M- _ Base Sliding 1 50 FSSl internal Sliding FSbc Bearing Capacity 2.00 FSsc Shear Capacity :Sct Overturning 1.50 34.00 ° Maximum Shear Capacity No Fines 3246.03 lb/ft a External Friction Cohesion Cf Value Internal Soil Zone Soil Type FSsl Base Sliding 1.50 [Ib/ft2] FSbc Bearing Capacity 2.00 125.00 n/a FSot Overturning 1.50 Retained (r) CL 30° Reinforced n/a n/a External 30° Value Internal 0.00 FSsl Base Sliding 1.50 FSsl Internal Sliding FSbc Bearing Capacity 2.00 FSpo Pullout FSct Crest Toppling 1.50 FSto Tensile Overstress FSot Overturning 2.00 Design Factors Wall: wa1101 Value Facing Value '1.50 � 1.50 Value Facing Value Value Facing Value 1.50 FScs Connection Strength 1.50 1.50 FSsc Facing Shear 1.50 1.50 Minimum Maximum Term Description (as appl.) (as appl.) RC Reinforced coverage ratio 1.00 0.00 Selected Facing Unit Compac III Licensor: Keystone Facing Height Hu 0.67ft Facing Width Lu 1.50ft Facing Depth Wu 1.00ft Facing Weight Xu 120lb/ft3 Center of Gravity Gu 0.50 ft Setback Au 0.09 ft Batter w 7.97' Cap Height Hcu 0.33ft Initial Shear Capacity au 1393.441b/ft Apparent Shear Angle Au 34.00 ° Maximum Shear Capacity Vu(max) 3246.03 lb/ft Selected Reinforcement Types Reinforcements SF35 - Synteen Geogrid SF35 Supplier: Synteen Technical Fabrics, Inc., Fill Type: Clays and Silts Tult 3,436.09 RFcr 1.54 RFd 1.10 LTDS 1,878.14 RFid 1.08 Cds 0.80 a 0.80 Connection Properties acs1 980.31 IP -1 1,250.40 acs2 1,989.25 IP -2 2,000.64 acs max 2,266.78 au 900.29 Au 34.00 Vu(max) 2,762.88 Selected Soil Types °fc In Situ a Friction Density y Friction Cohesion Cf m .�► Soil Zone Soil Type Angle rp [Ib/ft3] Factor p [Ib/ft2] Infill (i) GP 34° 125.00 n/a n/a m Retained (r) CL 30° 130.00 n/a n/a Foundation (f) CL 30° 130.00 0.55 0.00 Base (b) 39° 140.02 0.70 n/a Powered by Vespa Page 2 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO In Situ Friction Density y Friction Cohesion Cf Sail Zone Soil Type Angle ( _ [Ib/ft3] Factor p [Ib/ftz] Drainage (d) GP 38' 125.02 0.70 n/a CH: Inorganic clays, high plasticity CL: Inorganic clays. low to medium plasticity. gravelly, sandy, silty, lean days GC: Clayey gravels, poorly graded gravel -sand -clay rnixtures GFd: Silty gravels, poorly graded gravel -sand -.tit mixtures GP: Poorly -graded gravels, gravel -sand. Little or no fines. GW: Well -graded gravels, gravel -sand. Little or no fines. MH: Inorganic clayey silts, elastic silts ML: Inorganic silts, very fine sands, silty or clayey, slight plasticty SC: Clayey sands, poorly graded sand -clay mixtures SM: Silty sands, poorly graded sand -silt mixtures SP: Poorly -graded sands, gravelly sands. Little or no fines. SW: Well -graded sands, gravelly sands. Little or no fines. Wall: wal101 Powered by Vespa Page 3 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Section 3 Details ��ta�"?c'ti', "' Y:�ri� � •Sr,,C'.iatil Section 3 Static ICS Cross-section E Section 3 Cross-section Details Upper Slope Angle 5.0 Crest Offset Live Load ql Live Offset qlofs Dead Load qd Dead Offset Section 3 Static ICS Cross-section E Section 3 Cross-section Details Upper Slope Angle (3 Crest Offset Live Load ql Live Offset qlofs Dead Load qd Dead Offset qdofs Top of Section Of Bottom Grade Base of Section 8t RidAe Design Height H Embedment Depth Hemb -{Synteen Geogrid SF3511 2.00 ft -{Synteen Geogrid SF35} 12.00 ft ,= {Synteen Geogrid SF5} 12.00 ft — — — —-{Synteen Geogrid SF35} 12.00 ft 11.30° 13.00 ft 2501 b/ft2 13.00 f t 01 b/ft2 0.00 ft city 510.00ft Of 507.00 ft 505.67 ft 8t RidAe 4.33 f t e�j�dt„ 1.33 f t g �jVjgjo� Wall: wall01 Powered by Vespa Page 4 Printed 3/5/2017 .; Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Empirical Checks Check Description Min. Requirement Result Status Hemb Minimum Embedment % 10.0000 44.4444 Pass L Min. Reinforcement Length 4.0000 12.0000 Pass L`H Ratio Min. UH Ratio 0.6000 2.7692 Pass La Min. Anchorage Length 1.0000 9.3862 Pass MinHemb Minimum Embadment 12.0000 16.0000 Pass Rs Max. Reinforcement Separation 0.0000 1.3333 Pass RsBoftom Max. multiple of Hu at bottom 0.00 2.00 Pass RsTop Max. multiple of Hu at top 0.00 2.50 Pass External Checks 6.61 ft Eq. 7-10 Horizontal width of rein. zone at backslope L[3 Static Eq. 7-11 Earth pressure from soil weight Ps 705.42 lb/ft Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 29.71 Pass FSct Crest Toppling 1.50 5.83 Pass FSot Overturning 2.00 40.34 Pass FSsl Base Sliding 1.50 7.37 Pass Internal and Local Checks Static Elevation FSsl FSpo FSto FScs FSsc Layer (ft) >=1.50 >=1.50 >=1.50 >=1.50 >=1.50 2 508.33 11.58 30.48 10.16 6.88 1 507.00 15.80 48.33 24.89 15.13 Static Calculations General Equations External failure plane ae 51.21 ° Eq. 5-5 External active earth pressure Kaext 0.25 Eq. 7-1 External interface friction angle be 30.00' Eq. 7-2 Width of reinforced zone L' 11.09ft Eq. 7-3 Increase in width of reinforced zone due to R L" 0.32 ft Eq. 7-4 Increase in height due to backslope h 2.28 ft Eq. 7-5 Increase in height due to backslope at LR hmax 3.60 ft Eq. 7-6 Increase in height due to backslope hs 2.60 ft Eq. 7-7 Width of rein. layer for internal sliding Ls" 0.36ft Eq. 7-8 Equivalent slope at back of rein. zone [3ext 2.75° Eq. 7-9 Height of back of wall for ext. stability Hext 6.61 ft Eq. 7-10 Horizontal width of rein. zone at backslope L[3 11.41 It Eq. 7-11 Earth pressure from soil weight Ps 705.42 lb/ft Eq. 7-12 Force of uniform surcharge Pq 0.001b/ft Eq. 7-13 Horz. component of Ps PsH 653.921b/ft Eq. 7-14 Horz. force of dead load surcharge PgdH 0.00lb/ft Eq. 7-15 Horz. force of live load surcharge PgIH 0.00lb/ft Eq. 7-16 Horz. component of active earth force PaH 653.921b/ft Eq. 7-17 Resisting moment arm for PsH Ys 2.20 ft Eq. 7-18 Resisting moment arm for PqH Yq 3.31 ft Eq. 7-19 Vert. component of Ps PsV 264.60 lb/ft Eq. 7-20 Vert. force of dead load surcharge PgdV 0.00lb/ft Eq. 7-21 Vert. force of live load surcharge PgIV 0.00lb/ft Eq. 7-22 Vert. component of active earth force PaV 264.60 lb/ft Eq. 7-23 Resisting moment arm for PsV Xs 12.31 ft Eq. 7-24 Resisting moment arm for PqV Xq 12.46 ft Eq. 7-25 Height above rein. area at int. failure plane hint 0.62 ft Eq. 7-26 Horz. influence distance dint 3.08 ft Eq. 7-27 Distance dead load applied for broken back Lpq 11.41 ft Eq. 7-29 Internal active earth pressure Kaint 0.23 Eq. 7-43 Internal interface friction angle bi 22.67° Eq. 7-44 Maximum height of slope influence hmaxint 1.73ft Eq. 7-45 Slope for internal analysis pint 11.30° Eq. 7-46 Internal failure plane ai 53.31 ° Eq. 7-50 Elevation of influence of live load Eqlinfl 0.00 ft Eq. 7-93 Elevation of influence of dead load Eqdinfl 4.33ft Eq. 7-94 Wall: wall01 Powered by Vespa Page 5 Printed 3/5/2017 .; I Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Base Sliding PsH PgdH PgIH Weight of reinforced mass Wri C500.00lb/ft Eq. 7-30 Weight of soii above wall Vy'rp 1581.12 Ib/ft Er.. 7-31 Basta sliding resistance. Rs 4818 40Ib"tt E.q. 7-32 Base slitting ,-Ss! 7.37 1_q. 7-33 '�-IFItU rr:!n� [7-64] [7-65] [7-66] Rasi! Yung moment MI 58158.94% -ft Eq. 7-34 Resisting mornent arm ter rein. zone Xri 6 2f ft F(I. '7-3, Res isting inornent rrrn in tfjp siope X.3 9.00 ft i"--.G.7-.3e% Resisting moment arra ftsr surcharge X(4P 7.22 ft Eq.! -37 Driving mornent rffa 1441.621b -ft Eq. 7-38 Overturning FSot 40.34 Eq. 7-39 Bearing Capacity 0.00 0.00 416.84 Equivalent bearing area B 12.00ft Eq. 7-40 Eccentricity of bearing force e 0.00 ft Eq. 7-41 Applied bearing pressure Qa 695.48 lb/ft2 Eq. 7-42 Ultimate bearing pressure Qult 20663.58 lb/ft2 Eq. 12-10 Bearing capacity FSbc 29.71 Eq. 12-11 Tensile Overstress [7-75] [7-76] [7-77] Acn Dn Fgn 3188.96 Layer/ Elevation (ft) (ft) (lb/ft) FSto Course (ft) [7-54..57] [7-58..60] [7-61] [7-62] 1/2 507.00 2.00 3.33 184.80 10.16 2/4 508.33 2.33 1.17 75.46 24.89 Pullout PsH PgdH PgIH PsV Layer/ Elevation (Ib/ft) ACn La do Layer/ Elevation (Ib/ft) (ft) (ft) FSpo Course (ft) [7-63] [7-64] [7-65] [7-66] 1/2 507.00 5631.85 10.19 4.10 30.48 2/4 508.33 3647.05 9.39 2.88 48.33 Intenal Sliding Wall: wall0l Powered by Vespa Page 6 Printed 3/5/2017 Version: 2.1.7.6050 PsH PgdH PgIH PsV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-67] [7-68] [7-69] [7-70] 1/2 507.00 416.84 0.00 0.00 168.67 2/4 508.33 232.91 0.00 0.00 94.24 PgdV PgIV PaH PaV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-71] [7-72] [7-73] [7-74] 1/2 507.00 0.00 0.00 416.84 168.67 2/4 508.33 0.00 0.00 232.91 94.24 R's W'ri V u Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) FSsl Course (ft) [7-75] [7-76] [7-77] [7-78] 1/2 507.00 3188.96 4160.00 1636.06 11.58 2/4 508.33 2151.13 2311.11 1528.23 15.80 C/off Connection Strength j'j///e'� Fgn Tconn hinflmax evl/dl t R/ d8e Layer/ Elevation (Ib/ft) (Ib/ft) FScs (ft) Course (ft) [7-61X] [7-79] [7-80] [7-92] 49O/" /8/04 1/2 507.00 184.80 1270.55 6.88 0.35 2/4 508.33 75.46 1141.55 15.13 0.35 Crest Toppling Active earth pressure from soil weight Ps 39.801b/ft Eq. 7-81 Uniform surcharges Pq 0.00lb/ft Eq. 7-82 Horz. component of Ps PsH 38.50 Ib/ft Eq. 7-83 Powered by Vespa Page 6 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - kings Sooper Fuel Pad [Rev. 21 Wheat Ridge, CO Uniform surcharge PqH 0.00lb/ft Eq. 7-84 Vert. component of Ps PsV 10.101b/ft Eq. 7-85 Vert. force from dead load surcharge PgdV 0.00Ib/ft Eq. 7-86 Vert. force from live load surcharge PgIV 0.001bift Eq. 7-87 Crest toppling FSet 5.83 Eq. 7-88 Resisting moment Mr 124.79 lb -ft Eq. 7-89 Resisting moment arm X 0.57 ft Eq. 7-90 Height from top layer to grade z 1 67f Eq. Overturning moment Nb 21.391b -ft Eq. 7-91 Wall: wall01 Powered by Vespa Page 7 Printed 3/5/2017 1 Version: 2.1.7.6050 Project; 17008 - Kings Sooper Fuel Pack Site: Wheat Ridge, CO Date: 315/2017 Wall: wall02 c/o, of Wheat Rldee au,ldl o 10,11/8,04 Project: 17008 - Kings Sooper Fuel Pad [Rev. 21 Wheat Ridge, CO Base Sliding 1.50 FSsi Wall: wa1102 Project Design Inputs FSbc Bearing Capacity 2.00 FSpo De 3Ign �.:;i,jnciard National Concrete Masonry Asse6ation 3rd Edition 1.50 FSsc Facing Shear 1.50 FSct Minirnum Factors of Safety 1.50 FSto Tensile Overstress 1.50 Conventional Overturning 2.00 Batter External Value Internal Value Facing Value s FSsi Base Sliding 1.50 FSsi Internal Sliding 1.50 au 1393.441b/ft FSbc Bearing Capacity 2.00 FSsc Shear Capacity 1.50 Maximum Term FSot Overturning 1.50 3246.031b/ft (as appl.) (as appl.) No Fines Reinforced coverage ratio 1.00 External Value Internal Value Facing Value FSsI Base Sliding 1.50 FSbc Bearing Capacity 2.00 FSot Overturning 1.50 Reinforced External Value Internal Value Facing Value FSsI Base Sliding 1.50 FSsi Internal Sliding 1.50 FScs Connection Strength 1.50 FSbc Bearing Capacity 2.00 FSpo Pullout 1.50 FSsc Facing Shear 1.50 FSct Crest Toppling 1.50 FSto Tensile Overstress 1.50 FSot Overturning 2.00 Batter w Design Factors Cap Height Hcu 0.33ft Initial Shear Capacity au 1393.441b/ft Apparent Shear Angle Minimum Maximum Term Description 3246.031b/ft (as appl.) (as appl.) RC Reinforced coverage ratio 1.00 0.00 Selected Facing Unit Compac III Licensor: Keystone Facing Height Hu 0.67ft Facing Width Lu 1.50ft Facing Depth Wu 1.00ft Facing Weight Xu 120lb/ft3 Center of Gravity Gu 0.50 ft Setback Au 0.09 ft Batter w 7.97' Cap Height Hcu 0.33ft Initial Shear Capacity au 1393.441b/ft Apparent Shear Angle Au 34.00° Maximum Shear Capacity Vu(max) 3246.031b/ft Selected Reinforcement Types Reinforcements SF35 - Synteen Geogrid SF35 Supplier: Synteen Technical Fabrics, Inc., Fill Type: Clays and Silts Tult 3,436.09 RFcr 1.54 RFd 1.10 LTDS 1,878.14 RFid 1.08 Cds 0.80 Ci 0.80 Connection Properties acs 980.31 IP -1 1,250.40 acs2 1,989.25 IP -2 2,000.64 acs max 2,266.78 au 900.29 Au 34.00 Vu(max) 2,762.88 Selected Soil Types r Powered by Vespa Page 2 Printed 3/5/2017 4 Version: 2.1.7.6050 In Situ Friction Density y Friction Cohesion Cf Soil Zone Soil Type Angle cp [Ib/ft3] Factor p [Ib/ft2] Infill (i) GP 34° 125.00 n/a n/a Retained (r) CL 30° 130.00 n/a n/a Foundation (f) CL 30° 130.00 0.55 0.00 Base (b) 39° 140.02 0.70 n/a r Powered by Vespa Page 2 Printed 3/5/2017 4 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO In Situ Friction Density y Friction Cohesion Cf Sail Zone Soil Type Angle rp fIb/ft3] Factor p [Ibift2] [Drainage (d) GP 3a' 125.02 0.70 n/a C. H: Inorganic clays, high plasticity CL: Inorganic clays, low to medium plasticity, gravelly, sandy, silty, lean clays GC: Clayey gravels, poorly gradao gravel -sand -clay mixtures GM: Silty gravels, poorly graded gravel -sand -silt mixtures GFS: Poorly -graded gravels, gravel -sand. Little or no fines. GW: Well -graded gravels, gravel -sand. Little or no fines. NIH: Inorganic clayey silts, elastic silts MIL: Inorganic silts, very fine sands, silty or clayey, slight plasticty SC: Clayey sands, poorly graded sand -clay mixtures SM: Silty sands, poorly graded sand -silt mixtures SP: Poorly -graded sands, gravelly sands. Little or no fines. SW: Well -graded sands, gravelly sands. Little or no fines. Wall: waII02 Powered by Vespa Page 3 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Section 6 Details !;ec'iora 6 Cross-sectior* 3.0 —{Synteen Geogrid SF35} 5.00 ft —{Synteen Geogrid SF35} 5.00 ft — —{Synteen Geogrid SF35} 5.00 ft Section 6 Static ICS Cross-section 3.0 1E::�% 1 �6h Geogrid SF351 5.00 ft �en Geogrid SF351 5.00 ft en Geogrid SF35} 5.00 ft Section 6 Cross-section Details Upper Slope Angle R 18.40 ° Crest Offset 12.00ft Live Load ql 0lb/ft2 Live Offset qlofs 0.00ft Dead Load qd 0lb/ft2 Dead Offset qdofs 0.00 ft Top of Section 506.00ft Bottom Grade 502.00ft Base of Section 500.33 ft Design Height H 5.67ft Embedment Depth Hemb 1.67ft Wall: waII02 r Powered by Vespa Page 4 Printed 3/5/2017 k Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Empirical Checks Check Description Min. Requirement Result Status Hemb -_ _ tilir;irnurn Fnobedm n, �; ��-- - i 0.0000-�� 41.6667 Pass I_ Min, Rainfamerr:ent Length 4.0000 5.0000 Pass L;H Ra6c, Nlih. L/H ytltro 0.6000 0.R': 75 Pass i_a k1in. A,nchoiage Length 1.0000) 1.37_17 Pass UnHenmra Minimum; Embedment i 5.0000 11:().90f.}0 Pass Rs Mhx. Reinrorccnnent Separation 0.0000 1.333:3 Pass RsBottom Max. -ru!:iple of Hu at bottorn 0.00 2. 0 0 Pass RsTop Max. multiple of Flu at top 0.00 2.50 Pass External Checks 0.00lb/ft Eq. 7-15 PglH 0.00lb/ft Static PaH 975.431b/ft Eq. 7-17 Ys Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 13.10 Pass FSct Crest Toppling 1.50 5.28 Pass FSot Overturning 2.00 6.00 Pass FSsl Base Sliding 1.50 2.55 Pass Internal and Local Checks Static Static Calculations General Equations External failure plane External active earth pressure External interface friction angle Width of reinforced zone Increase in width of reinforced zone due to R Increase in height due to backslope Increase in height due to backslope at L(3 Increase in height due to backslope Width of rein. layer for internal sliding Equivalent slope at back of rein. zone Height of back of wall for ext. stability Horizontal width of rein. zone at backslope Earth pressure from soil weight Force of uniform surcharge Horz. component of Ps Horz. force of dead load surcharge Horz. force of live load surcharge Horz. component of active earth force Resisting moment arm for PsH Resisting moment arm for PqH Vert. component of Ps Vert. force of dead load surcharge Vert. force of live load surcharge Vert. component of active earth force Resisting moment arm for PsV Resisting moment arm for PqV Height above rein. area at int. failure plane Horz. influence distance Distance dead load applied for broken back Internal active earth pressure Internal interface friction angle Maximum height of slope influence Slope for internal analysis Internal failure plane Elevation of influence of live load Powered by Vespa Wall: wall02 ae Elevation FSsl FSpo FSto FScs FSsc Layer (ft) >=1.50 >=1.50 >=1.50 >=1.50 >=1.50 3 504.33 5.10 7.22 6.51 4.85 2 503.00 7.22 9.36 15.18 10.27 1 501.67 11.99 5.92 22.30 13.56 Static Calculations General Equations External failure plane External active earth pressure External interface friction angle Width of reinforced zone Increase in width of reinforced zone due to R Increase in height due to backslope Increase in height due to backslope at L(3 Increase in height due to backslope Width of rein. layer for internal sliding Equivalent slope at back of rein. zone Height of back of wall for ext. stability Horizontal width of rein. zone at backslope Earth pressure from soil weight Force of uniform surcharge Horz. component of Ps Horz. force of dead load surcharge Horz. force of live load surcharge Horz. component of active earth force Resisting moment arm for PsH Resisting moment arm for PqH Vert. component of Ps Vert. force of dead load surcharge Vert. force of live load surcharge Vert. component of active earth force Resisting moment arm for PsV Resisting moment arm for PqV Height above rein. area at int. failure plane Horz. influence distance Distance dead load applied for broken back Internal active earth pressure Internal interface friction angle Maximum height of slope influence Slope for internal analysis Internal failure plane Elevation of influence of live load Powered by Vespa Wall: wall02 ae 46.53' Eq. 5-5 Kaext 0.32 Eq. 7-1 be 30.00' Eq. 7-2 L' 4.09 ft Eq. 7-3 L" 0.20ft Eq. 7-4 h 1.43ft Eq. 7-5 hmax 3.79 ft Eq. 7-6 hs 3.99 ft Eq. 7-7 Ls" 0.56 ft Eq. 7-8 [text 18.40' Eq. 7-9 Hext 7.09 ft Eq. 7-10 LP 4.29 ft Eq. 7-11 Ps 1052.261b/ft Eq. 7-12 Pq 0.00lb/ft Eq. 7-13 PsH 975.431b/ft Eq. 7-14 PgdH 0.00lb/ft Eq. 7-15 PglH 0.00lb/ft Eq. 7-16 PaH 975.431b/ft Eq. 7-17 Ys 2.36 ft Eq. 7-18 Yq 3.55ft Eq. 7-19 PsV 394.69 lb/ft C Eq. 7-20 'Ol PgdV 0.00lb/ft Eq. 7-% h PqIV 0.00 lb/ft Eq. 2 PaV 394.69 lb/ft Eq.� Xs 5.33 ft Eq. 7IvIlgblt1 Xq 5.50 ft Eq. 7-25 0/07 hint 1.68ft Eq. 7-26 dint 5.06 ft Eq. 7-27 LRq 4.29 ft Eq. 7-29 Kaint 0.26 Eq. 7-43 bi 22.67' Eq. 7-44 hmaxint 3.77 ft Eq. 7-45 Pint 18.40 ° Eq. 7-46 ai 51.45 ° Eq. 7-50 Eqlinfl 5.67 ft Eq. 7-93 Page 5 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Elevation of influence of dead load Eqdinfl 5.67 ft Eq. 7-94 Base 31iding PsV Layer/ Elevation Weight of reinforced mass Wri 3541.671b/ft Eq. 7-30 Weight of soil above wall Wro 365.381b/fit Eq. 7-31 Base sliding resistance As 2483.61 lb/ft Eq. 7-32 Base sliding FSsl 2.55 Eq. 7-33 Overturning 501.67 2083.08 3.12 Resisting moment Mr 13850.30 lb -ft Eq. 7-34 Resisting moment arm for rein. zone Xri 2.85 ft Eq. 7-35 Resisting moment arm in top slope Xrp 4.52ft Eq. 7-36B Resisting moment arm for surcharge Xqp 3.85ft Eq. 7-37 Driving moment Mo 2306.84!b -ft Eq. 7-38 Overturning FSot 6A0 Eq. 7-39 Bearing Capacity [7-74] 1/2 501.67 Equivalent bearing area B 5.00 ft Eq. 7-40 Eccentricity of bearing force e 0.00 ft Eq. 7-41 Applied bearing pressure Qa 860.35 lb/ft2 Eq. 7-42 Ultimate bearing pressure Qult 11267.78 1 b/ft2 Eq. 12-10 Bearing capacity FSbc 13.10 Eq. 12-11 Tensile Overstress Layer/ Elevation Acn Dn Fgn FSsl Layer/ Elevation (ft) (ft) (Ib/ft) FSto Course (ft) [7-54..57] [7-58..60] [7-61] [7-62] 112 501.67 2.00 4.67 288.71 6.51 2/4 503.00 1.33 3.00 123.73 15.18 3/6 504.33 2.33 1.17 84.21 22.30 Pullout PsH PgdH PglH PsV Layer/ Elevation ACn La do (Ib/ft) Layer/ Elevation (Ib/ft) (ft) (ft) FSpo Course (ft) [7-63] [7-64] [7-65] [7-66] 1/2 501.67 2083.08 3.12 4.94 7.22 2/4 503.00 1157.75 2.25 3.82 9.36 3/6 504.33 498.38 1.37 2.69 5.92 Intenal Sliding Connection Strength Wall: wa1102 Powered by Vespa Page 6 Printed 3/5/2017 Version: 2.1.7.6050 PsH PgdH PglH PsV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-67] [7-68] [7-69] [7-70] 112 501.67 643.25 0.00 0.00 260.28 2/4 503.00 379.98 0.00 0.00 153.75 3/6 504.33 185.60 0.00 0.00 75.10 PgdV PgIV PaH PaV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-71] [7-72] [7-73] [7-74] 1/2 501.67 0.00 0.00 643.25 260.28 2/4 503.00 0.00 0.00 379.98 153.75 3/6 504.33 0.00 0.00 185.60 75.10 R's W'ri V u Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) FSsl Course (ft) [7-75] [7-76] [7-77] [7-78] 1/2 501.67 1534.04 2217.22 1743.89 5.10 2/4 503.00 1108.42 1535.00 1636.06 7.22 3/6 504.33 697.85 852.78 1528.23 11.99 Connection Strength Wall: wa1102 Powered by Vespa Page 6 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Cr�;St TQ'-)k);ing Fgn Tconn Active earth pressure from soil weigh: hinflrnax Layer/ Elevation (ib/ft) (Ib/ft) FScs (ft) Course ;ft) [7-61X] [7-7t] [7-80] [7-92]_ 0.00ib/ft 501.6? 288.71--- ?399.54 4.85 0.81 2/4 503.00 123.73 1270.55 10.27 0.81 3/6 504.33 34.21 1141.55 13.56 0.81 Cr�;St TQ'-)k);ing Active earth pressure from soil weigh: Ps 44.42!b/ft Ea. 7-81 Uniform surcharges Pq 0.00lb/ft Eq. 7-82 Horz. component of Ps PsH 42.96 ib/ft Eq. 7-83 Uniform surcharge PqH 0.00ib/ft Eq. 7-84 Vert. component of Ps PsV 11.271b/ft Eq. 7-85 Vert. force from dead load surcharge PgdV 0.00lb/ft Eq. 7-86 Vert. force from live load surcharge PgIV 0.001b/ft Eq. 7-87 Crest toppling FSct 5.2.8 Eq. 7-88 Resisting moment Mr 126.05 Ib -ft Eq. 7-89 Resisting moment arm X 0.57ft Eq. 7-90 Height from top layer to grade z 1.67ft Eq. Overturning moment Mo 23.87 lb -ft Eq. 7-91 Wall: wa1102 city 0'. Wheat Ria eui/qi �@ ng Dies/on Powered by Vespa Page 7 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 21 Wheat Ridge, CO Section 12 Details Stiction 12 Cross-section 3.0 j3 H Crest Offset — - Synteen Geogrid SF351 8.00 ft — - ynteen Geogrid SF35 8.00 ft — - ynteen Geogrid SF35 8.00 ft — - ynteen Geogrid SF35 8.00 ft — — - ynteen Geogrid SF35 8.00 ft — — - ynteen Geogrid SF35 8.00 ft ---- g rid SF35 ynteen Geo 8.00 ft Section 12 Static ICS Cross-section 3.0 j3 H Crest Offset 12.00 ft - Geogrid SF35 Xeo 8.00 ft rid SF35 8.00 ft n Geogrid SF35 8.00 ft n Geogrid SF35 8.00 ft een Geogrid SF35 8.00 ft ynteen Geogrid SF35 8.00 ft ynteen Geogrid SF35 8.00 ft Section 12 Cross-section Details Upper Slope Angle j3 18.40 ° Crest Offset 12.00 ft Live Load ql 01b/ft2 Live Offset qlofs 0.00 ft Dead Load cid 01b/ft2 Dead Offset qdofs 0.00 ft Top of Section 506.67 ft Bottom Grade 498.39 ft Base of Section 497.00 ft Design Height H 9.67ft Embedment Depth Hemb 1.39 ft Wall: waII02 Powered by Vespa Page 8 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Wall: wa1102 Eri,pirical Checks External failure plane Check Description h1lin. Requirement External active earth pressure Pesult Status ernb _ -- klinimurr Emb�dnien! °� _ - _ 10.0000 30.00' i 6.8140 Pass L Min% RE:inforcemerit Length 7.09 ft 4.0000 8.0000 Pass UH `i=talic Min. UH Ratio 0.6000 h 0.8571 Vass L., loin. Anchorage Length hmax 1.0000 Eq. 7-6 1.7361 Pais rAiinHen.b i0ini1-7'?um Emoedsir-nt Eq. 7-7 15.0000 Width of rein. layer for internal sliding 16.6963 Pass Ps Max. Reinforcerricnt Separation Equivalent slope at back of rein. zone 0.0000 7.12' 1.3333 Pas, RsBottorn Max. inuitiple of Hu at bottern 12.14ft O.00 1.00 Pass Rs? up Max. rnuitiple of Hu at top 0.00 Ps 1.50 Pass Externa: Checks Force of uniform surcharge Pq 0.00lb/ft Eq. 7-13 Horz. component of Ps Static 2332.72 lb/ft Eq. 7-14 Horz. force of dead load surcharge PgdH 0.001b/ft Check Description Min. Requirement PgIH 0.001b/ft Result Status FSbc Bearing Capacity 2332.72 Ib/ft 2.00 10.23 Pass FSct Crest Toppling 1.50 Yq 14.34 Pass FSot Overturning PsV 2.00 Eq. 7-20 6.42 Pass FSsl Base Sliding Eq. 7-21 1.50 Vert. force of live load surcharge 2.90 Pass Internal and Local Checks Vert. component of active earth force PaV 943.90 lb/ft Eq. 7-23 Static Resisting moment arm for PsV Xs 8.57 ft Eq. 7-24 6 4�/a7 Ria Resisting moment arm for PqV Xq Elevation FSsl FSpo FSto 9 FScs FSsc 2.60 ft Layer (ft) >=1.50 >=1.50 >=1.50 >=1.50 >=1.50 Eq. 7-27 7 505.67 3.59 26.12 5.62 7.44ft 5.54 Internal active earth pressure 6 504.33 5.10 7.22 6.51 4.85 bi 22.67° 5 503.00 4.07 23.78 6.60 Page 9 6.05 Printed 3/5/2017 t. 4 501.67 7.22 9.36 15.18 10.27 3 500.33 4.72 21.51 7.98 6.77 2 499.00 11.99 5.92 22.30 13.56 1 497.67 5.63 19.37 10.11 7.88 Static Calculations General Equations External failure plane ae 50.24° Eq. 5-5 External active earth pressure Kaext 0.26 Eq. 7-1 External interface friction angle 6e 30.00' Eq. 7-2 Width of reinforced zone U 7.09 ft Eq. 7-3 Increase in width of reinforced zone due to R L" 0.35 ft Eq. 7-4 Increase in height due to backslope h 2.47 ft Eq. 7-5 Increase in height due to backslope at L(3 hmax 6.51 It Eq. 7-6 Increase in height due to backslope hs 3.99ft Eq. 7-7 Width of rein. layer for internal sliding Ls" 0.56 ft Eq. 7-8 Equivalent slope at back of rein. zone Pext 7.12' Eq. 7-9 Height of back of wall for ext. stability Hext 12.14ft Eq. 7-10 Horizontal width of rein. zone at backslope LR 7.44ft Eq. 7-11 Earth pressure from soil weight Ps 2516.451b/ft Eq. 7-12 Force of uniform surcharge Pq 0.00lb/ft Eq. 7-13 Horz. component of Ps PsH 2332.72 lb/ft Eq. 7-14 Horz. force of dead load surcharge PgdH 0.001b/ft Eq. 7-15 Horz. force of live load surcharge PgIH 0.001b/ft Eq. 7-16 Horz. component of active earth force PaH 2332.72 Ib/ft Eq. 7-17 Resisting moment arm for PsH Ys 4.05 ft Eq. 7-18 Resisting moment arm for PqH Yq 6.07ft Eq. 7-19 Vert. component of Ps PsV 943.90 Ib/ft Eq. 7-20 Vert. force of dead load surcharge PgdV 0.00lb/ft Eq. 7-21 Vert. force of live load surcharge PgIV O.00Ib/ft Eq. 7-22 Vert. component of active earth force PaV 943.90 lb/ft Eq. 7-23 d� Resisting moment arm for PsV Xs 8.57 ft Eq. 7-24 6 4�/a7 Ria Resisting moment arm for PqV Xq 8.85 ft Eq. 7-25 9 Height above rein. area at int. failure plane hint 2.60 ft Eq. 7-26 @ of , gs�o4 Horz. influence distance dint 7.81 ft Eq. 7-27 Distance dead load applied for broken back Lpq 7.44ft Eq. 7-29 Internal active earth pressure Kaint 0.23 Eq. 7-43 Internal interface friction angle bi 22.67° Eq. 7-44 Powered by Vespa Page 9 Printed 3/5/2017 t. Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 21 Wheat Ridge, CO Maximum height of slope influence hmaxint 6.43 ft Eq. 7-45 Slope for internal analysis Gini 11.67° Eq. 7-46 Internal failure plane 9i 53.23° Eq. 7-50 Elevation of influence of live load Eglinfi 9.67ft Eq. 7-93 Elevation of influence of dead load Eqdintl 9.67 ft Eq. 7-94 aas� .hiding [7-64] [7-65] [7-66] Weight of reinforced mass Wri 9666.67 lb/ft Eq. 7-30 Weight of soil above wall Wrp 1097.21 Ib/ft ,-q. 7-31 Base sliding resistance RS 6759.49 lb/ft Eq. 7-32 Base sliding FSsl 2.90 Eq. 7-33 Overturning 21.51 4/7 501.67 Resisting moment Mr 60613.78 lb -ft Eq. 7-34 Resisting moment arm for rein. zone Xri 4.63ft Eq. 7-35 Resisting moment arm in top slope Xrp 7.08 ft Eq. 7-36B Resisting moment arm for surcharge Xqp 5.98 ft Eq. 7-37 Driving moment Mo 9440.96 Ib -ft Eq. 7-38 Overturning FSot 6.42 Eq. 7-39 Bearing Capacity Equivalent bearing area B 8.00 ft Eq. 7-40 Eccentricity of bearing force e 0.00 ft Eq. 7-41 Applied bearing pressure Qa 1463.48 Ib/ft2 Eq. 7-42 Ultimate bearing pressure Quit 14977.82 lb/ft2 Eq. 12-10 Bearing capacity FSbc 10.23 Eq. 12-11 Tensile Overstress Acn Dn Fgn Layer/ Elevation (ft) (ft) (Ib/ft) FSto Course (ft) [7-54..57] [7-58..60] [7-61] [7-62] 1/1 497.67 1.33 9.00 334.27 5.62 2/3 499.00 1.33 7.67 284.75 6.60 3/5 500.33 1.33 6.33 235.23 7.98 4/7 501.67 1.33 5.00 185.71 10.11 5/9 503.00 1.33 3.67 136.19 13.79 6/11 504.33 1.33 2.33 86.66 21.67 7/13 505.67 1.67 0.83 38.69 48.54 Pullout Elevation (ft) PsH (Ib/ft) [7-67] PgdH (Ib/ft) [7-68] PgIH (Ib/ft) [7-69] P s V (Ib/ft) [7-70] 1/1 497.67 ACn La do 843.09 Layer/ Elevation (Ib/ft) (ft) (ft) FSpo Course (ft) [7-63] [7-64] [7-65] [7-66] 1/1 497.67 8730.04 6.60 9.81 26.12 2/3 499.00 6771.05 5.79 8.68 23.78 3/5 500.33 5060.38 4.98 7.54 21.51 4/7 501.67 3598.04 4.17 6.40 19.37 5/9 503.00 2384.04 3.36 5.27 17.51 6/11 504.33 1418.36 2.55 4.13 16.37 7/13 505.67 701.01 1.74 2.99 18.12 Intenal Sliding Layer/ Course Elevation (ft) PsH (Ib/ft) [7-67] PgdH (Ib/ft) [7-68] PgIH (Ib/ft) [7-69] P s V (Ib/ft) [7-70] 1/1 497.67 2083.58 0.00 0.00 843.09 2/3 499.00 1627.51 0.00 0.00 658.55 3/5 500.33 1227.70 0.00 0.00 496.77 4/7 501.67 884.15 0.00 0.00 357.76 5/9 503.00 596.86 0.00 0.00 241.51 6/11 504.33 365.83 0.00 0.00 148.03 7/13 505.67 191.07 0.00 0.00 77.31 Wall: wall02 Powered by Vespa Page 10 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Layer/ Course _.._- �1/1 Elevation (ft) PgdV (Ib/ft) [7-711 �. PgIV (Ib/ft) [7-72] PaH (Ib/!I) [1'-73] PaV (Ib/ft) [7.7:1]- 1/1 497.67 0.00 C'.00 _ 2083.58 84; )9 2/3 459.1) 0.00 0.00 1627.51 6:8.55 3/5 50").33 0.00 0.00 1;727.70 49+3.77 4/7 561.67 0.00 0.00 ;34.15 357.:'0 5/9 5-)3.00 0.00 0.00 5-96.876 241.1-1 6/11 504.-9? 0.00 0.00 365.83 i f8.03 7/13 505.67 0.00 0,00 131.07 77.31 Layer/ Course Elevation (ft) R's (Ib/ft) [7-75] W' d (Ib/ft) [7-76] V u (Ib/ft) [7-77] FSsl [7-78] 1/1 497.67 5353.07 7980.01 2121.30 3.59 2/3 499.00 4615.55 6797.78 2013.47 4.07 3/5 500.33 3890.32 5615.56 1905.64 4.72 4/7 501.67 3177.37 4433.34 1797.81 5.63 5/9 503.00 2476.71 3251.11 1689.98 6.98 6/11 504.33 1788.33 2068.89 1582.15 9.21 7/13 505.67 1112.23 886.67 1474.32 13.54 Connection Strength Fgn Tconn hinflmax Layer/ Elevation (Ib/ft) (Ib/ft) FScs (ft) Course (ft) [7-61X] [7-79] [7-80] [7-92] 1/1 497.67 334.27 1851.02 5.54 1.39 2/3 499.00 284.75 1722.02 6.05 1.39 3/5 500.33 235.23 1593.03 6.77 1.39 4/7 501.67 185.71 1464.04 7.88 1.39 5/9 503.00 136.19 1335.04 9.80 1.39 6/11 504.33 86.66 1206.05 13.92 1.39 7/13 505.67 38.69 1077.06 27.84 1.39 Crest Toppling Active earth pressure from soil weight Ps 14.401b/ft Eq. 7-81 Uniform surcharges Pq 0.00lb/ft Eq. 7-82 Horz. component of Ps PsH 13.93 lb/ft Eq. 7-83 Uniform surcharge PqH 0.00lb/ft Eq. 7-84 Vert. component of Ps PsV 3.651b/ft Eq. 7-85 Vert. force from dead load surcharge PgdV 0.00lb/ft Eq. 7-86 Vert. force from live load surcharge PgIV 0.00lb/ft Eq. 7-87 Crest toppling FSct 14.34 Eq. 7-88 Resisting moment Mr 66.571b -ft Eq. 7-89 Resisting moment arm Xw 0.52ft Eq. 7-90 Height from top layer to grade z 1.00ft Eq. Overturning moment Mo 4.64 lb -ft Eq. 7-91 Wall: wa1102 Powered by Vespa Page 11 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Section 18 Details '3 'ro _ s• section a -green — – n een — — – n een — — – n een — — – een — — – n een ---- Ween Section 18 Static ICS Cross-section 3.0 { Section 18 Cross-section Details Upper Slope Angle R Crest Offset Live Load ql Live Offset glofs Dead Load qd Dead Offset qdofs Top of Section Bottom Grade Base of Section Design Height H Embedment Depth Hemb I 18.40o 12.00 f t 0 Ib/ft2 0.00 ft 0 I b/ft2 0.00 ft 507.33 ft 494.85 ft 493.00 f t 14.33 f t 1.85 f t Wall: waII02 Powered by Vespa Page 12 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Empirical Checks Elevation FSsl FSpo FSto Check Description Min. Requirement Result Status Hemb Minimum Embedment % 10.0000 14.8204 Pass L Min. Reinforcement Length 4.0000 11.0000 Pass UH Ratio Min. UH Ratio 0.6000 0.7857 Pass L.a Min. Anchorage Length 1.0000 2.5681 Pass MinHemb Minimum Embedment 15.0000 22.2008 Pass Rs Max. Reinforcement Separation 0.0000 1.3333 Pass RsBottom Max. multiple of Hu at bottom 0.00 1.00 Pass RsTop Max. multiple of Hu at top 0.00 2.50 Pass External Checks 34.74 4.82 6.77 3 Static 3.75 21.51 7.98 5.17 Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 9.44 Pass FSct Crest Toppling 1.50 6.06 Pass FSot Overturning 2.00 6.13 Pass FSsl Base Sliding 1.50 2.93 Pass Internal and Local Checks Static Static Calculations Wall: wall02 General Equations Elevation FSsl FSpo FSto FScs FSsc Layer (ft) >=1.50 >=1.50 >=1.50 >=1.50 >=1.50 10 505.67 3.21 39.51 5.62 4.40 9 504.33 3.59 26.12 3.88 5.54 8 503.00 5.10 7.22 6.51 4.85 7 501.67 3.46 37.11 4.30 4.75 6 500.33 4.07 23.78 6.60 6.05 5 499.00 7.22 9.36 15.18 10.27 4 497.67 4.72 34.74 4.82 6.77 3 496.33 3.75 21.51 7.98 5.17 2 495.00 11.99 5.92 22.30 13.56 1 493.67 5.63 32.42 10.11 5.59 Static Calculations Wall: wall02 General Equations External failure plane ae 51.461 Eq. 5-5 External active earth pressure Kaext 0.24 Eq. 7-1 External interface friction angle 5e 30.00' Eq. 7-2 Width of reinforced zone L' 10.09 ft Eq. 7-3 Increase in width of reinforced zone due to R U 0.49 ft Eq. 7-4 Increase in height due to backslope h 3.52 ft Eq. 7-5 Increase in height due to backslope at LR hmax 9.46 ft Eq. 7-6 Increase in height due to backslope hs 3.99 ft Eq. 7-7 Width of rein. layer for internal sliding Ls" 0.56 ft Eq. 7-8 Equivalent slope at back of rein. zone [text 1.51 ° Eq. 7-9 Height of back of wall for ext. stability Hext 17.85 ft Eq. 7-10 Horizontal width of rein. zone at backslope Lp 10.59 ft Eq. 7-11 Earth pressure from soil weight Ps 5065.731b/ft Eq. 7-12 Force of uniform surcharge Pq 0.00 lb/ft Eq. 7-13 Horz. component of Ps PsH 4695.87 lb/ft Eq. 7-14 Horz. force of dead load surcharge PgdH 0.00lb/ft Eq. 7-15 Horz. force of live load surcharge PglH 0.00lb/ft Eq. 7-16 Horz. component of active earth force PaH 4695.87 lb/ft Eq. 7-17 Resisting moment arm for PsH Ys 5.95 ft Eq. 7-18 Resisting moment arm for PqH Yq 8.93 ft Eq. 7-19 c'yo Vert. component of Ps PsV 1900.11 Ib/ft Eq. 7-20:j� Vert. force of dead load surcharge PgdV 0.00lb/ft Eq. 7-21 Vert. force of live load surcharge PgIV 0.00lb/ft Eq"%- ??2 Vert. component of active earth force PaV 1900.11 Ib/ft iq Eq 7-2;%, 9� Resisting moment arm for PsV Xs 11.83ft Eq. 7-24 OCG Resisting moment arm for PqV Xq 12.25ft Eq. 7-25 S'o, Height above rein. area at int. failure plane hint 3.69 ft Eq. 7-26 Horz. influence distance dint 11.09 ft Eq. 7-27 Powered by Vespa Page 13 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Distance dead load applied for broken back I-Pq 10.59 ft Eq. 7-29 Internal active earth pressure Kaint 0.22 Eq. 7-43 Internal interface friction angle bi 22.67' Eq. 7-44 Maximum height of slope influence hmaxint 9.54 ft Eq. 7-45 Slope for internal analysis {lint 7.93° Eq. 7-46 Internal failure plane ai 53.99' Eq. 7-50 Elevation of influence of live load Eqlinfl 14.33f1 Eq. 7-93 Elevation of influence of dead load Eqdinfl 14.33ft Eq. 7-94 Base Siding Weight of reinforced mass Wri 19708.331b/ft Eq. 7-30 Weight of soil above wall Layer/ Wrj3 2221.561b/ft Eq. 7-31 Base sliding resistance (Ib/ft) Rs 13758.26 lb/ft Eq. 7-32 Base sliding [7-69] FSsl 2.93 Eq. 7-33 Overturning 0.00 0.00 1760.87 2/3 Resisting moment 3702.78 Mr 171363.98 lb -ft Eq. 7-34 Resisting moment arm for rein. zone Xri 6.46ft Eq. 7-35 Resisting moment arm in top slope Xr[i 9.74 ft Eq. 7-36B Resisting moment arm for surcharge Xqp 8.21 ft Eq. 7-37 Driving moment Mo 27948.171b -ft Eq. 7-38 Overturning FSot 6.13 Eq. 7-39 Bearing Capacity Equivalent bearing area B 11.00tt Eq. 7-40 Eccentricity of bearing force e 0.00 ft Eq. 7-41 Applied bearing pressure Qa 2166.381b/ft2 Eq. 7-42 Ultimate bearing pressure Qult 20443.52 lb/ft2 Eq. 12-10 Bearing capacity FSbc 9.44 Eq. 12-11 Tensile Overstress Acn Dn Fgn Layer/ Elevation (ft) (ft) (Ib/ft) FSto Course (ft) [7-54..57] [7-58..60] [7-61] [7-62] 1/1 493.67 1.33 13.67 484.22 3.88 2/3 495.00 1.33 12.33 436.98 4.30 3/5 496.33 1.33 11.00 389.74 4.82 4/7 497.67 1.33 9.67 342.50 5.48 5/9 499.00 1.33 8.33 295.26 6.36 6/11 500.33 1.33 7.00 248.02 7.57 7/13 501.67 1.33 5.67 200.78 9.35 8/15 503.00 1.33 4.33 153.53 12.23 9/17 504.33 1.33 3.00 106.29 17.67 10/19 505.67 2.33 1.17 72.34 25.96 Pullout ACn La do Layer/ Elevation (Ib/ft) (ft) (ft) FSpo Course (ft) [7-63] [7-64] [7-65] [7-66] 1/1 493.67 19130.69 9.61 14.76 39.51 2/3 495.00 16214.42 8.83 13.62 37.11 3/5 496.33 13539.00 8.04 12.48 34.74 4/7 497.67 11104.43 7.26 11.34 32.42 5/9 499.00 8910.72 6.48 10.19 30.18 6/11 500.33 6957.86 5.70 9.05 28.05 7/13 501.67 5245.85 4.91 7.91 26.13 8/15 503.00 3774.71 4.13 6.77 24.59 9/17 504.33 2544.41 3.35 5.63 23.94 10/19 505.67 1554.97 2.57 4.49 21.50 Intenal Sliding Wall: wa1102 i Powered by Vespa Page 14 Printed 3/5/2017 Version: 2.1.7.6050 PsH PgdH PgIH PsV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-67] [7-68] [7-69] [7-70] 1/1 493.67 4351.75 0.00 0.00 1760.87 2/3 495.00 3702.78 0.00 0.00 1498.28 3/5 496.33 3106.19 0.00 0.00 1256.88 Wall: wa1102 i Powered by Vespa Page 14 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Layer/ Course Elevation (ft) PsH (Ib/ft) [7-67] PgdH (lb/ft) [7-68] PgIH (Ib/ft) [7-69] PsV (Ib/ft) [7-70] 4/7 497.67 2561.98 0.00 0.00 1036.67 5/9 499.00 2070.13 0.00 0.00 837.65 6/11 500.33 1630.66 0.00 0.00 659.82 7/13 501.67 1243.56 0.00 0.00 503.19 8/15 503.00 908.84 0.00 0.00 367.75 9/17 504.33 626.48 0.00 0.00 253.50 10/19 505.67 396.50 0.00 0.00 160.44 Connection Strength Wall: wa1102 Fgn Tconn PgdV PgIV PaH PaV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-71] [7-72] [7-73] [7-74] 1/1 493.67 0.00 0.00 4351.75 1760.87 2/3 495.00 0.00 0.00 3702.78 1498.28 3/5 496.33 0.00 0.00 3106.19 1256.88 4/7 497.67 0.00 0.00 2561.98 1036.67 5/9 499.00 0.00 0.00 2070.13 837.65 6/11 500.33 0.00 0.00 1630.66 659.82 7/13 501.67 0.00 0.00 1243.56 503.19 8/15 503.00 0.00 0.00 908.84 367.75 9/17 504.33 0.00 0.00 626.48 253.50 10/19 505.67 0.00 0.00 396.50 160.44 Crest Toppling R's W'ri V u Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) FSsI Course (ft) [7-75] [7-76] [7-77] [7-78] 1/1 493.67 11453.27 17242.79 2498.70 3.21 2/3 495.00 10403.83 15560.56 2390.87 3.46 3/5 496.33 9365.83 13878.34 2283.04 3.75 4/7 497.67 8339.27 12196.12 2175.21 4.10 5/9 499.00 7324.14 10513.89 2067.38 4.54 6/11 500.33 6320.44 8831.67 1959.55 5.08 7/13 501.67 5328.18 7149.45 1851.72 5.77 8/15 503.00 4347.36 5467.23 1743.89 6.70 9/17 504.33 3377.97 3785.00 1636.06 8.00 10/19 505.67 2420.02 2102.78 1528.23 9.96 Connection Strength Wall: wa1102 Fgn Tconn hinflmax Layer/ Elevation (Ib/ft) (Ib/ft) FScs (ft) Course (ft) [7-61X] [7-79] [7-80] [7-92] 1/1 493.67 484.22 2132.86 4.40 2.06 2/3 495.00 436.98 2073.72 4.75 2.06 3/5 496.33 389.74 2014.58 5.17 2.06 4/7 497.67 342.50 1915.51 5.59 2.06 5/9 499.00 295.26 1786.52 6.05 2.06 6/11 500.33 248.02 1657.53 6.68 2.06 7/13 501.67 200.78 1528.53 7.61 2.06 8/15 503.00 153.53 1399.54 9.12 2.06 9/17 504.33 106.29 1270.55 11.95 2.06 10/19 505.67 72.34 1141.55 15.78 2.06 Crest Toppling Active earth pressure from soil weight Ps 38.161b/ft Eq. 7-81 Uniform surcharges Pq 0.00lb/ft Eq. 7-82 Cs. Horz. component of Ps PsH 36.91 Ib/ft Eq. 7-83 Uniform surcharge PqH 0.00lb/ft Eq. 7-84 �t Vert. component of Ps PsV 9.681b/ft Eq. 7-85 p X90 Vert. force from dead load surcharge PgdV 0.00lb/ft Eq. 7-86 's Vert. force from live load surcharge PgIV 0.001b/ft Eq. 7-87 'o"> Crest toppling FSct 6.06 Eq. 7-88 Printed 3/5/2017 Powered by Vespa Page 15 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Resisting moment Mr 124.34 lb -ft Eq. 7-89 Resisting moment arm X 0.57 ft Eq. 7-90 Height from top layer to grade z 1.67 ft Eq. Overturning moment Mo 20.50 lb -ft Eq. 7-91 Wall: waII02 Powered by Vespa Page 16 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 21 Wheat Ridge, CO Section 29 Details Section 29 Cross-section Section 29 Static ICS Cross-section Section 29 Cross-section Details Upper Slope Angle R 0.00 ° Crest Offset 0.00 ft Live Load ql 01b/ft2 Live Offset qlofs 0.00 ft Dead Load qd 390lb/ft2 Dead Offset qdofs 3.00 ft Top of Section 506.00 ft Bottom Grade 503.00 ft Base of Section 501.67 ft Design Height H 4.33 ft Embedment Depth Hemb 1.33ft Wall: waII02 --------{Synteen G --------{Synteen GE --------�SynteenG (Synteen G€ Powered by Vespa Page 17 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Empirical Checks Check Description Min. Requirement Result Status Hemb Minimum Embedment % 10.0000 44.4444 Pass L Min. Reinforcement Length 4.0000 15.0000 Pass UH Ratio Min. L/H Ratio 0.6000 3.7500 Pass La Min. Anchorage Length 1.0000 12.5279 Pass MinHemb Minimum Embedment 15.0000 16.0000 Pass Rs Max. Reinforcement Separation 0.0000 1.3333 Pass RsBottom Max. multiple of Hu at bottom 0.00 2.00 Pass RsTop Max. multiple of Hu at top 0.00 2.50 Pass External Checks 14.09ft Eq. 7-11 Earth pressure from soil weight Static 293.231b/ft Eq. 7-12 Force of uniform surcharge Pq Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 29.53 Pass FSct Crest Toppling 1.50 6.55 Pass FSot Overturning 2.00 91.51 Pass FSsl Base Sliding 1.50 11.32 Pass Internal and Local Checks Vert. component of Ps PsV 109.991b/ft Static Vert. force of dead load surcharge PgdV 152.291b/ft Eq. 7-21 Vert. force of live load surcharge Elevation FSsl FSpo FSto FScs FSsc Vert. component of active earth force Layer (ft) >=1.50 >=1.50 >=1.50 >=1.50 >=1.50 Xs 2 504.33 3.59 26.12 3.88 5.54 Xq 15.30 ft 1 503.00 3.21 39.51 5.62 4.40 0.00 ft Eq. 7-26 Static Calculations General Equations External failure plane ae 51.75° Eq. 5-5 External active earth pressure Kaext 0.24 Eq. 7-1 External interface friction angle be 30.00' Eq. 7-2 Width of reinforced zone L' 14.09 ft Eq. 7-3 Increase in width of reinforced zone due to (3 L" 0.00 ft Eq. 7-4 Increase in height due to backslope h 0.00 ft Eq. 7-5 Increase in height due to backslope at La hmax 0.00 ft Eq. 7-6 Increase in height due to backslope hs 0.00 ft Eq. 7-7 Width of rein. layer for internal sliding Ls" 0.00 ft Eq. 7-8 Equivalent slope at back of rein. zone j3ext 0.00 ° Eq. 7-9 Height of back of wall for ext. stability Hext 4.33ft Eq. 7-10 Horizontal width of rein. zone at backslope LP 14.09ft Eq. 7-11 Earth pressure from soil weight Ps 293.231b/ft Eq. 7-12 Force of uniform surcharge Pq 406.01 Ib/ft Eq. 7-13 Horz. component of Ps PsH 271.821b/ft Eq. 7-14 Horz. force of dead load surcharge PgdH 376.371b/ft Eq. 7-15 Horz. force of live load surcharge PglH 0.001b/ft Eq. 7-16 Horz. component of active earth force PaH 648.191b/ft Eq. 7-17 Resisting moment arm for PsH Ys 1.44ft Eq. 7-18 Resisting moment arm for PqH Yq 2.17ft Eq. 7-19 Vert. component of Ps PsV 109.991b/ft Eq. 7-20 Vert. force of dead load surcharge PgdV 152.291b/ft Eq. 7-21 Vert. force of live load surcharge PgIV 0.001b/ft Eq. 7-22 Vert. component of active earth force PaV 262.28 lb/ft Eq. 7-23 Resisting moment arm for PsV Xs 15.20 ft Eq. 7-24 Resisting moment arm for PqV Xq 15.30 ft Eq. 7-25 Height above rein. area at int. failure plane hint 0.00 ft Eq. 7-26 Horz. influence distance dint 2.39 ft Eq. 7-27 Distance dead load applied for broken back Lpq 11.09 ft Eq. 7-29 Internal active earth pressure Kaint 0.20 Eq. 7-43 Internal interface friction angle bi 22.67 ° Eq. 7-44 Maximum height of slope influence hmaxint 0.00 ft Eq. 7-45 Slope for internal analysis pint 0.00 ° Eq. 7-46 Internal failure plane ai 55.31 ° Eq. 7-50 Elevation of influence of live load Eqlinfl 4.33ft Eq. 7-93 Elevation of influence of dead load Eqdinfl 0.00 ft Eq. 7-94 Wall: wall02 Powered by Vespa Page 18 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Wall: wall02 Base Sliding Weight of reinforced mass Wri 8125.00lb/ft Eq. 7-30 Weight of soil above wall Wrol 0.00lb/ft Eq. 7-31 Al Weight of soil above wall Wr[i2 0.00lb/ft Eq. 7-31 A2 Weight of soil above wall Wra3 0.00lb/ft Eq. 7-31 A3 Weight of soil above wall Wrp 0.00lb/ft Eq. 7-31 Base sliding resistance Rs 7340.24 lb/ft Eq. 7-32 Base sliding FSsl 11.32 Eq. 7-33 Overturning Resisting moment Mr 110549.18 lb -ft Eq. 7-34 Resisting moment arm for rein. zone Xri 7.76 ft Eq. 7-35 Resisting moment arm in top slope Xr[31 1.61 ft Eq. 7-36A1 Resisting moment arm in top slope Xr[i2 8.65 ft Eq. 7-36A2 Resisting moment arm in top slope Xr[i3 15.70 ft Eq. 7-36A3 Resisting moment arm for surcharge Xgj3 10.06 ft Eq. 7-37 Driving moment Mo 1208.10 lb -ft Eq. 7-38 Overturning FSot 91.51 Eq. 7-39 Bearing Capacity Equivalent bearing area B 15.00ft Eq. 7-40 Eccentricity of bearing force e 0.00 ft Eq. 7-41 Applied bearing pressure Qa 847.581b/ft2 Eq. 7-42 Ultimate bearing pressure Qult 25032.091b/ft2 Eq. 12-10 Bearing capacity FSbc 29.53 Eq. 12-11 Tensile Overstress Acn Dn Fgn Layer/ Elevation (ft) (ft) (Ib/ft) FSto Course (ft) [7-54..57] [7-58..60] [7-61] [7-62] 1/2 503.00 2.00 3.33 315.25 5.96 2/4 504.33 2.33 1.17 244.30 7.69 Pullout ACn La do Layer/ Elevation (Ib/ft) (ft) (ft) FSpo Course (ft) [7-63] [7-64] [7-65] [7-66] 112 503.00 10950.65 13.26 3.00 34.74 2/4 504.33 8089.57 12.53 1.67 33.11 Intenal Sliding PsH PgdH PglH PsV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-67] [7-68] [7-69] [7-70] 1/2 503.00 130.28 260.56 0.00 52.72 2/4 504.33 40.21 144.76 0.00 16.27 PgdV PgIV PaH PaV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-71] [7-72] [7-73] [7-74] 1/2 503.00 0.00 105.43 390.85 158.15 2/4 504.33 0.00 58.57 184.97 74.84 R's W'ri V u h3' O�t� of Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) �Ssl Course (ft) [7-75] [7-76] [7-77] [7-7A] 1/2 503.00 5271.71 5285.00 1636.06 17. 4�G� 2/4 504.33 3959.28 2936.11 1528.23 29.67 41 7 Connection Strength Fgn Tconn hinfimax Layer/ Elevation (Ib/ft) (Ib/ft) FScs (ft) Course (ft) [7-61X] [7-79] [7-80] [7-92] 1/2 503.00 162.83 1270.55 7.80 0.00 2/4 504.33 66.49 1141.55 17.17 0.00 Powered by Vespa Page 19 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 21 Wheat Ridge, CO Crest Toppling Active earth pressure from soil weight Ps 35.07 lb/ft Eq. 7-81 Uniform surcharges Pq 0.00lb/ft Eq. 7-82 Horz. component of Ps PsH 33.921b/ft Eq. 7-83 Uniform surcharge PqH 0.001b/ft Eq. 7-84 Vert. component of Ps PsV 8.901b/ft Eq. 7-85 Vert. force from dead load surcharge PgdV 0.001b/ft Eq. 7-86 Vert. force from live load surcharge PgIV 0.001b/ft Eq. 7-87 Crest toppling FSct 6.55 Eq. 7-88 Resisting moment Mr 123.49 lb -ft Eq. 7-89 Resisting moment arm X 0.57 ft Eq. 7-90 Height from top layer to grade z 1.67ft Eq. Overturning moment Mo 18.85 lb -ft Eq. 7-91 Wall: wall02 Powered by Vespa Page 20 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad Site: Wheat Ridge, CO Date: 3/5/2017 Wall: wall03 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Project Design Inputs Hu 0.67 ft Facing Width Design Standard National Concrete Masonry Association 3rd Editior Minimum Factors of Safety 1.00ft Facing Weight Xu Conventional Center of Gravity Gu 0.50 ft External Value Internal Batter FSsl Base Sliding 1.50 FSsI Internal Sliding FSbc Bearing Capacity 2.00 FSsc Shear Capacity FSot Overturning 1.50 34.00' Maximum Shear Capacity No Fines 3246.031b/ft 0.55 0.00 External Value Internal 140.02 FSsl Base Sliding 1.50 FSbc Bearing Capacity 2.00 FSot Overturning 1.50 Reinforced External Value Internal FSsl Base Sliding 1.50 FSsI Internal Sliding FSbc Bearing Capacity 2.00 FSpo Pullout FSct Crest Toppling 1.50 FSto Tensile Overstress FSot Overturning 2.00 Design Factors Value 1.50 1.50 Value Faci Value Facing 1.50 FScs 1.50 FSsc 1.50 Minimum Maximum Term Description (as appl.) (as appl.) RC Reinforced coverage ratio 1.00 0.00 Selected Facing Unit Compac III Licensor: Keystone Facing Height Hu 0.67 ft Facing Width Lu 1.50ft Facing Depth Wu 1.00ft Facing Weight Xu 120lb/ft3 Center of Gravity Gu 0.50 ft Setback Au 0.09 ft Batter w 7.97 ° Cap Height Hcu 0.33ft Initial Shear Capacity au 1393.441b/ft Apparent Shear Angle Au 34.00' Maximum Shear Capacity Vu(max) 3246.031b/ft Selected Reinforcement Types Reinforcements SF35 - Synteen Geogrid SF35 Supplier: Synteen Technical Fabrics, Inc., Fill Type: Clays and Silts Tult 3,436.09 RFcr 1.54 RFd 1.10 LTDS 1,878.14 RFid 1.08 Cds 0.80 a 0.80 Wall: wa1103 Connection Strength Facing Shear Connection Properties acsl 980.31 IP -1 1,250.40 acs2 1,989.25 IP -2 2,000.64 acs max 2,266.78 au 900.29 J\u 34.00 Vu(max) 2,762.88 Selected Soil Types Value Value Value 1.50 1.50 Powered by Vespa Page 2 Printed 3/5/2017 Version: 2.1.7.6050 In Situ Friction Density y Friction Cohesion Cf Soil Zone Soil Type Angle cp [Ib/ft3] Factor p [Ib/ft2] Infill (i) GP 34° 125.00 n/a n/a Retained (r) CL 30° 130.00 n/a n/a Foundation (f) CL 30° 130.00 0.55 0.00 Base (b) 39° 140.02 0.70 n/a Value Value Value 1.50 1.50 Powered by Vespa Page 2 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO In Situ Friction Density y Friction Cohesion Cf Soil Zone Soil Type ,Angle 9 [Ib/ft3] Factor p [Ib/ft2] Drainage (d) GP 381, 125.02 0.70 n/a Sail Glossary CH: Inorganic clays, high plasticity CL: Inorganic, clays, low to medium plasticity, gravelly, sandy, silty, lean clays GC: Clayey gravels, poorly graded gravel -sand -clay mixtures GM: Silty gravels, poorly graded gravel -sand -silt mixtures GP: Poorly -graded gravels, gravel -sand. Little or no fines. GW: Well -graded gravels, gravel -sand. Little or no fines. MH: Inorganic clayey silts, elastic silts ML: Inorganic silts, very fine sands, silty or clayey, slight plasticty SC: Clayey sands, poorly graded sand -clay mixtures SM: Silty sands, poorly graded sand -silt mixtures SP: Poorly -graded sands, gravelly sands. Little or no fines. SW: Well -graded sands, gravelly sands. Little or no fines. Wall: waII03 Powered by Vespa Page 3 Printed 3/5/2017 '' Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Section 2 Details Section 2 Cross-section 3.0 Section 2 Static ICS Cross-section 3.0 Wall: waII03 ------{Synteen Geogrid SF35} 1 — — — — — -{Synteen Geogrid SF351 1 Section 2 Cross-section Details Upper Slope Angle R 18.40° Crest Offset 3.00ft Live Load ql 01b/ft2 Live Offset qlofs 0.00 ft Dead Load qd 01b/ft2 Dead Offset gdofs 0.00 ft Top of Section 501.33 ft Bottom Grade 499.00 ft Base of Section 497.67 ft Design Height H 3.55ft Embedment Depth Hemb 1.33ft -{Synteen Geogrid SF351 1 {Synteen Geogrid SF351 1 r Powered by Vespa Page 4 Printed 3/5/2017 to Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Empirical Checks Check Description Min. Requirement Result Status Hemb Minimum Embedment % 10.0000 57.1429 Pass L Min. Reinforcement Length 4.0000 12.0000 Pass VH Ratio Min. L/H Ratio 0.6000 3.3845 Pass La Min. Anchorage Length 1.0000 9.4343 Pass MinHemb Minimum Embedment 12.0000 16.0000 Pass Rs Max. Reinforcement Separation 0.0000 1.3333 Pass RsBottom Max. multiple of Hu at bottom 0.00 2.00 Pass RsTop Max. multiple of Hu at top 0.00 1.50 Pass External Checks Static Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 37.32 Pass FSct Crest Toppling 1.50 21.78 Pass FSot Overturning 2.00 96.88 Pass FSsi Base Sliding 1.50 12.84 Pass Internal and Local Checks Static Elevation FSsi FSpo FSto FScs FSsc Layer (ft) >=1.50 >=1.50 >=1.50 >=1.50 >=1.50 2 500.33 26.21 32.67 13.87 8.82 1 499.00 54.59 75.18 59.11 33.53 Static Calculations General Equations External failure plane ae 51.75° Eq. 5-5 External active earth pressure Kaext 0.24 Eq. 7-1 External interface friction angle be 30.00' Eq. 7-2 Width of reinforced zone L' 11.09 ft Eq. 7-3 Increase in width of reinforced zone due to P L" 0.54ft Eq. 7-4 Increase in height due to backslope h 3.87ft Eq. 7-5 Increase in height due to backslope at La hmax 6.34 ft Eq. 7-6 Increase in height due to backslope hs 1.00ft Eq. 7-7 Width of rein. layer for internal sliding Ls" 0.14ft Eq. 7-8 Equivalent slope at back of rein. zone Pext 0.00° Eq. 7-9 Height of back of wall for ext. stability Hext 4.54ft Eq. 7-10 Horizontal width of rein. zone at backslope LR 11.23ft Eq. 7-11 Earth pressure from soil weight Ps 322.38 lb/ft Eq. 7-12 Force of uniform surcharge Pq 0.00lb/ft Eq. 7-13 Horz. component of Ps PsH 298.841b/ft Eq. 7-14 Horz. force of dead load surcharge PgdH 0.00lb/ft Eq. 7-15 Horz. force of live load surcharge PgIH 0.00lb/ft Eq. 7-16 Horz. component of active earth force PaH 298.84 lb/ft Eq. 7-17 Resisting moment arm for PsH Ys 1.51 ft Eq. 7-18 Resisting moment arm for PqH Yq 2.27 ft Eq. 7-19 Vert. component of Ps PsV 120.921b/ft Eq. 7-20 Vert. force of dead load surcharge PgdV 0.001b/ft Eq. 7-21 Vert. force of live load surcharge PgIV 0.00lb/ft Eq. 7-22 Vert. component of active earth force PaV 120.92 lb/ft Eq. 7-23 Resisting moment arm for PsV Xs 12.21 ft Eq. 7-24 Resisting moment arm for PqV Xq 12.32 ft Eq. 7-25 Height above rein. area at int. failure plane hint 0.91 ft Eq. 7-26 Horz. influence distance dint 2.75 ft Eq. 7-27 Distance dead load applied for broken back LPq 11.23 ft Eq. 7-29 Internal active earth pressure Kaint 0.22 Eq. 7-43 Internal interface friction angle bi 22.67° Eq. 7-44 Maximum height of slope influence hmaxint 2.36 ft Eq. 7-45 Slope for internal analysis Pint 8.01 ° Eq. 7-46 Internal failure plane ai 53.98° Eq. 7-50 Elevation of influence of live load Eqlinfl 3.55 ft Eq. 7-93 Elevation of influence of dead load Eqdinfl 3.55 ft Eq. 7-94 Wall: wa1103 Powered by Vespa Page 5 Printed 3/5/2017 t Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Base Sliding PsH PgdH Weight of reinforced mass Wri 5318.41 Ib/ft Eq. 7-30 Weight of soil above wall WrP1 187.12lb/ft Eq. 7-31A1 Weight of soil above wall Wr(32 1009.61 Ib/ft Eq. 7-31 A2 Weight of soil above wall Wr[33 8.71 Ib/ft Eq. 7-31A3 Weight of soil above wall Wr[i 1205.44 lb/ft Eq. 7-31 Base sliding resistance Rs 3836.36 lb/ft Eq. 7-32 Base sliding FSsl 12.84 Eq. 7-33 Overturning 9.43 1.88 75.18 Resisting moment Mr 43848.531b -ft Eq. 7-34 Resisting moment arm for rein. zone Xri 6.20ft Eq. 7-35 Resisting moment arm in top slope Xr[i1 3.50 ft Eq. 7-36A1 Resisting moment arm in top slope Xr(32 8.54ft Eq. 7-36A2 Resisting moment arm in top slope Xr[33 12.64ft Eq. 7-36A3 Resisting moment arm for surcharge Xqp 7.02 ft Eq. 7-37 Driving moment Mo 452.60 lb -ft Eq. 7-38 Overturning FSot 96.88 Eq. 7-39 Bearing Capacity (Ib/ft) (Ib/ft) FSsI Equivalent bearing area B 12.00 ft Eq. 7-40 Eccentricity of bearing force e 0.00 ft Eq. 7-41 Applied bearing pressure Qa 553.73 lb/ft2 Eq. 7-42 Ultimate bearing pressure Qult 20663.58 Ib/ft2 Eq. 12-10 Bearing capacity FSbc 37.32 Eq. 12-11 Tensile Overstress Acn Dn Fgn Layer/ Elevation (ft) (ft) (Ib/ft) FSto Course (ft) [7-54..57] [7-58..60] [7-61] [7-62] 1/2 499.00 2.00 2.55 135.42 13.87 2/4 500.33 1.55 0.77 31.77 59.11 Pullout PsH PgdH PgIH PsV Layer/ Elevation ACn La do (Ib/ft) Layer/ Elevation (Ib/ft) (ft) (ft) FSpo Course (ft) [7-63] [7-64] [7-65] [7-66] 1/2 499.00 4424.70 10.22 3.21 32.67 2/4 500.33 2388.73 9.43 1.88 75.18 Intenal Sliding Connection Strength PsH PgdH PgIH PsV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-67] [7-68] [7-69] [7-70] 1/2 499.00 149.18 0.00 0.00 60.36 2/4 500.33 51.00 0.00 0.00 20.63 PgdV PgIV PaH PaV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-71] [7-72] [7-73] [7-74] 1/2 499.00 0.00 0.00 149.18 60.36 2/4 500.33 0.00 0.00 51.00 20.63 R's W'ri V u Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) FSsI Course (ft) [7-75] [7-76] [7-77] [7-78] 1/2 499.00 2338.38 3067.68 1572.36 26.21 2/4 500.33 1319.27 1218.79 1464.53 54.59 Connection Strength Wall: wall03 Powered by Vespa Page 6 Printed 3/5/2017 Version: 2.1.7.6050 Fgn Tconn hinflmax Layer/ Elevation (Ib/ft) (Ib/ft) FScs (ft) Course (ft) [7-61X] [7-79] [7-80] [7-92] 112 499.00 135.42 1194.34 8.82 0.51 2/4 500.33 31.77 1065.34 33.53 0.51 Wall: wall03 Powered by Vespa Page 6 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Crest Toppling Active earth pressure from soil weight Uniform surcharges Horz. component of Ps Uniform surcharge Vert. component of Ps Vert. force from dead load surcharge Vert. force from live load surcharge Crest toppling Resisting moment Resisting moment arm Height from top layer to grade Overturning moment Powered by Vespa i Wall: wall03 Ps 10.621b/ft Eq. 7-81 Pq 0.00lb/ft Eq. 7-82 PsH 10.271b/ft Eq. 7-83 PqH 0.00lb/ft Eq. 7-84 PsV 2.69lb/ft Eq. 7-85 PgdV 0.00 lb/ft Eq. 7-86 PgIV 0.00lb/ft Eq. 7-87 FSct 21.78 Eq. 7-88 Mr 65.57 lb -ft Eq. 7-89 X w 0.52 ft Eq. 7-90 z 0.88 ft Eq. Mo 3.01 lb -ft Eq. 7-91 Page 7 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Section 3 Details Section 3 Cross-section 3.0 Section 3 Static ICS Cross-section 3.0 >f ■ Section 3 Cross-section Details Upper Slope Angle (3 18.40° Crest Offset 3.00ft Live Load ql 0lb/ft2 Live Offset glofs 0.00ft Dead Load qd 0lb/ft2 Dead Offset qdofs 0.00ft Top of Section 502.00ft Bottom Grade 499.00ft Base of Section 497.67ft Design Height H 4.33ft Embedment Depth Hemb 1.33ft i Wall: wall03 — — {Synteen Gi {Synteen GE — — — — — — {Synteen GI — — — — {Synteen GE Powered by Vespa Page 8 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Empirical Checks FSsI FSpo FSto FScs FSsc Check Description Min. Requirement Result Status Hemb Minimum Embedment % 10.0000 44.4444 Pass L Min. Reinforcement Length 4.0000 18.0000 Pass UH Ratio Min. UH Ratio 0.6000 4.1538 Pass La Min. Anchorage Length 1.0000 15.4532 Pass MinHemb Minimum Embedment 12.0000 16.0000 Pass Rs Max. Reinforcement Separation 0.0000 1.3333 Pass RsBottom Max. multiple of Hu at bottom 0.00 2.00 Pass RsTop Max. multiple of Hu at top 0.00 2.50 Pass External Checks PaH 411.441b/ft Eq. 7-17 Ys Static Eq. 7-18 Yq 2.67ft Eq. 7-19 Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 44.58 Pass FSct Crest Toppling 1.50 6.15 Pass FSot Overturning 2.00 156.76 Pass FSsl Base Sliding 1.50 16.66 Pass Internal and Local Checks Static Elevation FSsI FSpo FSto FScs FSsc Layer (ft) >=1.50 >=1.50 >=1.50 >=1.50 >=1.50 2 500.33 26.80 50.19 13.87 7.29 1 499.00 26.21 32.67 10.77 8.82 Static Calculations General Equations External failure plane External active earth pressure External interface friction angle Width of reinforced zone Increase in width of reinforced zone due to R Increase in height due to backslope Increase in height due to backslope at LP Increase in height due to backslope Width of rein. layer for internal sliding Equivalent slope at back of rein. zone Height of back of wall for ext. stability Horizontal width of rein. zone at backslope Earth pressure from soil weight Force of uniform surcharge Horz. component of Ps Horz. force of dead load surcharge Horz. force of live load surcharge Horz. component of active earth force Resisting moment arm for PsH Resisting moment arm for PqH Vert. component of Ps Vert. force of dead load surcharge Vert. force of live load surcharge Vert. component of active earth force Resisting moment arm for PsV Resisting moment arm for PqV Height above rein. area at int. failure plane Horz. influence distance Distance dead load applied for broken back Internal active earth pressure Internal interface friction angle Maximum height of slope influence Slope for internal analysis Internal failure plane Elevation of influence of live load Elevation of influence of dead load Powered by Vespa , = Wall: wall03 ae 51.75' Eq. 5-5 Kaext 0.24 Eq. 7-1 6e 30.00 ° Eq. 7-2 L' 17.09 ft Eq. 7-3 L" 0.83ft Eq. 7-4 h 5.96 ft Eq. 7-5 hmax 9.39 ft Eq. 7-6 hs 1.00ft Eq. 7-7 Ls" 0.14 ft Eq. 7-8 Pext 0.00 ° Eq. 7-9 Hext 5.33 ft Eq. 7-10 L[3 17.23 ft Eq. 7-11 Ps 443.85 lb/ft Eq. 7-12 Pq 0.00lb/ft Eq. 7-13 PsH 411.441b/ft Eq. 7-14 PgdH 0.00lb/ft Eq. 7-15 PgIH 0.00lb/ft Eq. 7-16 PaH 411.441b/ft Eq. 7-17 Ys 1.78 ft Eq. 7-18 Yq 2.67ft Eq. 7-19 PsV 166.48 lb/ft Eq. 7-20 PgdV 0.00lb/ft Eq. 7-21 PgIV 0.00lb/ft Eq. 7-22 PaV 166.481b/ft Eq. 7-23 Xs 18.25 ft Eq. 7-24 Xq 18.37 ft Eq. 7-25 a. 0 pR hint 1.10 ft Eq. 7-26 dint 3.23 ft Eq. 7-27 Lpq 17.23 ft Eq. 7-29 CO Kaint 0.22 Eq. 7-43 0� 6i 22.67' Eq. 7-44 hmaxint 2.88 ft Eq. 7-45 pint 6.57' Eq. 7-46 ai 54.24 ° Eq. 7-50 Eqlinfl 4.33 ft Eq. 7-93 Eqdinfl 4.33 ft Eq. 7-94 Page 9 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Base Sliding Mr 114616.65 lb -ft Eq. 7-34 Weight of reinforced mass Wri 9750.00lb/ft Eq. 7-30 Weight of soil above wall Wr[31 187.12lb/ft Eq. 7-31 Al Weight of soil above wall Wr[32 1758.091b/ft Eq. 7-31 A2 Weight of soil above wall Wr[i3 8.71 Ib/ft Eq. 7-31 A3 Weight of sail above wall Wr(3 1953.92 Ib/ft Eq. 7-31 Base sliding resistance Rs 6853.38 Ib/ft Eq. 7-32 Base sliding FSsl 16.66 Eq. 7-33 Overturning Resisting moment Mr 114616.65 lb -ft Eq. 7-34 Resisting moment arm for rein. zone Xri Layer/ 9.26 ft Eq. 7-35 Resisting moment arm in top slope Xrol (Ib/ft) 3.61 ft Eq. 7-36A1 Resisting moment arm in top slope Xr(32 [7-69] 11.65ft Eq. 7-36A2 Resisting moment arm in top slope Xr[33 0.00 18.75ft Eq. 7-36A3 Resisting moment arm for surcharge Xq[i 102.78 10.13ft Eq. 7-37 Driving moment Mo 731.18 lb -ft Eq. 7-38 Overturning FSot Layer/ 156.76 Eq. 7-39 Bearing Capacity (Ib/ft) (Ib/ft) Course (ft) Equivalent bearing area B [7-73] 18.00 ft Eq. 7-40 Eccentricity of bearing force e 0.00 0.00 ft Eq. 7-41 Applied bearing pressure Qa 0.00 659.47 lb/ft2 Eq. 7-42 Ultimate bearing pressure Quit 29400.60 lb/ft2 Eq. 12-10 Bearing capacity FSbc Layer/ 44.58 Eq. 12-11 Tensile Overstress (Ib/ft) FSsl Course (ft) Acn Dn Fgn [7-78] 1/2 Layer/ Elevation (ft) (ft) (Ib/ft) 1636.06 FSto Course (ft) [7-54..57] [7-58..60] [7-61] 3561.11 [7-62] 1/2 499.00 2.00 3.33 174.38 10.77 2/4 500.33 2.33 1.17 71.21 26.38 Pullout ACn La do Layer/ Elevation (Ib/ft) (ft) (ft) FSpo Course (ft) [7-63] [7-64] [7-65] [7-66] 1/2 499.00 8751.55 16.23 4.00 50.19 2/4 500.33 5554.88 15.45 2.66 78.01 Intenal Sliding Connection Strength PsH PgdH PglH PsV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-67] [7-68] [7-69] [7-70] 1/2 499.00 231.38 0.00 0.00 93.62 2/4 500.33 102.78 0.00 0.00 41.59 PgdV PgIV PaH PaV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-71] [7-72] [7-73] [7-74] 1/2 499.00 0.00 0.00 231.38 93.62 2/4 500.33 0.00 0.00 102.78 41.59 R's W'ri V u Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) FSsl Course (ft) [7-75] [7-76] [7-77] [7-78] 1/2 499.00 4563.75 6410.00 1636.06 26.80 2/4 500.33 2998.39 3561.11 1528.23 44.04 Connection Strength Wall: wall03 Powered by Vespa Page 10 Printed 3/5/2017 s Version: 2.1.7.6050 Fgn Tconn hinfimax Layer/ Elevation (Ib/ft) (Ib/ft) FScs (ft) Course (ft) [7-61X] [7-79] [7-80] [7-92] 1/2 499.00 174.38 1270.55 7.29 0.62 2/4 500.33 71.21 1141.55 16.03 0.62 Wall: wall03 Powered by Vespa Page 10 Printed 3/5/2017 s Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Crest Toppling Active earth pressure from soil weight Ps 37.561b/ft Eq. 7-81 Uniform surcharges Pq 0.00lb/ft Eq. 7-82 Horz. component of Ps PsH 36.331b/ft Eq. 7-83 Uniform surcharge PqH 0.001b/ft Eq. 7-84 Vert. component of Ps PsV 9.531b/ft Eq. 7-85 Vert. force from dead load surcharge PgdV 0.00lb/ft Eq. 7-86 Vert. force from live load surcharge PgIV 0.00lb/ft Eq. 7-87 Crest toppling FSct 6.15 Eq. 7-88 Resisting moment Mr 124.17 lb -ft Eq. 7-89 Resisting moment arm X 0.57ft Eq. 7-90 Height from top layer to grade z 1.67ft Eq. Overturning moment w 20.18 lb -ft Eq. 7-91 Wall: wall03 Powered by Vespa Page 11 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad Site: Wheat Ridge, CO Date: 3/5/2017 Wall: waII04 Project: 17008 - Kings Sooper Fuel Pad [Rev. 21 Wheat Ridge, CO Project Design Inputs Hu 0.67ft Facing Width Design Standard National Concrete Masonry Association 3rd Editiot Minimum Factors of Safety 1.00ft Facing Weight Xu Conventional Center of Gravity Gu 0.50 ft External Value Internal Batter FSsl Base Sliding 1.50 FSsl Internal Sliding FSbc Bearing Capacity 2.00 FSsc Shear Capacity FSot Overturning 1.50 34.00 ° Maximum Shear Capacity No Fines 3246.031b/ft External Value Internal FSsl Base Sliding 1.50 �s; °� FSbc Bearing Capacity 2.00 FSot Overturning 1.50 Friction Density y Friction Cohesion Cf Reinforced Soil Zone Soil Type Angle cp [Ib/ft3] External Value Internal Infill (i) GP FSsl Base Sliding 1.50 FSsl Internal Sliding FSbc Bearing Capacity 2.00 FSpo Pullout FSct Crest Toppling 1.50 FSto Tensile Overstress FSot Overturning 2.00 0.55 0.00 Design Factors Value Fac 1.50 1.50 Value Faci Value Facin 1.50 FScs 1.50 FSsc 1.50 Minimum Maximum Term Description (as appl.) (as appl.) RC Reinforced coverage ratio 1.00 0.00 Selected Facing Unit Compac III Licensor: Keystone Facing Height Hu 0.67ft Facing Width Lu 1.50ft Facing Depth Wu 1.00ft Facing Weight Xu 1201b/ft3 Center of Gravity Gu 0.50 ft Setback Du 0.09 ft Batter w 7.97' Cap Height Hcu 0.33ft Initial Shear Capacity au 1393.441b/ft Apparent Shear Angle Au 34.00 ° Maximum Shear Capacity Vu(max) 3246.031b/ft Selected Reinforcement Types Reinforcements SF35 - Synteen Geogrid SF35 Supplier: Synteen Technical Fabrics, Inc., Fill Type: Clays and Silts Tult 3,436.09 RFcr 1.54 RFd 1.10 LTDS 1,878.14 RFid 1.08 Cds 0.80 a 0.80 Connection Pro erties Wall: wa1104 Connection Strength Facing Shear Value Value Value 1.50 1.50 P acsl 980.31 IP -1 1,250.40 acs2 1,989.25 IP -2 2,000.64 acs max 2,266.78 iZ cryo au 900.29 Au 34.00 Vu(max) 2,762.88 Selected Soil Types �s; °� In Situ Friction Density y Friction Cohesion Cf Soil Zone Soil Type Angle cp [Ib/ft3] Factor p [Ib/ftz] Infill (i) GP 34° 125.00 n/a n/a Retained (r) CL 30° 130.00 n/a n/a Foundation (f) CL 30° 130.00 0.55 0.00 Base (b) 39° 140.02 0.70 n/a Powered by Vespa Page 2 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 21 Wheat Ridge, CO In Situ Friction Density y Friction Cohesion Cf Soil Zone Soil Type Angle cp [Ib/ft3] Factor p [Ib/ft2] Drainage (d) CP 38° 125.02 0.70 n/a Soil Glossary CH: Inorganic clays, high plasticity CL: Inorganic clays, low to medium plasticity, gravelly, sandy, silty, lean clays GC: Clayey gravels, poorly graded gravel -sand -clay mixtures GM: Silty gravels, poorly graded gravel -sand -silt mixtures GP: Poorly -graded gravels, gravel -sand. Little or no fines. GW: Well -graded gravels, gravel -sand. Little or no fines. MH: Inorganic clayey silts, elastic silts ML: Inorganic silts, very fine sands, silty or clayey, slight plasticty SC: Clayey sands, poorly graded sand -clay mixtures SM: Silty sands, poorly graded sand -silt mixtures SP: Poorly -graded sands, gravelly sands. Little or no fines. SW: Well -graded sands, gravelly sands. Little or no fines. Wall: wa1104 Powered by Vespa Page 3 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Wall: wall04 Section 4 Details Section 4 Cross-section 13.0 - — — — — — — — — — — —-{Synteen Geogrid SF351 12.00 — — — — — — — — — — — —-{Synteen Geogrid SF351 12.00 Section 4 Static ICS Cross-section 1 m Geogrid SF351 12.00 Section 4 Cross-section Details Upper Slope Angle 13 4.40° Crest Offset 13.00ft Live Load ql 0lb/ft2 Live Offset glofs 0.00ft Dead Load qd 01b/ft2 Dead Offset qdofs 0.00ft Top of Section 498.00 ft Bottom Grade 495.00 ft Base of Section 493.67 ft Design Height H 4.33ft Embedment Depth Hemb 1.33 ft Powered by Vespa Page 4 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Empirical Checks FSsl FSpo FSto FScs FSsc Check Description Min. Requirement Result Status Hemb Minimum Embedment % 10.0000 44.4444 Pass L Min. Reinforcement Length 4.0000 12.0000 Pass L/H Ratio Min. UH Ratio 0.6000 2.7692 Pass La Min. Anchorage Length 1.0000 9.4798 Pass MinHemb Minimum Embedment 12.0000 16.0000 Pass Rs Max. Reinforcement Separation 0.0000 1.3333 Pass RsBottom Max. multiple of Hu at bottom 0.00 2.00 Pass RsTop Max. multiple of Hu at top 0.00 2.50 Pass External Checks Eq. 7-11 Earth pressure from soil weight Ps 429.071b/ft Static Force of uniform surcharge Pq 0.001b/ft Eq. 7-13 Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 34.16 Pass FSct Crest Toppling 1.50 6.29 Pass FSot Overturning 2.00 69.71 Pass FSsl Base Sliding 1.50 10.54 Pass Internal and Local Checks Static Elevation FSsl FSpo FSto FScs FSsc Layer (ft) >=1.50 >=1.50 >=1.50 >=1.50 >=1.50 2 496.33 19.34 27.75 11.03 7.46 1 495.00 33.09 39.19 27.01 16.42 Static Calculations General Equations External failure plane ae 51.46° Eq. 5-5 External active earth pressure Kaext 0.24 Eq. 7-1 External interface friction angle be 30.00' Eq. 7-2 Width of reinforced zone L' 11.09ft Eq. 7-3 Increase in width of reinforced zone due to R L" 0.12ft Eq. 7-4 Increase in height due to backslope h 0.86ft Eq. 7-5 Increase in height due to backslope at La hmax 1.26 ft Eq. 7-6 Increase in height due to backslope hs 1.00ft Eq. 7-7 Width of rein. layer for internal sliding Ls" 0.14 ft Eq. 7-8 Equivalent slope at back of rein. zone Pext 1.51 ° Eq. 7-9 Height of back of wall for ext. stability Hext 5.20 ft Eq. 7-10 Horizontal width of rein. zone at backslope L(3 11.21 ft Eq. 7-11 Earth pressure from soil weight Ps 429.071b/ft Eq. 7-12 Force of uniform surcharge Pq 0.001b/ft Eq. 7-13 Horz. component of Ps PsH 397.741b/ft Eq. 7-14 Horz. force of dead load surcharge PgdH 0.001b/ft Eq. 7-15 Horz. force of live load surcharge PglH 0.00lb/ft Eq. 7-16 Horz. component of active earth force PaH 397.74lb/ft Eq. 7-17 Resisting moment arm for PsH Ys 1.73ft Eq. 7-18 Resisting moment arm for PqH Yq 2.60 ft Eq. 7-19 Vert. component of Ps PsV 160.94 lb/ft Eq. 7-20 Vert. force of dead load surcharge PgdV 0.00 lb/ft Eq. 7-21 Vert. force of live load surcharge PgIV 0.00lb/ft Eq. 7-22 Vert. component of active earth force PaV 160.94lb/ft Eq. 7-23 Resisting moment arm for PsV Xs 12.24 ft Eq. 7-24 Resisting moment arm for PqV Xq 12.36 ft Eq. 7-25 Height above rein. area at int. failure plane hint 0.20 ft Eq. 7-26 Horz. influence distance dint 2.61 ft Eq. 7-27 Distance dead load applied for broken back Lpq 11.21 ft Eq. 7-29 Internal active earth pressure Kaint 0.21 Eq. 7-43 Internal interface friction angle 6i 22.67° Eq. 7-44 Maximum height of slope influence hmaxint 0.67 ft Eq. 7-45 Slope for internal analysis pint 4.40 ° Eq. 7-46 Internal failure plane ai 54.62° Eq. 7-50 Elevation of influence of live load Eqlinfl 4.33ft Eq. 7-93 Elevation of influence of dead load Eqdinfl 4.33ft Eq. 7-94 Wall: wall04 Powered by Vespa Page 5 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Base Sliding PsH PgdH Weight of reinforced mass Wri 6500.00 lb/ft Eq. 7-30 Weight of soil above wall Wro 598.26 lb/ft Eq. 7-31 Base sliding resistance Rs 4191.10lb/ft Eq. 7-32 Base sliding FSsl 10.54 Eq. 7-33 Overturning [7-64] [7-65] [7-66] Resisting moment Mr 48024.48 lb -ft Eq. 7-34 Resisting moment arm for rein. zone Xri 6.26 ft Eq. 7-35 Resisting moment arm in top slope Xrp 9.00 ft Eq. 7-36B Resisting moment arm for surcharge Xq[i 7.12 ft Eq. 7-37 Driving moment Mo 688.92 lb -ft Eq. 7-38 Overturning FSot 69.71 Eq. 7-39 Bearing Capacity 495.00 0.00 0.00 Equivalent bearing area B 12.00 ft Eq. 7-40 Eccentricity of bearing force e 0.00 ft Eq. 7-41 Applied bearing pressure Qa 604.94 lb/ft2 Eq. 7-42 Ultimate bearing pressure Qult 20663.58 Ib/ft2 Eq. 12-10 Bearing capacity FSbc 34.16 Eq. 12-11 Tensile Overstress (ft) [7-75] [7-76] Acn Dn Fgn 495.00 Layer/ Elevation (ft) (ft) (Ib/ft) FSto Course (ft) [7-54..57] [7-58..60] [7-61] [7-62] 1/2 495.00 2.00 3.33 170.26 11.03 2/4 496.33 2.33 1.17 69.52 27.01 Pullout PsH PgdH PglH PsV Layer/ Elevation ACn La do (Ib/ft) Layer/ Elevation (Ib/ft) (ft) (ft) FSpo Course (ft) [7-63] [7-64] [7-65] [7-66] 1/2 495.00 4724.50 10.24 3.42 27.75 2/4 496.33 2724.45 9.48 2.13 39.19 Intenal Sliding Wall: wa1104 Crest Toppling Active earth pressure from soil weight Uniform surcharges Horz. component of Ps Powered by Vespa Page 6 Ps 36.671 b/ft Pq 0.00 Ib/ft PsH 35.47 Ib/ft Eq. 7-81 Eq. 7-82 Eq. 7-83 Printed 3/5/2017 Version: 2.1.7.6050 PsH PgdH PglH PsV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-67] [7-68] [7-69] [7-70] 1/2 495.00 219.81 0.00 0.00 88.94 2/4 496.33 94.26 0.00 0.00 38.14 PgdV PgIV PaH PaV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-71] [7-72] [7-73] [7-74] 1/2 495.00 0.00 0.00 219.81 88.94 2/4 496.33 0.00 0.00 94.26 38.14 R's W'ri V u Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) FSsl Course (ft) [7-75] [7-76] [7-77] [7-78] 1/2 495.00 2615.59 4160.00 1636.06 19.34 2/4 496.33 1590.50 2311.11 1528.23 33.09 C" h� , Connection Strength 41 Fgn Tconn hinflmax .., /011 9� Layer/ Layer/ Elevation (Ib/ft) (Ib/ft) FScs (ft) ID. Course (ft) [7-61X] [7-79] [7-80] [7-92] Soh 1/2 495.00 170.26 1270.55 7.46 0.12 2/4 496.33 69.52 1141.55 16.42 0.12 Crest Toppling Active earth pressure from soil weight Uniform surcharges Horz. component of Ps Powered by Vespa Page 6 Ps 36.671 b/ft Pq 0.00 Ib/ft PsH 35.47 Ib/ft Eq. 7-81 Eq. 7-82 Eq. 7-83 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Uniform surcharge PqH 0.00lb/ft Eq. Vert. component of Ps PsV 9.301b/ft Eq. Vert. force from dead load surcharge PgdV 0.00lb/ft Eq. Vert. force from live load surcharge PgIV 0.00lb/ft Eq. Crest toppling FSct 6.29 Eq. Resisting moment Mr 123.93lb-ft Eq. Resisting moment arm Xw 0.57ft Eq. Height from top layer to grade z 1.67ft Eq. Overturning moment Mo 19.71 Ib -ft Eq. 7-84 7-85 7-86 7-87 7-88 7-89 7-90 7-91 Wall: wa1104 Powered by Vespa Page 7 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Section 5 Details Section 5 Cross-section 4 a.•.i '+. 4.rFx 4 h Section 5 Static ICS Cross-section Section 5 Crass -section Details Upper Slope Angle R 0.00° Crest Offset 0.00 ft Live Load ql 01b/ft2 Live Offset qlofs 0.00 ft Dead Load qd 1,170 lb/ft2 Dead Offset qdofs 3.00 ft Top of Section 498.00 ft Bottom Grade 495.00 ft Base of Section 493.67 ft Design Height H 4.33 ft Embedment Depth Hemb 1.33ft Wall: waII04 Powered by Vespa Page 8 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Wall: wa1104 Empirical Checks Check Description Min. Requirement Result Status Hemb Minimum Embedment % 10.0000 44.4444 Pass L Min. Reinforcement Length 4.0000 21.0000 Pass L/H Ratio Min. L/H Ratio 0.6000 4.8462 Pass La Min. Anchorage Length 1.0000 18.5279 Pass MinHemb Minimum Embedment 12.0000 16.0000 Pass Rs Max. Reinforcement Separation 0.0000 1.3333 Pass RsBottom Max. multiple of Hu at bottom 0.00 2.00 Pass RsTop Max. multiple of Hu at top 0.00 2.50 Pass External Checks Static Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 22.20 Pass FSct Crest Toppling 1.50 6.55 Pass FSot Overturning 2.00 139.35 Pass FSsl Base Sliding 1.50 13.16 Pass Internal and Local Checks Static Elevation FSsl FSpo FSto FScs FSsc Layer (ft) >=1.50 >=1.50 >=1.50 >=1.50 >=1.50 2 496.33 18.30 51.80 11.03 7.80 1 495.00 19.34 27.75 3.03 7.46 Static Calculations General Equations External failure plane ae 51.75' Eq. 5-5 External active earth pressure Kaext 0.24 Eq. 7-1 External interface friction angle 6e 30.00' Eq. 7-2 Width of reinforced zone U 20.09 ft Eq. 7-3 Increase in width of reinforced zone due to R L" 0.00 ft Eq. 7-4 Increase in height due to backslope h 0.00 ft Eq. 7-5 Increase in height due to backslope at L(3 hmax 0.00 ft Eq. 7-6 Increase in height due to backslope hs 0.00 ft Eq. 7-7 Width of rein. layer for internal sliding Ls" 0.00 ft Eq. 7-8 Equivalent slope at back of rein. zone [text 0.00° Eq. 7-9 Height of back of wall for ext. stability Hext 4.33ft Eq. 7-10 Horizontal width of rein. zone at backslope L[3 20.09 ft Eq. 7-11 Earth pressure from soil weight Ps 293.231b/ft Eq. 7-12 Force of uniform surcharge Pq 1218.041b/ft Eq. 7-13 Horz. component of Ps PsH 271.821b/ft Eq. 7-14 Horz. force of dead load surcharge PgdH 1129.11 Ib/ft Eq. 7-15 Horz. force of live load surcharge PgIH 0.00lb/ft Eq. 7-16 Horz. component of active earth force PaH 1400.931b/ft Eq. 7-17 Resisting moment arm for PsH Ys 1.44ft Eq. 7-18 Resisting moment arm for PqH Yq 2.17ft Eq. 7-19 Vert. component of Ps PsV 109.99 lb/ft Eq. 7-20 Vert. force of dead load surcharge PgdV 456.88 Ib/ft Eq. 7-21 Vert. force of live load surcharge PgIV 0.00lb/ft Eq. 7-22 Vert. component of active earth force PaV 566.87 Ib/ft Eq. 7-23 Resisting moment arm for PsV Xs 21.20 ft Eq. 7-24 Resisting moment arm for PqV Xq 21.30 ft Eq. 7-25 Height above rein. area at int. failure plane hint 0.00 ft Eq. 7-26 Horz. influence distance dint 2.39 ft Eq. 7-27 Distance dead load applied for broken back Lpq 17.09 ft Eq. 7-29 Internal active earth pressure Kaint 0.20 Eq. 7-43 Internal interface friction angle bi 22.67° Eq. 7-44 Maximum height of slope influence hmaxint 0.00tt Eq. 7-45 Slope for internal analysis [lint 0.00 ° Eq. 7-46 Internal failure plane ai 55.31 ° Eq. 7-50 Elevation of influence of live load Eqlinfl 4.33ft Eq. 7-93 Elevation of influence of dead load Eqdinfl 0.00ft Eq. 7-94 Powered by Vespa Page 9 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Base Sliding PsH PgdH Weight of reinforced mass Wri 11375.00 lb/ft Eq. 7-30 Weight of soil above wall Wr(31 0.00lb/ft Eq. 7-31 Al Weight of soil above wall Wr[32 0.00lb/ft Eq. 7-31 A2 Weight of soil above wall Wr03 0.00lb/ft Eq. 7-31A3 Weight of soil above wall Wrp 0.00lb/ft Eq. 7-31 Base sliding resistance Rs 18441.121b/ft Eq. 7-32 Base sliding FSsl 13.16 Eq. 7-33 Overturning 18.53 1.67 45.94 Resisting moment Mr 395611.05 lb -ft Eq. 7-34 Resisting moment arm for rein. zone Xri 10.76ft Eq. 7-35 Resisting moment arm in top slope Xr[31 1.61 ft Eq. 7-36A1 Resisting moment arm in top slope Xr(32 11.65ft Eq. 7-36A2 Resisting moment arm in top slope Xr03 21.70 ft Eq. 7-36A3 Resisting moment arm for surcharge Xq(3 13.06ft Eq. 7-37 Driving moment Mo 2839.04 lb -ft Eq. 7-38 Overturning FSot 139.35 Eq. 7-39 Bearing Capacity Equivalent bearing area B 21.00ft Eq. 7-40 Eccentricity of bearing force e 0.00 ft Eq. 7-41 Applied bearing pressure Qa 1521.01 Ib/ftz Eq. 7-42 Ultimate bearing pressure Qult 33769.11 Ib/ft2 Eq. 12-10 Bearing capacity FSbc 22.20 Eq. 12-11 Tensile Overstress 15056.71 7535.00 1636.06 Acn Dn Fgn 496.33 Layer/ Elevation (ft) (ft) (Ib/ft) FSto Course (ft) [7-54..57] [7-58..60] [7-61] [7-62] 1/2 495.00 2.00 3.33 620.07 3.03 2/4 496.33 2.33 1.17 599.93 3.13 Pullout PsH PgdH PgIH PsV Layer/ ACn La do (Ib/ft) Layer/ Elevation (Ib/ft) (ft) (ft) FSpo Course (ft) [7-63] [7-64] [7-65] [7-66] 1/2 495.00 32120.25 19.26 3.00 51.80 2/4 496.33 27560.35 18.53 1.67 45.94 Intenal Sliding Wall: wa1104 Powered by Vespa Page 10 Printed 3/5/2017 Version: 2.1.7.6050 PsH PgdH PgIH PsV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-67] [7-68] [7-69] [7-70] 1/2 495.00 130.28 781.69 0.00 52.72 2/4 496.33 40.21 434.27 0.00 16.27 PgdV PgIV PaH PaV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-71] [7-72] [7-73] [7-74] 1/2 495.00 0.00 316.30 911.97 369.02 2/4 496.33 0.00 175.72 474.48 191.99 R's W'ri V u Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) FSsl Course (ft) [7-75] [7-76] [7-77] [7-78] hCJ`�1 1/2 495.00 15056.71 7535.00 1636.06 18.30 2/4 496.33 13154.10 4186.11 1528.23 30.94 Connection Strength /0* Fgn Tconn hinflmax Layer/ Layer/ Elevation (Ib/ft) (Ib/ft) FScs (ft) Course (ft) [7-61X] [7-79] [7-80] [7-92] 1/2 495.00 162.83 1270.55 7.80 0.00 2/4 496.33 66.49 1141.55 17.17 0.00 Powered by Vespa Page 10 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Crest Toppling Active earth pressure from soil weight Ps 35.07lb/ft Eq. 7-81 Uniform surcharges Pq 0.00lb/ft Eq. 7-82 Horz. component of Ps PsH 33.92 lb/ft Eq. 7-83 Uniform surcharge PqH 0.00lb/ft Eq. 7-84 Vert. component of Ps PsV 8.90lb/ft Eq. 7-85 Vert. force from dead load surcharge PgdV 0.00lb/ft Eq. 7-86 Vert. force from live load surcharge PgIV 0.00lb/ft Eq. 7-87 Crest toppling FSct 6.55 Eq. 7-88 Resisting moment Mr 123.49 Ib -ft Eq. 7-89 Resisting moment arm X 0.57 ft Eq. 7-90 Height from top layer to grade z 1.67ft Eq. Overturning moment Mo 18.85 lb -ft Eq. 7-91 Wall: wall04 Powered by Vespa Page 11 Printed 3/5/2017 t Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad Site: Wheat Ridge, CO Date: 3/5/2017 Wall: waII05 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Hu 0.67 ft Facing Width Wall: wa1105 Project Design Inputs Facing Depth Wu 1.00ft Facing Weight Xu Design Standard National Concrete Masonry Association 3rd Edition Gu 0.50 ft Minimum Factors of Safety Au 0.09 ft Batter w 7.97 ° Conventional Hcu 0.33 ft Initial Shear Capacity au 1393.441b/ft External Value Internal 34.00° Value Facing Value FSsl Base Sliding 1.50 FSsl Internal Sliding 1.50 2,762.88 FSbc Bearing Capacity 2.00 FSsc Shear Capacity 1.50 FSot Overturning 1.50 No Fines External Value Internal Value Facing Value FSsl Base Sliding 1.50 FSbc Bearing Capacity 2.00 FSot Overturning 1.50 Reinforced External Value Internal Value Facing Value FSsl Base Sliding 1.50 FSsl Internal Sliding 1.50 FScs Connection Strength 1.50 FSbc Bearing Capacity 2.00 FSpo Pullout 1.50 FSsc Facing Shear 1.50 FSct Crest Toppling 1.50 FSto Tensile Overstress 1.50 FSot Overturning 2.00 Design Factors Minimum Maximum Term Description (as appl.) (as appl.) RC Reinforced coverage ratio 1.00 0.00 Selected Facing Unit Compac III Licensor: Keystone Facing Height Hu 0.67 ft Facing Width Lu 1.50ft Facing Depth Wu 1.00ft Facing Weight Xu 1201b/ft3 Center of Gravity Gu 0.50 ft Setback Au 0.09 ft Batter w 7.97 ° Cap Height Hcu 0.33 ft Initial Shear Capacity au 1393.441b/ft Apparent Shear Angle Au 34.00° Maximum Shear Capacity Vu(max) 3246.03 lb/ft Selected Reinforcement Types Reinforcements SF35 - Synteen Geogrid SF35 Supplier: Synteen Technical Fabrics, Inc., Fill Type: Clays and Silts Tult 3,436.09 RFcr 1.54 RFd 1.10 LTDS 1,878.14 RFid 1.08 Cds 0.80 Q 0.80 Connection Properties acsi 980.31 IP -1 1,250.40 acs2 1,989.25 IP -2 2,000.64 acs max 2,266.78 au 900.29 Au 34.00 Vu(max) 2,762.88 SF55 - Synteen Geogrid SF55 Supplier: Synteen Technical Fabrics, Inc., Fill Type: Clays and Silts Tult 4,671.49 RFcr 1.54 RFd 1.10 LTDS 2,626.35 RFid 1.05 Cds 0.80 Q 0.80 Connection Properties acsl 850.27 IP -1 1,115.36 acs2 2,170.11 IP -2 2,500.80 acs max 2,755.34 au 900.29 Au 34.00 Vu(max) 2,762.88 Selected Soil Types tr Powered by Vespa Page 2 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Soil Glossary CH: Inorganic clays, high plasticity CL: Inorganic clays, low to medium plasticity, gravelly, sandy, silty, lean clays GC: Clayey gravels, poorly graded gravel -sand -clay mixtures GM: Silty gravels, poorly graded gravel -sand -silt mixtures GP: Poorly -graded gravels, gravel -sand. Little or no fines. GW: Well -graded gravels, gravel -sand. Little or no fines. MH: Inorganic clayey silts, elastic silts ML: Inorganic silts, very fine sands, silty or clayey, slight plasticty SC: Clayey sands, poorly graded sand -clay mixtures SM: Silty sands, poorly graded sand -silt mixtures SP: Poorly -graded sands, gravelly sands. Little or no fines. SW: Well -graded sands, gravelly sands. Little or no fines. Wall: waII05 Powered by Vespa Page 3 Printed 3/5/2017 Version: 2.1.7.6050 In Situ Friction Density y Friction Cohesion Cf Soil Zone Soil Type Angle rp [Ib/ft3] Factor p [Ib/ft2] Infill (i) CP 34° 125.00 n/a n/a Retained (r) CL 30° 130.00 n/a n/a Foundation (f) CL 30° 130.00 0.55 0.00 Base (b) 39° 140.02 0.70 n/a Drainage (d) GP 38° 125.02 0.70 n/a Soil Glossary CH: Inorganic clays, high plasticity CL: Inorganic clays, low to medium plasticity, gravelly, sandy, silty, lean clays GC: Clayey gravels, poorly graded gravel -sand -clay mixtures GM: Silty gravels, poorly graded gravel -sand -silt mixtures GP: Poorly -graded gravels, gravel -sand. Little or no fines. GW: Well -graded gravels, gravel -sand. Little or no fines. MH: Inorganic clayey silts, elastic silts ML: Inorganic silts, very fine sands, silty or clayey, slight plasticty SC: Clayey sands, poorly graded sand -clay mixtures SM: Silty sands, poorly graded sand -silt mixtures SP: Poorly -graded sands, gravelly sands. Little or no fines. SW: Well -graded sands, gravelly sands. Little or no fines. Wall: waII05 Powered by Vespa Page 3 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Section 3 Details Section 3 Cross-section +01. Section 3 Static ICS Cross-section 3.0 Wall: wa1105 I — — -{Synteen Geogrid SF35} 12.00 — — -{Synteen Geogrid SF351 12.00 — -�-��"='" — — `+ — — -{Synteen Geogrid SF35) 12.00 -{Synteen Geogrid SF35} 12.00 �X Section 3 Cross-section Details Upper Slope Angle R 18.40° Crest Offset 3.00 ft Live Load ql 0lb/ft2 Live Offset glofs 0.00 ft Dead Load qd 0lb/ft2 Dead Offset qdofs 0.00 ft Top of Section 494.00ft Bottom Grade 491.00 ft Base of Section 489.67 ft Design Height H 4.33ft Embedment Depth Hemb 1.33ft Powered by Vespa Page 4 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Empirical Checks FSsl FSpo FSto FScs FSsc Check Description Min. Requirement Result Status Hemb Minimum Embedment % 10.0000 44.4444 Pass L Min. Reinforcement Length 4.0000 12.0000 Pass UH Ratio Min. UH Ratio 0.6000 2.7692 Pass La Min. Anchorage Length 1.0000 9.4532 Pass MinHemb Minimum Embedment 12.0000 16.0000 Pass Rs Max. Reinforcement Separation 0.0000 1.3333 Pass RsBottom Max. multiple of Hu at bottom 0.00 2.00 Pass RsTop Max. multiple of Hu at top 0.00 2.50 Pass External Checks [text 0.00 ° Eq. 7-9 Static Hext 5.33 ft Eq. 7-10 Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 31.50 Pass FSct Crest Toppling 1.50 6.15 Pass FSot Overturning 2.00 71.43 Pass FSsl Base Sliding 1.50 11.05 Pass Internal and Local Checks Static Elevation FSsl FSpo FSto FScs FSsc Layer (ft) >=1.50 >=1.50 >=1.50 >=1.50 >=1.50 2 492.33 19.80 31.63 10.77 7.29 1 491.00 33.55 47.72 26.38 16.03 Yaflc Calculations Wall: wa1105 General Equations External failure plane ae 51.75 ° Eq. 5-5 External active earth pressure Kaext 0.24 Eq. 7-1 External interface friction angle 6e 30.00' Eq. 7-2 Width of reinforced zone L' 11.09 ft Eq. 7-3 Increase in width of reinforced zone due to R L" 0.54 ft Eq. 7-4 Increase in height due to backslope h 3.87 ft Eq. 7-5 Increase in height due to backslope at LP hmax 6.60 ft Eq. 7-6 Increase in height due to backslope hs 1.00ft Eq. 7-7 Width of rein. layer for internal sliding Ls" 0.14ft Eq. 7-8 Equivalent slope at back of rein. zone [text 0.00 ° Eq. 7-9 Height of back of wall for ext. stability Hext 5.33 ft Eq. 7-10 Horizontal width of rein. zone at backslope L[3 11.23ft Eq. 7-11 Earth pressure from soil weight Ps 443.85 lb/ft Eq. 7-12 Force of uniform surcharge Pq 0.00lb/ft Eq. 7-13 Horz. component of Ps PsH 411.441b/ft Eq. 7-14 Horz. force of dead load surcharge PgdH 0.00lb/ft Eq. 7-15 Horz. force of live load surcharge PglH 0.00lb/ft Eq. 7-16 Horz. component of active earth force PaH 411.441b/ft Eq. 7-17 Resisting moment arm for PsH Ys 1.78 ft Eq. 7-18 Resisting moment arm for PqH Yq 2.67 ft Eq. 7-19 Vert. component of Ps PsV 166.48 lb/ft Eq. 7-20 Vert. force of dead load surcharge PgdV 0.00lb/ft Eq. 7-21 Vert. force of live load surcharge PgIV 0.00lb/ft Eq. 7-22 Vert. component of active earth force PaV 166.48 Ib/ft Eq. 7-23 of Resisting moment arm for PsV Xs 12.25 ft Eq. 7-24 Resisting moment arm for PqV Xq 12.37 ft Eq. 7-25`y Height above rein. area at int. failure plane hint 1.10ft Eq. 7-26 �'�Gi�j Horz. influence distance dint 3.23ft Eq. 7-27 ydi� Distance dead load applied for broken back L[3q 11.23ft Eq. 7-29 Internal active earth pressure Kaint 0.22 Eq. 7-43 Internal interface friction angle iii 22.67' Eq. 7-44 Maximum height of slope influence hmaxint 2.88 ft Eq. 7-45 Slope for internal analysis [lint 6.57° Eq. 7-46 Internal failure plane ai 54.24° Eq. 7-50 Elevation of influence of live load Eglinfl 4.33 ft Eq. 7-93 Elevation of influence of dead load Eqdinfl 4.33 ft Eq. 7-94 Powered by Vespa Page 5 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Base Sliding Weight of reinforced mass Wri 6500.00 lb/ft Eq. 7-30 Weight of soil above wall Wr[i1 187.12lb/ft Eq. 7-31A1 Weight of soil above wall Wr[i2 1009.61 Ib/ft Eq. 7-31A2 Weight of soil above wall Wr[33 8.71 Ib/ft Eq. 7-31 A3 Weight of soil above wall Wrp 1205.44 lb/ft Eq. 7-31 Base sliding resistance Rs 4544.86 lb/ft Eq. 7-32 Base sliding FSsl 11.05 Eq. 7-33 Overturning 9.45 2.66 47.72 Resisting moment Mr 52230.151b -ft Eq. 7-34 Resisting moment arm for rein. zone Xri 6.26 ft Eq. 7-35 Resisting moment arm in top slope Xr[i1 3.61 ft Eq. 7-36A1 Resisting moment arm in top slope Xr02 8.65 ft Eq. 7-36A2 Resisting moment arm in top slope Xr[i3 12.75 ft Eq. 7-36A3 Resisting moment arm for surcharge Xq[i 7.13ft Eq. 7-37 Driving moment Mo 731.181b -ft Eq. 7-38 Overturning FSot 71.43 Eq. 7-39 Bearing Capacity 0.00 0.00 41.59 Equivalent bearing area B 12.00 ft Eq. 7-40 Eccentricity of bearing force e 0.00 ft Eq. 7-41 Applied bearing pressure Qa 656.00 lb/ftz Eq. 7-42 Ultimate bearing pressure Qult 20663.58 lb/ftz Eq. 12-10 Bearing capacity FSbc 31.50 Eq. 12-11 Tensile Overstress 0.00 231.38 93.62 Acn Dn Fgn 0.00 Layer/ Elevation (ft) (ft) (Ib/ft) FSto Course (ft) [7-54..57] [7-58..60] [7-61] [7-62] 1/2 491.00 2.00 3.33 174.38 10.77 2/4 492.33 2.33 1.17 71.21 26.38 Pullout ACn La do Layer/ Elevation (Ib/ft) (ft) (ft) FSpo Course (ft) [7-63] [7-64] [7-65] [7-66] 1/2 491.00 5515.55 10.23 4.00 31.63 2/4 492.33 3398.10 9.45 2.66 47.72 Intenal Sliding PsH PgdH PglH PsV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-67] [7-68] [7-69] [7-70] 1/2 491.00 231.38 0.00 0.00 93.62 2/4 492.33 102.78 0.00 0.00 41.59 PgdV PgIV PaH PaV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-71] [7-72] [7-73] [7-74] 1/2 491.00 0.00 0.00 231.38 93.62 2/4 492.33 0.00 0.00 102.78 41.59 R's W'ri V u Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) FSsl Course (ft) [7-75] [7-76] [7-77] [7-78] 1/2 491.00 2945.75 4160.00 1636.06 19.80 2/4 492.33 1920.00 2311.11 1528.23 33.55 Connection Strength Fgn Tconn hinflmax Layer/ Elevation (Ib/ft) (lb/ft) FScs (ft) Course (ft) [7-61X] [7-79] [7-80] [7-92] 1/2 491.00 174.38 1270.55 7.29 0.62 2/4 492.33 71.21 1141.55 16.03 0.62 Wall: wa1105 Powered by Vespa Page 6 Printed 3/5/2017 ;. Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad (Rev. 2] Wheat Ridge, CO Crest Toppling Active earth pressure from soil weight Ps 37.56 Ib/ft Eq. 7-81 Uniform surcharges Pq 0.00lb/ft Eq. 7-82 Horz. component of Ps PsH 36.33 lb/ft Eq. 7-83 Uniform surcharge PqH 0.00lb/ft Eq. 7-84 Vert. component of Ps PsV 9.531b/ft Eq. 7-85 Vert. force from dead load surcharge PgdV 0.001b/ft Eq. 7-86 Vert. force from live load surcharge PgIV 0.00lb/ft Eq. 7-87 Crest toppling FSct 6.15 Eq. 7-88 Resisting moment Mr 124.17 lb -ft Eq. 7-89 Resisting moment arm X 0.57ft Eq. 7-90 Height from top layer to grade z 1.67ft Eq. Overturning moment Mo 20.18 lb -ft Eq. 7-91 Wall: wa1105 C'yof a� �4Ila,n Riag� 9 D�G'S�o Powered by Vespa Page 7 Printed 3/5/2017 - Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Section 4 Details Section 4 Cross-section 3.0 Section 4 Static ICS Cross-section 3.0 Section 4 Cross-section Details Upper Slope Angle R 18.40' Crest Offset 3.00 ft Live Load ql 0lb/ft2 Live Offset qlofs 0.00 ft Dead Load qd 1,560lb/ft2 Dead Offset qdofs 3.00 ft Top of Section 494.00 ft Bottom Grade 491.00 ft Base of Section 489.67ft Design Height H 4.33ft Embedment Depth Hemb 1.33ft Wall: waII05 t _ Powered by Vespa Page 8 Printed 3/5/2017 4 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Empirical Checks FSto FScs FSsc Check Description Min. Requirement Result Status Hemb Minimum Embedment % 10.0000 44.4444 Pass L Min. Reinforcement Length 4.0000 24.0000 Pass UH Ratio Min. L/H Ratio 0.6000 5.5385 Pass La Min. Anchorage Length 1.0000 21.4532 Pass MinHemb Minimum Embedment 12.0000 16.0000 Pass Rs Max. Reinforcement Separation 0.0000 1.3333 Pass RsBottom Max. multiple of Hu at bottom 0.00 2.00 Pass RsTop Max. multiple of Hu at top 0.00 2.50 Pass External Checks L" 1.13 ft Eq. 7-4 Static h 8.06 ft Eq. 7-5 Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 19.00 Pass FSct Crest Toppling 1.50 6.15 Pass FSot Overturning 2.00 120.14 Pass FSsl Base Sliding 1.50 12.29 Pass Internal and Local Checks Static Wall: wall05 Elevation FSsl FSpo FSto FScs FSsc Layer (ft) >=1.50 >=1.50 >=1.50 >=1.50 >=1.50 2 492.33 15.52 59.72 10.77 7.29 1 491.00 19.80 31.63 2.27 7.29 Static Calculations General Equations External failure plane ae 51.75° Eq. 5-5 External active earth pressure Kaext 0.24 Eq. 7-1 External interface friction angle 6e 30.00' Eq. 7-2 Width of reinforced zone L' 23.09 ft Eq. 7-3 Increase in width of reinforced zone due to [3 L" 1.13 ft Eq. 7-4 Increase in height due to backslope h 8.06 ft Eq. 7-5 Increase in height due to backslope at La hmax 12.18 ft Eq. 7-6 Increase in height due to backslope hs 1.00ft Eq. 7-7 Width of rein. layer for internal sliding Ls" 0.14 ft Eq. 7-8 Equivalent slope at back of rein. zone next 0.00° Eq. 7-9 Height of back of wall for ext. stability Hext 5.33 ft Eq. 7-10 Horizontal width of rein. zone at backslope LP 23.23 ft Eq. 7-11 Earth pressure from soil weight Ps 443.85 lb/ft Eq. 7-12 Force of uniform surcharge Pq 1998.08 lb/ft Eq. 7-13 Horz. component of Ps PsH 411.441b/ft Eq. 7-14 Horz. force of dead load surcharge PgdH 1852.19 Ib/ft Eq. 7-15 Horz. force of live load surcharge PgIH 0.00lb/ft Eq. 7-16 Horz. component of active earth force PaH 2263.63 Ib/ft Eq. 7-17 Resisting moment arm for PsH Ys 1.78ft Eq. 7-18 Resisting moment arm for PqH Yq 2.67 ft Eq. 7-19 Vert. component of Ps PsV 166.48 Ib/ft Eq. 7-20 Vert. force of dead load surcharge PgdV 749.46 Ib/ft Eq. 7-21 Vert. force of live load surcharge PgIV 0.00lb/ft Eq. 7-22 Vert. component of active earth force PaV 915.95 lb/ft Eq. 7-23 Resisting moment arm for PsV Xs 24.25 ft Eq. 7-24 C" yo/ Resisting moment arm for PqV Xq 24.37 ft Eq. 7-25�/jC� Height above rein. area at int. failure plane hint 1.10ft Eq. 7-26 4't �/0" Horz. influence distance dint 3.23ft Eq. 7-27 Distance dead load applied for broken back LPq 20.23 ft Eq. 7-249& Internal active earth pressure Kaint 0.22 Eq. 7-43 iLsio� Internal interface friction angle 6i 22.67° Eq. 7-44 Maximum height of slope influence hmaxint 2.88 ft Eq. 7-45 Slope for internal analysis Pint 6.57' Eq. 7-46 Internal failure plane ai 54.24' Eq. 7-50 Elevation of influence of live load Eqlinfl 4.33 ft Eq. 7-93 Elevation of influence of dead load Eqdinfl 0.00 ft Eq. 7-94 Powered by Vespa Page 9 Printed 3/5/2017 �. Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Base Sliding Mr 681029.89 lb -ft Eq. 7-34 Weight of reinforced mass Wri 13000.00lb/ft Eq. 7-30 Weight of soil above wall Wrol 187.12lb/ft Eq. 7-31 Al Weight of soil above wall Wr(32 2506.561b/ft Eq. 7-31 A2 Weight of soil above wall Wr[i3 8.71 Ib/ft Eq. 7-31 A3 Weight of soil above wall Wro 2702.40 lb/ft Eq. 7-31 Base sliding resistance Rs 27817.74 lb/ft Eq. 7-32 Base sliding FSsl 12.29 Eq. 7-33 Overturning Resisting moment Mr 681029.89 lb -ft Eq. 7-34 Resisting moment arm for rein. zone Xri 12.26ft Eq. 7-35 Resisting moment arm in top slope Xr[i1 3.61 ft Eq. 7-36A1 Resisting moment arm in top slope Xr[i2 14.65 ft Eq. 7-36A2 Resisting moment arm in top slope Xr[33 24.75 ft Eq. 7-36A3 Resisting moment arm for surcharge Xq0 14.63 ft Eq. 7-37 Driving moment Mo 5668.471b -ft Eq. 7-38 Overturning FSot 120.14 Eq. 7-39 Bearing Capacity PgIV PaH PaV Equivalent bearing area B 24.00ft Eq. 7-40 Eccentricity of bearing force e 0.00ft Eq. 7-41 Applied bearing pressure Qa 2007.58 lb/ft2 Eq. 7-42 Ultimate bearing pressure Qult 38137.61 Ib/ft2 Eq. 12-10 Bearing capacity FSbc 19.00 Eq. 12-11 Tensile Overstress 374.59 1028.52 416.18 Acn Dn Fgn W'ri Layer/ Elevation (ft) (ft) (Ib/ft) FSto Course (ft) [7-54..57] [7-58..60] [7-61] [7-62] 1/2 491.00 2.00 3.33 827.27 2.27 2/4 492.33 2.33 1.17 832.91 2.25 Pullout 8660.00 1636.06 15.52 ACn La do 4811.11 Layer/ Elevation (Ib/ft) (ft) (ft) FSpo Course (ft) [7-63] [7-64] [7-65] [7-66] 1/2 491.00 49407.49 22.23 4.00 59.72 2/4 492.33 43829.58 21.45 2.66 52.62 Intenal Sliding Connection Strength PsH PgdH PgIH PsV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-67] [7-68] [7-69] [7-70] 1/2 491.00 231.38 1388.97 0.00 93.62 2/4 492.33 102.78 925.74 0.00 41.59 PgdV PgIV PaH PaV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-71] [7-72] [7-73] [7-74] 1/2 491.00 0.00 562.03 1620.35 655.65 2/4 492.33 0.00 374.59 1028.52 416.18 R's W'ri V u Layer/ Elevation (Ib/ft) (lb/ft) (Ib/ft) FSsl Course (ft) [7-75] [7-76] [7-77] [7-78] 1/2 491.00 23516.85 8660.00 1636.06 15.52 2/4 492.33 21310.74 4811.11 1528.23 22.21 Connection Strength Wall: wa1105 Powered by Vespa Page 10 Printed 3/5/2017 Version: 2.1.7.6050 Fgn Tconn hinfimax Layer/ Elevation (Ib/ft) (Ib/ft) FScs (ft) Course (ft) [7-61X] [7-79] [7-80] [7-92] 1/2 491.00 174.38 1270.55 7.29 0.62 2/4 492.33 71.21 1141.55 16.03 0.62 Wall: wa1105 Powered by Vespa Page 10 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Crest Toppling Active earth pressure from soil weight Ps 37.56 lb/ft Eq. 7-81 Uniform surcharges Pq 0.001b/ft Eq. 7-82 Horz. component of Ps PsH 36.331b/ft Eq. 7-83 Uniform surcharge PqH 0.001b/ft Eq. 7-84 Vert. component of Ps PsV 9.53lb/ft Eq. 7-85 Vert. force from dead load surcharge PgdV 0.00lb/ft Eq. 7-86 Vert. force from live load surcharge PgIV 0.00lb/ft Eq. 7-87 Crest toppling FSct 6.15 Eq. 7-88 Resisting moment Mr 124.17 lb -ft Eq. 7-89 Resisting moment arm X 0.57ft Eq. 7-90 Height from top layer to grade z 1.67ft Eq. Overturning moment Mo 20.18 lb -ft Eq. 7-91 Wall: wa1105 Powered by Vespa Page 11 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad Site: Wheat Ridge, CO Date: 3/5/2017 Wall: wall06 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Project Design Inputs Hu 0.67ft Facing Width Design Standard National Concrete Masonry Association 3rd Editioi Minimum Factors of Safety 1.00ft Facing Weight Xu Conventional Center of Gravity Gu 0.50 ft External Value Internal Batter FSsl Base Sliding 1.50 FSsl Internal Sliding FSbc Bearing Capacity 2.00 FSsc Shear Capacity FSot Overturning 1.50 34.00° Maximum Shear Capacity No Fines 3246.031b/ft 2,762.88 External Value Internal FSsl Base Sliding 1.50 FSbc Bearing Capacity 2.00 FSot Overturning 1.50 Reinforced External Value Internal FSsl Base Sliding 1.50 FSsl Internal Sliding FSbc Bearing Capacity 2.00 FSpo Pullout FSct Crest Toppling 1.50 FSto Tensile Overstress FSot Overturning 2.00 Design Factors Value Faci 1.50 1.50 Value Value Facir 1.50 FScs 1.50 FSsc 1.50 Minimum Maximum Term Description (as appl.) (as appl.) RC Reinforced coverage ratio 1.00 0.00 Selected Facing unit Compac III Licensor: Keystone Facing Height Hu 0.67ft Facing Width Lu 1.50ft Facing Depth Wu 1.00ft Facing Weight Xu 1201b/ft3 Center of Gravity Gu 0.50 ft Setback Au 0.09 ft Batter w 7.97' Cap Height Hcu 0.33 ft Initial Shear Capacity au 1393.441b/ft Apparent Shear Angle Au 34.00° Maximum Shear Capacity Vu(max) 3246.031b/ft Selected Reinforcement Types Reinforcements SF35 - Synteen Geogrid SF35 Supplier: Synteen Technical Fabrics, Inc., Fill Type: Clays and Silts Tult 3,436.09 RFcr 1.54 RFd 1.10 LTDS 1,878.14 RFid 1.08 Cds 0.80 Ci 0.80 Wall: wa1106 Connection Strength Facing Shear r ?^1lik Of �'4%an�yy 4��q'y SYN Connection Properties ")yG "11'S�o� acsl 980.31 IP -1 1,250.40 acs2 1,989.25 IP -2 2,000.64 acs max 2,266.78 au 900.29 Au 34.00 Vu(max) 2,762.88 SF55 - Synteen Geogrid SF55 Supplier: Synteen Technical Fabrics, Inc., Fill Type: Clays and Silts Tuft 4,671.49 RFcr 1.54 RFd 1.10 LTDS 2,626.35 RFid 1.05 Cds 0.80 Cl 0.80 Connection Properties acsl 850.27 IP -1 1,115.36 acs2 2,170.11 IP -2 2,500.80 acs max 2,755.34 au 900.29 Au 34.00 Vu(max) 2,762.88 Selected Soil Types Value Value Value 1.50 1.50 Powered by Vespa Page 2 Printed 3/5/2017 u{ Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Soil Glossary CH: Inorganic clays, high plasticity CL: Inorganic clays, low to medium plasticity, gravelly, sandy, silty, lean clays GC: Clayey gravels, poorly graded gravel -sand -clay mixtures GM: Silty gravels, poorly graded gravel -sand -silt mixtures GP: Poorly -graded gravels, gravel -sand. Little or no fines. GW: Well -graded gravels, gravel -sand. Little or no fines. MH: Inorganic clayey silts, elastic silts ML: Inorganic silts, very fine sands, silty or clayey, slight plasticty SC: Clayey sands, poorly graded sand -clay mixtures SM: Silty sands, poorly graded sand -silt mixtures SP: Poorly -graded sands, gravelly sands. Little or no fines. SW: Well -graded sands, gravelly sands. Little or no fines. Wall: wa1106 Powered by Vespa Page 3 Printed 3/5/2017 Version: 2.1.7.6050 In Situ Friction Density y Friction Cohesion Cf Soil Zone Soil Type Angle cp [Ib/ft3] Factor p [Ib/ft2] Infill (i) GP 34° 125.00 n/a n/a Retained (r) CL 30° 130.00 n/a n/a Foundation (f) CL 30° 130.00 0.55 0.00 Base (b) 39° 140.02 0.70 n/a Drainage (d) CP 38° 125.02 0.70 n/a Soil Glossary CH: Inorganic clays, high plasticity CL: Inorganic clays, low to medium plasticity, gravelly, sandy, silty, lean clays GC: Clayey gravels, poorly graded gravel -sand -clay mixtures GM: Silty gravels, poorly graded gravel -sand -silt mixtures GP: Poorly -graded gravels, gravel -sand. Little or no fines. GW: Well -graded gravels, gravel -sand. Little or no fines. MH: Inorganic clayey silts, elastic silts ML: Inorganic silts, very fine sands, silty or clayey, slight plasticty SC: Clayey sands, poorly graded sand -clay mixtures SM: Silty sands, poorly graded sand -silt mixtures SP: Poorly -graded sands, gravelly sands. Little or no fines. SW: Well -graded sands, gravelly sands. Little or no fines. Wall: wa1106 Powered by Vespa Page 3 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Section 4 Details Section 4 Cross-section Wall: wall06 Geogrid 1! — — — — — — — — — — — —-{Synteen Geogrid SF351 12.00 Section 4 Static ICS Cross-section 3.0 Section 4 Cross-section Details Upper Slope Angle 13 18.40' Crest Offset 3.00ft Live Load ql 0lb/ft2 Live Offset qlofs 0.00ft Dead Load qd 0lb/ft2 Dead Offset qdofs 0.00 ft Top of Section 490.00 ft Bottom Grade 487.00ft Base of Section 485.67 ft Design Height H 4.33 ft Embedment Depth Hemb 1.33ft LSynteeneocrd SF35 12.O0 Powered by Vespa Page 4 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Empirical Checks Check Description Min. Requirement Result Status Hemb Minimum Embedment % 10.0000 44.4444 Pass L Min. Reinforcement Length 4.0000 12.0000 Pass UH Ratio Min. UH Ratio 0.6000 2.7692 Pass La Min. Anchorage Length 1.0000 9.4532 Pass MinHemb Minimum Embedment 12.0000 16.0000 Pass Rs Max. Reinforcement Separation 0.0000 1.3333 Pass RsBottom Max. multiple of Hu at bottom 0.00 2.00 Pass RsTop Max. multiple of Hu at top 0.00 2.50 Pass External Checks Static Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 31.50 Pass FSct Crest Toppling 1.50 6.15 Pass FSot Overturning 2.00 71.43 Pass FSsI Base Sliding 1.50 11.05 Pass Internal and Local Checks Static Elevation FSsl FSpo FSto FScs FSsc Layer (ft) >=1.50 >=1.50 >=1.50 >=1.50 >=1.50 2 488.33 19.80 31.63 10.77 7.29 1 487.00 33.55 47.72 26.38 16.03 Static Calculations General Equations External failure plane ae 51.75' Eq. 5-5 External active earth pressure Kaext 0.24 Eq. 7-1 External interface friction angle 6e 30.00' Eq. 7-2 Width of reinforced zone L' 11.09ft Eq. 7-3 Increase in width of reinforced zone due to R L" 0.54 ft Eq. 7-4 Increase in height due to backslope h 3.87 ft Eq. 7-5 Increase in height due to backslope at Lp hmax 6.60 ft Eq. 7-6 Increase in height due to backslope hs 1.00ft Eq. 7-7 Width of rein. layer for internal sliding Ls" 0.14 ft Eq. 7-8 Equivalent slope at back of rein. zone pext 0.00 ° Eq. 7-9 Height of back of wall for ext. stability Hext 5.33ft Eq. 7-10 Horizontal width of rein. zone at backslope LR 11.23ft Eq. 7-11 Earth pressure from soil weight Ps 443.85 lb/ft Eq. 7-12 Force of uniform surcharge Pq 0.00lb/ft Eq. 7-13 Horz. component of Ps PsH 411.44lb/ft Eq. 7-14 Horz. force of dead load surcharge PgdH 0.00lb/ft Eq. 7-15 Horz. force of live load surcharge PglH 0.00lb/ft Eq. 7-16 Horz. component of active earth force PaH 411.44 lb/ft Eq. 7-17 Resisting moment arm for PsH Ys 1.78ft Eq. 7-18 Resisting moment arm for PqH Yq 2.67ft Eq. 7-19 Vert. component of Ps PsV 166.48 lb/ft Eq. 7-20 Vert. force of dead load surcharge PgdV 0.00lb/ft Eq. 7-21 Vert. force of live load surcharge PglV 0.00lb/ft Eq. 7-22 Vert. component of active earth force PaV 166.48 lb/ft Eq. 7-23 Resisting moment arm for PsV Xs 12.25 ft Eq. 7-24 Resisting moment arm for PqV Xq 12.37ft Eq. 7-25 Height above rein. area at int. failure plane hint 1.10ft Eq. 7-26 Horz. influence distance dint 3.23ft Eq. 7-27 Distance dead load applied for broken back Lpq 11.23 ft Eq. 7-29 Internal active earth pressure Kaint 0.22 Eq. 7-43 Internal interface friction angle bi 22.67° Eq. 7-44 Maximum height of slope influence hmaxint 2.88 ft Eq. 7-45 Slope for internal analysis pint 6.57 ° Eq. 7-46 Internal failure plane ai 54.24° Eq. 7-50 Elevation of influence of live load Eqlinfl 4.33ft Eq. 7-93 Elevation of influence of dead load Eqdinfl 4.33ft Eq. 7-94 Wall: walI06 Powered by Vespa Page 5 Printed 3/5/2017 k ..- Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Base Sliding Fgn PsH PgdH Weight of reinforced mass Wri 6500.00 lb/ft Eq. 7-30 Weight of soil above wall Wrol 187.121b/ft Eq. 7-31A1 Weight of soil above wall Wr[32 1009.61 Ib/ft Eq. 7-31 A2 Weight of soil above wall Wr03 8.71 Ib/ft Eq. 7-31 A3 Weight of soil above wall Wro 1205.441b/ft Eq. 7-31 Base sliding resistance Rs 4544.86 Ib/ft Eq. 7-32 Base sliding FSsl 11.05 Eq. 7-33 Overturning 9.45 2.66 47.72 Resisting moment Mr 52230.15 lb -ft Eq. 7-34 Resisting moment arm for rein. zone Xri 6.26 ft Eq. 7-35 Resisting moment arm in top slope Xrol 3.61 ft Eq. 7-36A1 Resisting moment arm in top slope Xr(32 8.65 ft Eq. 7-36A2 Resisting moment arm in top slope Xr(33 12.75 ft Eq. 7-36A3 Resisting moment arm for surcharge Xqa 7.13ft Eq. 7-37 Driving moment Mo 731.181b -ft Eq. 7-38 Overturning FSot 71.43 Eq. 7-39 Bearing Capacity (Ib/ft) (Ib/ft) FSsl Equivalent bearing area B 12.00 ft Eq. 7-40 Eccentricity of bearing force e 0.00 ft Eq. 7-41 Applied bearing pressure Qa 656.001b/ft2 Eq. 7-42 Ultimate bearing pressure Qult 20663.58 lb/ft2 Eq. 12-10 Bearing capacity FSbc 31.50 Eq. 12-11 Tensile Overstress Acn Dn Fgn Layer/ Elevation (ft) (ft) (lb/ft) FSto Course (ft) [7-54..57] [7-58..60] [7-61] [7-62] 1/2 487.00 2.00 3.33 174.38 10.77 2/4 488.33 2.33 1.17 71.21 26.38 Pullout Fgn PsH PgdH PglH PsV Layer/ Elevation ACn La do (Ib/ft) Layer/ Elevation (Ib/ft) (ft) (ft) FSpo Course (ft) [7-63] [7-64] [7-65] [7-66] 1/2 487.00 5515.55 10.23 4.00 31.63 2/4 488.33 3398.10 9.45 2.66 47.72 Intenal Sliding Connection Strength Wall: wa1106 Fgn PsH PgdH PglH PsV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-67] [7-68] [7-69] [7-70] 1/2 487.00 231.38 0.00 0.00 93.62 2/4 488.33 102.78 0.00 0.00 41.59 PgdV PgIV PaH PaV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-71] [7-72] [7-73] [7-74] 1/2 487.00 0.00 0.00 231.38 93.62 2/4 488.33 0.00 0.00 102.78 41.59 R's W'ri V u Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) FSsl Course (ft) [7-75] [7-76] [7-77] [7-78] 1/2 487.00 2945.75 4160.00 1636.06 19.80 2/4 488.33 1920.00 2311.11 1528.23 33.55 Connection Strength Wall: wa1106 Fgn Tconn hinflmax Layer/ Elevation (Ib/ft) (Ib/ft) FScs (ft) Course (ft) [7-61X] [7-79] [7-80] [7-92] 1/2 487.00 174.38 1270.55 7.29 0.62 2/4 488.33 71.21 1141.55 16.03 0.62 Powered by Vespa Page 6 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 21 Wheat Ridge, CO Crest Toppling Active earth pressure from soil weight Ps 37.56 lb/ft Eq. 7-81 Uniform surcharges Pq 0.00lb/ft Eq. 7-82 Horz. component of Ps PsH 36.33 lb/ft Eq. 7-83 Uniform surcharge PqH 0.00lb/ft Eq. 7-84 Vert. component of Ps PsV 9.531b/ft Eq. 7-85 Vert. force from dead load surcharge PgdV 0.00lb/ft Eq. 7-86 Vert. force from live load surcharge PgIV 0.00lb/ft Eq. 7-87 Crest toppling FSct 6.15 Eq. 7-88 Resisting moment Mr 124.17 lb -ft Eq. 7-89 Resisting moment arm X 0.57ft Eq. 7-90 Height from top layer to grade z 1.67ft Eq. Overturning moment Mo 20.18 lb -ft Eq. 7-91 Wall: wall06 Powered by Vespa Page 7 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 21 Wheat Ridge, CO Section 5 Details Section 5 Cross-section 4 4 4 Section 5 Static ICS Cross-section 3.0 fT_T_T_T_; Section 5 Cross-section Details Upper Slope Angle R 18.40° Crest Offset 3.00 ft Live Load ql 01b/ft2 Live Offset glofs 0.00 ft Dead Load qd 3901b/ft2 Dead Offset qdofs 3.00 ft Top of Section 490.00 ft Bottom Grade 487.00 ft Base of Section 485.67 ft Design Height H 4.33ft Embedment Depth Hemb 1.33ft 2 Wall: wa1106 -{Synteen Geogrid SF,' -{Synteen Geogrid SF — — — — — -- {Synteen Geogrid SF; Powered by Vespa Page 8 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 21 Wheat Ridge, CO Empirical Checks Check Description Min. Requirement Result Status Hemb Minimum Embedment % 10.0000 44.4444 Pass L Min. Reinforcement Length 4.0000 15.0000 Pass L/H Ratio Min. L/H Ratio 0.6000 3.4615 Pass La Min. Anchorage Length 1.0000 12.4532 Pass MinHemb Minimum Embedment 12.0000 16.0000 Pass Rs Max. Reinforcement Separation 0.0000 1.3333 Pass RsBottom Max. multiple of Hu at bottom 0.00 2.00 Pass RsTop Max. multiple of Hu at top 0.00 2.50 Pass External Checks 5.33 ft Eq. 7-10 Horizontal width of rein. zone at backslope LP Static Eq. 7-11 Earth pressure from soil weight Ps 443.85 lb/ft Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 26.00 Pass FSct Crest Toppling 1.50 6.15 Pass FSot Overturning 2.00 64.96 Pass FSsl Base Sliding 1.50 9.53 Pass Internal and Local Checks Static Elevation FSsl FSpo FSto FScs FSsc Layer (ft) >=1.50 >=1.50 >=1.50 >=1.50 >=1.50 2 488.33 13.53 37.62 10.77 7.29 1 487.00 19.80 31.63 5.56 7.29 Static Calculations General Equations External failure plane ae 51.75° Eq. 5-5 External active earth pressure Kaext 0.24 Eq. 7-1 External interface friction angle be 30.00 ° Eq. 7-2 Width of reinforced zone L' 14.09 ft Eq. 7-3 Increase in width of reinforced zone due to R L" 0.69 ft Eq. 7-4 Increase in height due to backslope h 4.92 ft Eq. 7-5 Increase in height due to backslope at L(3 hmax 7.99 ft Eq. 7-6 Increase in height due to backslope hs 1.00 ft Eq. 7-7 Width of rein. layer for internal sliding Ls" 0.14 ft Eq. 7-8 Equivalent slope at back of rein. zone next 0.00° Eq. 7-9 Height of back of wall for ext. stability Hext 5.33 ft Eq. 7-10 Horizontal width of rein. zone at backslope LP 14.23ft Eq. 7-11 Earth pressure from soil weight Ps 443.85 lb/ft Eq. 7-12 Force of uniform surcharge Pq 499.52 lb/ft Eq. 7-13 Horz. component of Ps PsH 411.441b/ft Eq. 7-14 Horz. force of dead load surcharge PgdH 463.05 lb/ft Eq. 7-15 Horz. force of live load surcharge PglH 0.00lb/ft Eq. 7-16 Horz. component of active earth force PaH 874.49 lb/ft Eq. 7-17 Resisting moment arm for PsH Ys 1.78ft Eq. 7-18 Resisting moment arm for PqH Yq 2.67ft Eq. 7-19 Vert. component of Ps PsV 166.48 lb/ft Eq. 7-20 Vert. force of dead load surcharge PgdV 187.37 lb/ft Eq. 7-21 Vert. force of live load surcharge PgIV 0.00lb/ft Eq. 7-22 Vert. component of active earth force PaV 353.85 lb/ft Eq. 7-23 Resisting moment arm for PsV Xs 15.25 ft Eq. 7-24 Resisting moment arm for PqV Xq 15.37 ft Eq. 7-25 Height above rein. area at int. failure plane hint 1.10ft Eq. 7-26 Horz. influence distance dint 3.23 ft Eq. 7-27 Distance dead load applied for broken back LPq 11.23ft Eq. 7-29 Internal active earth pressure Kaint 0.22 Eq. 7-43 Internal interface friction angle 6i 22.67° Eq. 7-44 Maximum height of slope influence hmaxint 2.88 ft Eq. 7-45 Slope for internal analysis Pint 6.57° Eq. 7-46 Internal failure plane ai 54.24° Eq. 7-50 Elevation of influence of live load Eqlinfl 4.33 ft Eq. 7-93 Elevation of influence of dead load Eqdinfl 0.00 ft Eq. 7-94 Wall: wall06 Powered by Vespa Page 9 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Base Sliding PsH PgdH Weight of reinforced mass Wri 8125.00lb/ft Eq. 7-30 Weight of soil above wall klvrpl 187.12lb/ft Eq. 7-31 Al Weight of soil above wall Wr[i2 1383.85 lb/ft Eq. 7-31 A2 Weight of soil above wall Wrj33 8.71 Ib/ft Eq. 7-31 A3 Weight of soil above wall Wrp 1579.68!b/ft Eq. 7-:31 Base sliding resistance Rs 8336.59 ib/ft Eq. 7-32 Base sliding FSsl 9.53 Eq. 7-33 Overturoing 12.45 2.66 37.14 Resisting moment Mr 127682.68 lb -ft Eq. 7-34 Resisting moment arm for rein. zone Xri 7.76 ft Eq. 7-35 Resisting moment arm in top slope Xr[i1 3.61 ft Eq. 7-36A1 Resisting moment arm in top slope Xr[i2 10.15ft Eq. 7-36A2 Resisting moment arm in top slope Xr[i3 15.75ft Eq. 7-36A3 Resisting moment arm for surcharge Xqp 10.13ft Eq. 7-37 Driving moment Mo 1965.50 lb -ft Eq. 7-38 Overturning FSot 64.96 Eq. 7-39 Bearing Capacity (Ib/ft) (Ib/ft) FSsl Equivalent bearing area B 15.00ft Eq. 7-40 Eccentricity of bearing force e 0.00 ft Eq. 7-41 Applied bearing pressure Qa 962.63 lb/ft2 Eq. 7-42 Ultimate bearing pressure Qult 25032.09 Ib/ft2 Eq. 12-10 Bearing capacity FSbc 26.00 Eq. 12-11 Tensile Overstress Acn Dn Fgn Layer/ Elevation (ft) (ft) (Ib/ft) FSto Course (ft) [7-54..57] [7-58..60] [7-61] [7-62] 1/2 487.00 2.00 3.33 337.61 5.56 2/4 488.33 2.33 1.17 261.63 7.18 Pullout PsH PgdH PglH PsV Layer/ Elevation ACn La do (Ib/ft) Layer/ Elevation (Ib/ft) (ft) (ft) FSpo Course (ft) [7-63] [7-64] [7-65] [7-66] 1/2 487.00 12700.52 13.23 4.00 37.62 2/4 488.33 9717.95 12.45 2.66 37.14 Intenal Sliding Connection Strength PsH PgdH PglH PsV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-67] [7-68] [7-69] [7-70] 1/2 487.00 231.38 347.24 0.00 93.62 2/4 488.33 102.78 231.44 0.00 41.59 PgdV PgIV PaH PaV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (lb/ft) Course (ft) [7-71] [7-72] [7-73] [7-74] 1/2 487.00 0.00 140.51 578.62 234.13 2/4 488.33 0.00 93.65 334.22 135.24 R's W'ri V u Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) FSsl Course (ft) [7-75] [7-76] [7-77] [7-78] 112 487.00 6194.52 5285.00 1636.06 13.53 2/4 488.33 4873.68 2936.11 1528.23 19.15 Connection Strength Wall: wall06 Powered by Vespa Page 10 Printed 3/5/2017 Version: 2.1.7.6050 Fgn Tconn hinflmax Layer/ Elevation (Ib/ft) (Ib/ft) FScs (ft) Course (ft) [7-61X] [7-79] [7-80] [7-92] 1/2 487.00 174.38 1270.55 7.29 0.62 2/4 488.33 71.21 1141.55 16.03 0.62 Wall: wall06 Powered by Vespa Page 10 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Crest Toppling Active earth pressure from soil weight Ps 37.56 lb/ft Eq. 7-81 Uniform surcharges Pq 0.00lb/ft Eq. 7-82 Horz. component of Ps PsH 36.331b/ft Eq. 7-83 Uniform surcharge PqH 0.00lb/ft Eq. 7-84 Vert. component of Ps PsV 9.53lb/ft Eq. 7-85 Vert. force from dead load surcharge PgdV 0.00lb/ft Eq. 7-86 Vert. force from live load surcharge PgIV 0.00lb/ft Eq. 7-87 Crest toppling FSct 6.15 Eq. 7-88 Resisting moment Mr 124.17lb-ft Eq. 7-89 Resisting moment arm X 0.57ft Eq. 7-90 Height from top layer to grade z 1.67ft Eq. Overturning moment Mo 20.18 lb -ft Eq. 7-91 Wall: wa1106 Powered by Vespa Page 11 Printed 3/5/2017 L Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Section 6 Dets is �.? ..w �m®.wayve �n.w�y, p•car�..a.�wmu •xvq� v. ��y Wall: wa1106 ------------------- {Synteen GI fSynteen GE Section 6 Static ICS Cross-section Section 6 Cross-section Details Upper Slope Angle R 18.40° Crest Offset 3.00ft Live Load ql 0lb/ft2 Live Offset qlofs 0.00 ft Dead Load qd 7801b/ft2 Dead Offset qdofs 3.00 ft Top of Section 490.00 ft Bottom Grade 487.00ft Base of Section 485.67ft Design Height H 4.33ft Embedment Depth Hemb 1.33ft Powered by Vespa Page 12 — {Synteen Gi — {Synteen GE Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Empirical Checks FSsI FSpo FSto FScs FSsc Check Description Min. Requirement Result Status Hemb Minimum Embedment % 10.0000 44.4444 Pass L Min. Reinforcement Length 4.0000 18.0000 Pass L/H Ratio Min. LM Ratio 0.6000 4.1538 Pass La Min. Anchorage Length 1.0000 15.4532 Pass MinHemb Minimum Embedment 12.0000 16.0000 Pass Rs Max. Reinforcement Separation 0.0000 1.3333 Pass RsBottom Max. multiple of Hu at bottom 0.00 2.00 Pass RsTop Max. multiple of Hu at top 0.00 2.50 Pass External Checks Eq. 7-11 Earth pressure from soil weight Ps 443.85 lb/ft Static Force of uniform surcharge Pq 999.041b/ft Eq. 7-13 Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 22.67 Pass FSct Crest Toppling 1.50 6.15 Pass FSot Overturning 2.00 78.32 Pass FSsl Base Sliding 1.50 10.08 Pass Internal and Local Checks Static Elevation FSsI FSpo FSto FScs FSsc Layer (ft) >=1.50 >=1.50 >=1.50 >=1.50 >=1.50 2 488.33 13.33 44.75 3.75 7.29 1 487.00 13.53 37.62 5.56 7.29 Static Calculations General Equations External failure plane ae 51.75 ° Eq. 5-5 External active earth pressure Kaext 0.24 Eq. 7-1 External interface friction angle 6e 30.00' Eq. 7-2 Width of reinforced zone L' 17.09 ft Eq. 7-3 Increase in width of reinforced zone due to [3 U 0.83 ft Eq. 7-4 Increase in height due to backslope h 5.96 ft Eq. 7-5 Increase in height due to backslope at LR hmax 9.39 ft Eq. 7-6 Increase in height due to backslope hs 1.00ft Eq. 7-7 Width of rein. layer for internal sliding Ls" 0.14 ft Eq. 7-8 Equivalent slope at back of rein. zone [3ext 0.00° Eq. 7-9 Height of back of wall for ext. stability Hext 5.33 ft Eq. 7-10 Horizontal width of rein. zone at backslope LP 17.23ft Eq. 7-11 Earth pressure from soil weight Ps 443.85 lb/ft Eq. 7-12 Force of uniform surcharge Pq 999.041b/ft Eq. 7-13 Horz. component of Ps PsH 411.441b/ft Eq. 7-14 Horz. force of dead load surcharge PgdH 926.10 lb/ft Eq. 7-15 Horz. force of live load surcharge PglH 0.00lb/ft Eq. 7-16 Horz. component of active earth force PaH 1337.541b/ft Eq. 7-17 Resisting moment arm for PsH Ys 1.78ft Eq. 7-18 Resisting moment arm for PqH Yq 2.67 ft Eq. 7-19 Vert. component of Ps PsV 166.48 lb/ft Eq. 7-20 Vert. force of dead load surcharge PgdV 374.731b/ft Eq. 7-21 Vert. force of live load surcharge PgIV 0.00lb/ft Eq. 7-22 Vert. component of active earth force PaV 541.22 lb/ft Eq. 7-23 Resisting moment arm for PsV Xs 18.25 ft Eq. 7-24 Resisting moment arm for PqV Xq 18.37ft Eq. 7-25 Height above rein. area at int. failure plane hint 1.10ft Eq. 7-26 Horz. influence distance dint 3.23 ft Eq. 7-27 Distance dead load applied for broken back Lpq 14.23 ft Eq. 7-29 Internal active earth pressure Kaint 0.22 Eq. 7-43 Internal interface friction angle bi 22.67' Eq. 7-44 Maximum height of slope influence hmaxint 2.88 ft Eq. 7-45 Slope for internal analysis [lint 6.57' Eq. 7-46 Internal failure plane ai 54.24° Eq. 7-50 Elevation of influence of live load Eqlinfl 4.33 ft Eq. 7-93 Elevation of influence of dead load Eqdinfl 0.00ft Eq. 7-94 Wall: wa1106 tt Powered by Vespa Page 13 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Base Sliding PsH PgdH Weight of reinforced mass Wri 9750.00lb/ft Eq. 7-30 Weight of soil above wall Wr31 187.12 lb/ft Eq. 7-31 Al Weight of soil above wall Wrji2 1758.09 lb/ft Eq. 7-31 A2 Weight of soil above wall WrP3 8.71 Ib/ft Eq. 7-31A3 Weight of soil above wall Wr13 1953.92 lb/ft Eq. 7-31 Base siding resistance Rs 13479.32 lb/ft Eq. 7-32 Base sliding FSsl 10.08 Eq. 7-33 'overturning 15.45 2.66 41.06 Desisting moment Mr 250613.52 lb -ft Eq. 7.34 Resisting moment arm for rein. zone Xri 9.26 ft Eq. 7--35 Resisting moment arm in top slope Xr[i1 3.61 ft Eq. 7-36A1 Resisting moment arm in top slope Xr[i2 11.65ft Eq. 7-36A2 Resisting moment arm in top slope Xr[i3 18.75ft Eq. 7-36A3 Resisting moment arm for surcharge Xqp 11.63 ft Eq. 7-37 Driving moment IVIo 3199.82 lb -ft Eq. 7-38 Overturning FSot 78.32 Eq. 7-39 Bearing Capacity (Ib/ft) (Ib/ft) FSsl Equivalent bearing area B 18.00ft Eq. 7-40 Eccentricity of bearing force e 0.00 ft Eq. 7-41 Applied bearing pressure Qa 1297.05 1 b/ft2 Eq. 7-42 Ultimate bearing pressure Qult 29400.60 lb/ft2 Eq. 12-10 Bearing capacity FSbc 22.67 Eq. 12-11 Tensile Overstress Acn Dn Fgn Layer/ Elevation (ft) (ft) (Ib/ft) FSto Course (ft) [7-54..57] [7-58..60] [7-61] [7-62] 1/2 487.00 2.00 3.33 500.83 3.75 2/4 488.33 2.33 1.17 452.06 4.15 Pullout PsH PgdH PglH PsV Layer/ Elevation ACn La do (Ib/ft) Layer/ Elevation (Ib/ft) (ft) (ft) FSpo Course (ft) [7-63] [7-64] [7-65] [7-66] 1/2 487.00 22410.83 16.23 4.00 44.75 2/4 488.33 18563.14 15.45 2.66 41.06 Intenal Sliding Connection Strength PsH PgdH PglH PsV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-67] [7-68] [7-69] [7-70] 1/2 487.00 231.38 694.48 0.00 93.62 2/4 488.33 102.78 462.87 0.00 41.59 PgdV PgIV PaH PaV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-71] [7-72] [7-73] [7-74] 1/2 487.00 0.00 281.01 925.86 374.64 2/4 488.33 0.00 187.29 565.65 228.88 R's W'ri V u Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) FSsl Course (ft) [7-75] [7-76] [7-77] [7-78] 112 487.00 10705.95 6410.00 1636.06 13.33 2/4 488.33 9090.02 3561.11 1528.23 18.77 Connection Strength Wall: wall06 Powered by Vespa Page 14 Printed 3/5/2017 w Version: 2.1.7.6050 Fgn Tconn hinflmax Layer/ Elevation (Ib/ft) (Ib/ft) FScs (ft) Course (ft) [7-61X] [7-79] [7-80] [7-92] 112 487.00 174.38 1270.55 7.29 0.62 2/4 488.33 71.21 1141.55 16.03 0.62 Wall: wall06 Powered by Vespa Page 14 Printed 3/5/2017 w Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Crest Toppling Active earth pressure from soil weight Ps 37.56 Ib/ft Eq. 7-81 Uniform surcharges Pq 0.00Ib/ft Eq. 7-62 Horz. component of Ps PSH 36.33lb/ft Eq. 7-83 Uniform surcharge PqH 0.00lb/ft Eq. 7-84 Vert. component of Ps PsV 9.53lb/ft Eq. 7-85 Vert. torte from dead load surcharge PgdV MO ib/ft Eq. 7-86 Vert. force from live load surcharge PgIV 0.001b/ft Eq. 7-87 Crest toppling FSct 6.15 Eq. 7-88 Resisting moment Mr 124.17 lb -ft Eq. 7-89 Resisting moment arm X 0.57 ft Eq. 7-90 Height from top layer to grade z 1.67 ft Eq. Overturning moment Mo 20.18 lb -ft Eq. 7-91 Wall: wall06 Powered by Vespa Page 15 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Sectlo!i 7 Details Section 7 Static ICS Cross-section 2 Section 7 Cross-section Details Upper Slope Angle R 18.40° Crest Offset 3.00ft Live Load ql 0lb/ft2 Live Offset qlofs 0.00ft Dead Load qd 2,000 Ib/ft2 Dead Offset qdofs 3.00 ft Top of Section 490.00 ft Bottom Grade 487.00 ft Base of Section 485.67 ft Design Height H 4.33ft Embedment Depth Hemb 1.33ft Wall: wall06 �" Powered by Vespa Page 16 Printed 3/5/2017 ij 71 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Empirical Checks FSsl FSpo FSto FScs FSsc Check Description Min. Requirement Result Status Hemb Minimurn Embedment % 10.0000 44.4444 Pass L Min. Reinforcement Length 4.0000 27.0000 Pass UH Ratio Min. UH Ratio 0.6000 6.2308 Pass La Min. Anchorage Length 1.0000 2.4.4532 Pass MinHemb Minimum Embedment 12.0000 16.0000 Pass Rs Max. Reinforcement Separation 0.0000 1.3333 Pass RsBottom Max. muitiple of Hu at bottom 0.00 2.00 Pass RsTop Max. multiple of Hu at top 0.00 2.50 Pass External Checks Eq. 7-11 Earth pressure from soil weight Ps 443.851b/ft Static Force of uniform surcharge Pq 2561.641b/ft Eq. 7-13 Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 17.58 Pass FSct Crest Toppling 1.50 6.15 Pass FSot Overturning 2.00 145.72 Pass FSsl Base Sliding 1.50 13.53 Pass Internal and Local Checks Static Elevation FSsl FSpo FSto FScs FSsc Layer (ft) >=1.50 >=1.50 >=1.50 >=1.50 >=1.50 2 488.33 16.94 67.29 1.86 7.29 1 487.00 13.33 31.63 10.77 7.29 Static Calculations General Equations External failure plane ae 51.75° Eq. 5-5 External active earth pressure Kaext 0.24 Eq. 7-1 External interface friction angle 6e 30.00' Eq. 7-2 Width of reinforced zone L' 26.09 ft Eq. 7-3 Increase in width of reinforced zone due to R U 1.27ft Eq. 7-4 Increase in height due to backslope h 9.10ft Eq. 7-5 Increase in height due to backslope at L(3 hmax 13.57ft Eq. 7-6 Increase in height due to backslope hs 1.00ft Eq. 7-7 Width of rein. layer for internal sliding Ls" 0.14ft Eq. 7-8 Equivalent slope at back of rein. zone [text 0.00° Eq. 7-9 Height of back of wall for ext. stability Hext 5.33ft Eq. 7-10 Horizontal width of rein. zone at backslope LP 26.23 ft Eq. 7-11 Earth pressure from soil weight Ps 443.851b/ft Eq. 7-12 Force of uniform surcharge Pq 2561.641b/ft Eq. 7-13 Horz. component of Ps PsH 411.441b/ft Eq. 7-14 Horz. force of dead load surcharge PgdH 2374.601b/ft Eq. 7-15 Horz. force of live load surcharge PglH 0.00lb/ft Eq. 7-16 Horz. component of active earth force PaH 2786.05 lb/ft Eq. 7-17 Resisting moment arm for PsH Ys 1.78ft Eq. 7-18 Resisting moment arm for PqH Yq 2.67 ft Eq. 7-19 Vert. component of Ps PsV 166.481b/ft Eq. 7-20 Vert. force of dead load surcharge PgdV 960.851b/ft Eq. 7-21 Vert. force of live load surcharge PgIV 0.00lb/ft Eq. 7-22 Vert. component of active earth force PaV 1127.331b/ft Eq. 7-23 Resisting moment arm for PsV Xs 27.25 ft Eq. 7-24 Resisting moment arm for PqV Xq 27.37 ft Eq. 7-25 Height above rein. area at int. failure plane hint 1.10ft Eq. 7-26 Horz. influence distance dint 3.23ft Eq. 7-27 Distance dead load applied for broken back L[iq 23.23 ft Eq. 7-29 Internal active earth pressure Kaint 0.22 Eq. 7-43 Internal interface friction angle bi 22.67' Eq. 7-44 Maximum height of slope influence hmaxint 2.88 ft Eq. 7-45 Slope for internal analysis Pint 6.57' Eq. 7-46 Internal failure plane ai 54.24° Eq. 7-50 Elevation of influence of live load Eqlinfl 4.33 ft Eq. 7-93 Elevation of influence of dead load Eqdinfl 0.00 ft Eq. 7-94 Wall: wa1106 Powered by Vespa Page 17 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Base Siding Elevation PsH PgdH Weight of reinforced mass Wri 1462500 ib/ft Eq. 7-30 Weight of soil above wail WrR1 .i87.121b/ft Eq. 7-31 Al Weight of soil above w3:i 'NrN2 2880.80lb,11 Eq. 7-31A2 Weight of soli above wail Wr':3 8.71 Ib/tt Eq. 7-31 A3 'Weight of soil above wail Wr3 3076,631h/ft Eq. /-3 1 mase sliding resistance Rs 37697.99 lb/ft Eq. 7-52 Luse siding FSSi 13.53 ..q. 7-33 verturni.�c 24.45 2.66 58.76 Desisting moment Mr 1028970.08 lb -ft Eq. 7-04 Resisting moment arm !or rein. zone Xri 13.76 ft Eq. 7-35 Resisting moment arm in top slope Xrl31 3.61 ft Eq. 7-36A1 Resisting moment arm in top slope Xr[32 16.15ft Eq. 7-36A2 Resisting moment arm in top slope Xr(33 27.75 ft Eq. 7-36A3 Resisting moment arm for surcharge Xqp 16.13ft Eq. 7-37 Driving moment Mo 7061.041b -ft Eq. 7-38 Overturning FSot 145.72 Eq. 7-39 Bearing Capacity Equivalent bearing area B 27.00ft Eq. 7-40 Eccentricity of bearing force e 0.00 ft Eq. 7-41 Applied bearing pressure Qa 2418.341b/ft2 Eq. 7-42 Ultimate bearing pressure Quit 42506.12 lb/ftz Eq. 12-10 Bearing capacity FSbc 17.58 Eq. 12-11 Tensile Overstress (Ib/ft) (Ib/ft) (Ib/ft) Acn Dn Fgn (ft) Layer/ Elevation (ft) (ft) (Ib/ft) FSto Course (ft) [7-54..57] [7-58..60] [7-61] [7-62] 1/2 487.00 2.00 3.33 1011.42 1.86 2/4 488.33 2.33 1.17 1047.75 1.79 Pullout Elevation PsH PgdH PglH PsV 2/4 Layer/ ACn La do (Ib/ft) Layer/ Elevation (Ib/ft) (ft) (ft) FSpo Course (ft) [7-63] [7-64] [7-65] [7-66] 1/2 487.00 68055.08 25.23 4.00 67.29 2/4 488.33 61570.32 24.45 2.66 58.76 Intenal Sliding Wall: wa1106 Connection Strength Layer/ Elevation PsH PgdH PglH PsV 2/4 Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (lb/ft) 1270.55 Course (ft) [7-67] [7-68] [7-69] [7-70] 1/2 487.00 231.38 1780.73 0.00 93.62 2/4 488.33 102.78 1186.85 0.00 41.59 PgdV PgIV PaH PaV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-71] [7-72] [7-73] [7-74] 1/2 487.00 0.00 720.55 2012.10 814.17 2/4 488.33 0.00 480.24 1289.63 521.83 f R's W'ri V u,� Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) FSsl �• Course (ft) [7-75] [7-76] [7-77] [7-78] 1/2 487.00 32452.86 9785.00 1636.06 16.94 2/4 488.33 29948.42 5436.11 1528.23 24.41 oh Connection Strength Layer/ Elevation Course (ft) 112 487.00 2/4 488.33 Fgn Tconn hinflmax (Ib/ft) (Ib/ft) FScs (ft) 7-61 X] [7-79] [7-80] [7-92] 174.38 1270.55 7.29 0.62 71.21 1141.55 16.03 0.62 } Powered by Vespa Page 18 Printed 3/5/2017 «: Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Crest Toppling Active earth pressure from soil weight Ps 37.561b/ft Eq. 7-81 Uniform surcharges Pq 0.001b/ft Eq. 7-82 Harz. component of Ps PsH 36.331b/ft Eq. 7-83 Uniform surcharge PqH 0.00lb/tt Eq. 7-84 Vert. component of Ps PsV 9.531b/ft Eq. 7-85 Vert. force from dead food surcharge PgdV 0.001b/ft Eq. 7-86 Vert. force from live load surcharge PgIV 0.01)Ib/ft Eq. 7-87 Crest toppling FSct 6.15 Eq. 7-88 Resisting moment Mr 124.171b -ft Eq. 7-89 Resisting moment arm X 0.57 ft Eq. 7-90 Height from top iayer to grade z 1.67ft Eq. Overturning moment Mo 20.18 lb -ft Eq. 7-91 Wall: wa1106 I Powered by Vespa Page 19 Printed 3/5/2017 l Version: 2.1.7.6050 Project; 17008 - Kings Sooper Fuel Pad Site: Wheat Ridge, CO Date. 3/512017 Wali: wall07 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Project Design Inputs Hu 0.671t Facing Width Lu 1.50ft Design Standard rational Concrete Masonry Association 3rd Edition Facing Weight Minimum Factors of Safety 120lb/ft3 Center of Gravity Gu 0.50 ft Setback Conventional 0.09 ft Batter w 7.97 ° Cap Height External Value Internal au Value Facing FSsl Base Sliding 1.50 FSsl Internal Sliding 1.50 au 900.29 Au FSbc Bearing Capacity 2.00 FSsc Shear Capacity 1.50 FSot Overturning 1.50 No Fines External Value Internal Value Facing FSsl Base Sliding 1.50 FSbc Bearing Capacity 2.00 FSot Overturning 1.50 Reinforced External Value Internal Value Facing FSsl Base Sliding 1.50 FSsl Internal Sliding 1.50 FScs FSbc Bearing Capacity 2.00 FSpo Pullout 1.50 FSsc FSct Crest Toppling 1.50 FSto Tensile Overstress 1.50 FSot Overturning 2.00 Design Factors Minimum Maximum Term Description (as appl.) (as appl.) RC Reinforced coverage ratio 1.00 0.00 Selected Facing Unit Compac III Licensor: Keystone Facing Height Hu 0.671t Facing Width Lu 1.50ft Facing Depth Wu 1.00ft Facing Weight Xu 120lb/ft3 Center of Gravity Gu 0.50 ft Setback Au 0.09 ft Batter w 7.97 ° Cap Height Hcu 0.33 ft Initial Shear Capacity au 1393.441b/ft Apparent Shear Angle Au 34.00o Maximum Shear Capacity Vu(max) 3246.031b/ft Selected Reinforcement Types Reinforcements SF35 - Synteen Geogrid SF35 Supplier: Synteen Technical Fabrics, Inc., Fill Type: Clays and Silts Tult 3,436.09 RFcr 1.54 RFd 1.10 LTDS 1,878.14 RFid 1.08 Cds 0.80 Cl 0.80 Connection Properties Wall: wa1107 Value Value Value Connection Strength 1.50 Facing Shear 1.50 acs 980.31 IP -1 1,250.40 acs2 1,989.25 IP -2 2,000.64 acs max 2,266.78 au 900.29 Au 34.00 Vu(max) 2,762.88 SF55 - Synteen Geogrid SF55 Supplier: Synteen Technical Fabrics, Inc., Fill Type: Clays and Silts Tult 4,671.49 RFcr 1.54 RFd 1.10 LTDS 2,626.35 RFid 1.05 Cds 0.80 a 0.80 Connection Properties acsl 850.27 IP -1 1,115.36 acs2 2,170.11 IP -2 2,500.80 acs max 2,755.34 au 900.29 Au 34.00 Vu(max) 2,762.88 Selected Soil Types Powered by Vespa Page 2 Printed 3/5/2017 ��- Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 21 Wheat Ridge, CO Rc'l icssall CH: Inorganic clays, high plasticity CL: inorganic clays, loo.., to medium plasticity, gravelly, sandy, silty, lean clays GC: Clayey gravels, poorly graded gravel -sand -clay mixtures GM: Silty gravels, poorly graded gravel -sand -silt mixtures GP: Poorly -graded gravels, gravel -sand. Little or no fines. GW: Well -graded gravels, gravel -sand. Little or no fines. MH: Inorganic clayey silts, elastic silts ML: Inorganic silts, very fine sands, silty or clayey, slight plasticty SC: Clayey sands, poorly graded sand -clay mixtures SM: Silty sands, poorly graded sand -silt mixtures SP: Poorly -graded sands, gravelly sands. Little or no fines. SW: Well -graded sands, gravelly sands. Little or no fines. Wall: waII07 Powered by Vespa Page 3 Printed 3/5/2017 Version: 2.1.7.6050 In Situ Friction Density y Friction Cohesion Cf Sc l; Zone Soil Type Angle ip [Ib/ft'? Factor p [Ib/ftz] Infill (i) CP 34' 1.25.00 n/a �n/a Retained (r) CL 30' 130.00 n/a. n/a Foundation! (f) G 30- 130.00 0.55 O.N Fuse (b) 39' 140.02 0.70 n/a Drainage (d) GP 38' 125.02- 0.70 n/a Rc'l icssall CH: Inorganic clays, high plasticity CL: inorganic clays, loo.., to medium plasticity, gravelly, sandy, silty, lean clays GC: Clayey gravels, poorly graded gravel -sand -clay mixtures GM: Silty gravels, poorly graded gravel -sand -silt mixtures GP: Poorly -graded gravels, gravel -sand. Little or no fines. GW: Well -graded gravels, gravel -sand. Little or no fines. MH: Inorganic clayey silts, elastic silts ML: Inorganic silts, very fine sands, silty or clayey, slight plasticty SC: Clayey sands, poorly graded sand -clay mixtures SM: Silty sands, poorly graded sand -silt mixtures SP: Poorly -graded sands, gravelly sands. Little or no fines. SW: Well -graded sands, gravelly sands. Little or no fines. Wall: waII07 Powered by Vespa Page 3 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Section 3 Details Ssction 3 Cros.�-so-ction 3.0 d - - - - - - {Synteen Geogrid SF551 6.00 ft - - - - ------ {Synteen Geogrid SF55} 6.00 ft Section 3 Static ICS Cross-section 3.0 �1 Section 3 Cross-section Details Upper Slope Angle (3 Crest Offset Live Load ql Live Offset glofs Dead Load qd Dead Offset qdofs Top of Section Bottom Grade Base of Section Design Height H Embedment Depth Hemb >ynteen Geogrid SF551 6.00 ft ynteen Geogrid SF55} 6.00 ft 18.40 ° 3.00 ft 0 Ib/ft2 0.00 ft 01 b/ft2 0.00 ft 486.00 ft 483.00 ft 481.67 f t 4.33 f t 1.33ft Wall: wall07 r Powered by Vespa Page 4 Printed 3/5/2017 �e Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 21 Wheat Ridge, CO C Tif:ir'C�.il Checks Check Description titin. Requirement Resin?' Status Layer (ft) >=1.50 >=1.50 Minimi rn Embedment°,;; v� A� l i.c) 70; _ �- ----4 .4444 Pass i. Min. Reinforcement Length 4.600:) 6 0000 Pass L/H Rafio Min. L/H Ratio ().6000 1.3846 Pass i.a Min. Anchorage i_e.ngth 1.11)C00 3.45;,2 Pass MinHemb Unirnum Embedment 12.0000 16-00100 Pass RS Max.. 'n`einfarcen ent Separation 0.000:7 1.1333 Puss F,sBotT rn Max. multiple of Hu at boltor r O.t 0 2.00 Pass A ;Toa Max. multiple of Hu at top 0.00 2.50 Pass External Checks L' 5.09 ft Eq. 7-3 Static L" 0.25 ft Eq. 7-4 Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 18.47 Pass FSct Crest Toppling 1.50 6.15 Pass FSot Overturning 2.00 18.92 Pass FSsl Base Sliding 1.50 5.44 Pass Internal and Local Checks Static Wall: wa1107 Elevation FSsl FSpo FSto FScs FSsc Layer (ft) >=1.50 >=1.50 >=1.50 >=1.50 >=1.50 2 484.33 12.81 12.49 15.06 7.32 1 483.00 23.06 17.43 36.88 15.26 Static Calculations General Equations External failure plane ae 51.75° Eq. 5-5 External active earth pressure Kaext 0.24 Eq. 7-1 External interface friction angle be 30.00 ° Eq. 7-2 Width of reinforced zone L' 5.09 ft Eq. 7-3 Increase in width of reinforced zone due to R L" 0.25 ft Eq. 7-4 Increase in height due to backslope h 1.78ft Eq. 7-5 Increase in height due to backslope at LR hmax 3.81 ft Eq. 7-6 Increase in height due to backslope hs 1.00ft Eq. 7-7 Width of rein. layer for internal sliding Ls" 0.14 ft Eq. 7-8 Equivalent slope at back of rein. zone [text 0.00 ° Eq. 7-9 Height of back of wall for ext. stability Hext 5.33ft Eq. 7-10 Horizontal width of rein. zone at backslope La 5.23ft Eq. 7-11 Earth pressure from soil weight Ps 443.85 lb/ft Eq. 7-12 Force of uniform surcharge Pq 0.00lb/ft Eq. 7-13 Horz. component of Ps PsH 411.44 lb/ft Eq. 7-14 Horz. force of dead load surcharge PgdH 0.00lb/ft Eq. 7-15 Horz. force of live load surcharge PgIH 0.00lb/ft Eq. 7-16 Horz. component of active earth force PaH 411.441b/ft Eq. 7-17 Resisting moment arm for PsH Ys 1.78 ft Eq. 7-18 Resisting moment arm for PqH Yq 2.67ft Eq. 7-19 Vert. component of Ps PsV 166.481b/ft Eq. 7-20 Vert. force of dead load surcharge PgdV 0.00lb/ft Eq. 7-21 Vert. force of live load surcharge PgIV 0.00lb/ft Eq. 7-22 Vert. component of active earth force PaV 166.48 Ib/ft Eq. 7-23 Resisting moment arm for PsV Xs 6.25 ft Eq. 7-24 Resisting moment arm for PqV Xq 6.37 ft Eq. 7-25 Height above rein. area at int. failure plane hint 1.10ft Eq. 7-26 00, Horz. influence distance dint 3.23ft Eq. 7-27a Qi4 Distance dead load applied for broken back Lpq 5.23ft Eq. 7-29 �h9O Internal active earth pressure Kaint 0.22 Eq. 7-43 Ls,� Internal interface friction angle Si 22.67' Eq. 7-44 Maximum height of slope influence hmaxint 2.88ft Eq. 7-45 Slope for internal analysis [lint 6.57° Eq. 7-46 Internal failure plane ai 54.24° Eq. 7-50 Elevation of influence of live load Eqlinfl 4.33 ft Eq. 7-93 Elevation of influence of dead load Eqdinfl 4.33 ft Eq. 7-94 Powered by Vespa Page 5 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Wall: wall07 Base Sliding Mr 13834.51 Ib -ft Eq. 7-34 Weight of reinforced mass Wri 3250.00 lb/ft Eq. 7-30 Weight of soil above wall Wr[ii 187.121b/ft Eq. 7-31 Al Weight of soil above wall Wr[i2 261.14lb/ft Eq. 7-31 A2 Weight of soil above wall WrP3 8.71 Ib/ft Eq. 7-31A3 Weight of soil above wall Wrp 456.971b/ft Eq. 7-31 Base sliding resistance Rs 2236.341bift Eq. 7-32 Base sliding FSsl 5.44 Eq. 7-33 Overturning Resisting moment Mr 13834.51 Ib -ft Eq. 7-34 Resisting moment arm for rein. zone Xri Layer/ 3.26 ft Eq. 7-35 Resisting moment arm in top slope Xr[i1 (Ib/ft) 3.61 ft Eq. 7-36A1 Resisting moment arm in top slope Xr(32 [7-69] 5.65 ft Eq. 7-36A2 Resisting moment arm in top slope Xr(33 0.00 6.75ft Eq. 7-36A3 Resisting moment arm for surcharge Xq[i 102.78 4.13 ft Eq. 7-37 Driving moment Mo 731.181b -ft Eq. 7-38 Overturning FSot Layer/ 18.92 Eq. 7-39 Bearing Capacity (Ib/ft) (Ib/ft) Course (ft) Equivalent bearing area B [7-73] 6.00 ft Eq. 7-40 Eccentricity of bearing force e 0.00 0.00 ft Eq. 7-41 Applied bearing pressure Qa 0.00 645.581b/ft2 Eq. 7-42 Ultimate bearing pressure Qult 11926.56 1 b/ft2 Eq. 12-10 Bearing capacity FSbc 18.47 Eq. 12-11 Tensile Overstress (Ib/ft) (Ib/ft) FSsI Course Acn Dn Fgn [7-77] [7-78] Layer/ Elevation (ft) (ft) (Ib/ft) 1910.00 FSto Course (ft) [7-54..57] [7-58..60] [7-61] 841.61 [7-62] 1/2 483.00 2.00 3.33 174.38 15.06 2/4 484.33 2.33 1.17 71.21 36.88 Pullout ACn La do Layer/ Elevation (Ib/ft) (ft) (ft) FSpo Course (ft) [7-63] [7-64] [7-65] [7-66] 1/2 483.00 2178.40 4.23 3.82 12.49 2/4 484.33 1241.32 3.45 2.66 17.43 Intenal Sliding Connection Strength PsH PgdH PgIH PsV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-67] [7-68] [7-69] [7-70] 112 483.00 231.38 0.00 0.00 93.62 2/4 484.33 102.78 0.00 0.00 41.59 PgdV PgIV PaH PaV Layer/ Elevation (lb/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-71] [7-72] [7-73] [7-74] 1/2 483.00 0.00 0.00 231.38 93.62 2/4 484.33 0.00 0.00 102.78 41.59 R's W'ri V u Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) FSsI Course (ft) [7-75] [7-76] [7-77] [7-78] 1/2 483.00 1327.75 1910.00 1636.06 12.81 2/4 484.33 841.61 1061.11 1528.23 23.06 Connection Strength C Powered by Vespa Page 6 Printed 3/5/2017 4 Version: 2.1.7.6050 Fgn Tconn hinflmax Layer/ Elevation (Ib/ft) (Ib/ft) FScs (ft) Course (ft) [7-61X] [7-79] [7-80] [7-92] 1/2 483.00 174.38 1275.91 7.32 0.62 2/4 484.33 71.21 1086.74 15.26 0.62 C Powered by Vespa Page 6 Printed 3/5/2017 4 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Crest Toppling Active earth pressure from soil weight Uniform surcharges Horz. component of Ps Uniform surcharge Vert, component of Ps Vert. force from dead load surcharge Vert. force from live load surcharge Crest toppling Resisting moment Resisting moment arm Height from top layer to grade Overturning moment Ps 37.56 lb/ft Eq. 7-81 Pq 0.00 ib/ft Eq. 7-82 Psti 36.33lb/ft Eq. 7-83 PqH 0,00lb/ft Eq. 7-84 0sV 9.531b/ft Eq. 7-85 PgdV 0.00lb/ft Eq. 7-86 PglV 0.00lb/ft Eq. 7-37 FSct 6.15 Eq. 7-88 Mr 124.17 lb -ft Eq. 7-89 X w 0.57 ft Eq. 7-90 z 1.67ft Eq. W 20.181b -ft Eq. 7-91 Wall: wa1107 Powered by Vespa Page 7 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 21 Wheat Ridge, CO Section 4 Details ;ecOcn 4 r„res�:-_:ectjon Wall: wa1107 - _ - -- --------------------------------5 nteenGeo rid SF . .., { Y g ---------------------------------{Synteen Geogrid SR '-----Jxz9Iz"x Section 4 Static ICS Cross-section Section 4 Cross-section Details Upper Slope Angle R 18.40 ° Crest Offset 3.00ft Live Load ql 0lb/ft2 Live Offset qlofs 0.00ft Dead Load qd 3901b/ft2 Dead Offset qdofs 3.00ft Top of Section 486.00ft Bottom Grade 483.00ft Base of Section 481.67 ft Design Height H 4.33ft Embedment Depth Hemb 1.33 ft ------------{Synteen Geogrid SF ------------{Synteen Geogrid SR Powered by Vespa Page 8 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Empirical Checks FSsl FSpo FSto FScs FSsc Check Description Min. Requirement Result Status Hemb Minimum Embedment % � 10.0000 44.4444 Pass L Min. Reinforcement Length 4.0000 15.0000 Pass JH Ratio Min. ' -'H Ratio 0.6000 3.4615 Pass La Min. anchorage Length 1.0000 12.4532 Pass Minriemb Minimum Embedment 12.0000 16.00co Pass ,s Max. Reinforcement Separation 0.0000 1.3333 Pass RsBottom Max. multiple of Hu at bottom 0.00 2.00 Pass Rs -Top Max. multiple of Hu at top 0.00 2.50 Pass External Checks Eq. 7-11 Earth pressure from soil weight Ps 443.851b/ft Static Force of uniform surcharge Pq 499.52 lb/ft Eq. 7-13 Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 26.00 Pass FSct Crest Toppling 1.50 6.15 Pass FSot Overturning 2.00 64.96 Pass FSsl Base Sliding 1.50 9.53 Pass Internal and Local Checks Static Elevation FSsl FSpo FSto FScs FSsc Layer (ft) >=1.50 >=1.50 >=1.50 >=1.50 >=1.50 2 484.33 13.53 37.62 15.06 7.32 1 483.00 12.81 12.49 7.78 7.32 Static Calculations General Equations External failure plane ae 51.75° Eq. 5-5 External active earth pressure Kaext 0.24 Eq. 7-1 External interface friction angle 6e 30.00 ° Eq. 7-2 Width of reinforced zone L' 14.09 ft Eq. 7-3 Increase in width of reinforced zone due to R L" 0.69 ft Eq. 7-4 Increase in height due to backslope h 4.92 ft Eq. 7-5 Increase in height due to backslope at LP hmax 7.99 ft Eq. 7-6 Increase in height due to backslope hs 1.00 ft Eq. 7-7 Width of rein. layer for internal sliding Ls" 0.14ft Eq. 7-8 Equivalent slope at back of rein. zone [3ext 0.00 ° Eq. 7-9 Height of back of wall for ext. stability Hext 5.33ft Eq. 7-10 Horizontal width of rein. zone at backslope LR 14.23ft Eq. 7-11 Earth pressure from soil weight Ps 443.851b/ft Eq. 7-12 Force of uniform surcharge Pq 499.52 lb/ft Eq. 7-13 Horz. component of Ps PsH 411.441b/ft Eq. 7-14 Horz. force of dead load surcharge PgdH 463.05 lb/ft Eq. 7-15 Horz. force of live load surcharge PgIH 0.00lb/ft Eq. 7-16 Horz. component of active earth force PaH 874.49 lb/ft Eq. 7-17 Resisting moment arm for PsH Ys 1.78ft Eq. 7-18 Resisting moment arm for PqH Yq 2.67 ft Eq. 7-19 Vert. component of Ps PsV 166.481b/ft Eq. 7-20 Vert. force of dead load surcharge PgdV 187.371b/ft Eq. 7-21 Vert. force of live load surcharge PgIV 0.00lb/ft Eq. 7-22 Vert. component of active earth force PaV 353.85 lb/ft Eq. 7-23 Resisting moment arm for PsV Xs 15.25 ft Eq. 7-24 Resisting moment arm for PqV Xq 15.37 ft Eq. 7-25 Height above rein. area at int. failure plane hint 1.10ft Eq. 7-26 Horz. influence distance dint 3.23 ft Eq. 7-27 Distance dead load applied for broken back Lpq 11.23 ft Eq. 7-29 Internal active earth pressure Kaint 0.22 Eq. 7-43 Internal interface friction angle bi 22.67' Eq. 7-44 Maximum height of slope influence hmaxint 2.88 ft Eq. 7-45 Slope for internal analysis [lint 6.57° Eq. 7-46 Internal failure plane ai 54.24° Eq. 7-50 Elevation of influence of live load Eqlinfl 4.33ft Eq. 7-93 Elevation of influence of dead load Eqdinfl 0.00 ft Eq. 7-94 Wall: wall07 Powered by Vespa Page 9 Printed 3/5/2017 I Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Base Sliding Mr 127682.68 lb -ft Eq. 7-34 Weight of reinforced mass Wri 8125.00 lb/ft Eq. 7-30 Weight of soil above wall Wr(31 187.12lb/ft Eq. 7-31A1 Weight of soil above wall Wr(32 1383.85 ib/ft Eq. 7-31 A2 Weight of soil above wall Wrj33 8.71 Ib/ft Eq. 7-31A3 Weight of soil above wall Wry 1579.681b/ft Eq. 7-31 Base sliding resistance Rs 8336.591b/ft Eq. 7-32 Base sliding FSsl 9.53 Eq. 7-33 Overturning Resisting moment Mr 127682.68 lb -ft Eq. 7-34 Resisting moment arm for rein. zone Xri Layer/ 7.76 ft Eq. 7-35 Resisting moment arm in top slope Xr[31 (Ib/ft) 3.61 It Eq. 7-36A1 Resisting moment arm in top slope Xr[i2 [7-69] 10.15ft Eq. 7-36A2 Resisting moment arm in top slope Xr[i3 347.24 15.75ft Eq. 7-36A3 Resisting moment arm for surcharge Xqp 102.78 10.13ft Eq. 7-37 Driving moment Mo 1965.50lb-tt Eq. 7-38 Overturning FSot PaV 64.96 Eq. 7-39 Bearing Capacity (Ib/ft) (Ib/ft) (Ib/ft) Course Equivalent bearing area B [7-72] 15.00ft Eq. 7-40 Eccentricity of bearing force e 0.00 0.001t Eq. 7-41 Applied bearing pressure Qa 484.33 962.631b/ft2 Eq. 7-42 Ultimate bearing pressure Qult 25032.09 1 b/ft2 Eq. 12-10 Bearing capacity FSbc V u 26.00 Eq. 12-11 Tensile Overstress (lb/ft) (Ib/ft) (Ib/ft) FSsl Acn Dn Fgn [7-76] [7-77] Layer/ Elevation (ft) (ft) (Ib/ft) 6194.52 FSto Course (ft) [7-54..57] [7-58..60] [7-61] 484.33 [7-62] 1/2 483.00 2.00 3.33 337.61 7.78 2/4 484.33 2.33 1.17 261.63 10.04 Pullout ACn La do Layer/ Elevation (Ib/ft) (ft) (ft) FSpo Course (ft) [7-63] [7-64] [7-65] [7-66] 1/2 483.00 12700.52 13.23 4.00 37.62 2/4 484.33 9717.95 12.45 2.66 37.14 Intenal Sliding Connection Strength PsH PgdH PgIH PsV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-67] [7-68] [7-69] [7-70] 1/2 483.00 231.38 347.24 0.00 93.62 2/4 484.33 102.78 231.44 0.00 41.59 PgdV PgIV PaH PaV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-71] [7-72] [7-73] [7-74] 1/2 483.00 0.00 140.51 578.62 234.13 2/4 484.33 0.00 93.65 334.22 135.24 R's W'ri V u Layer/ Elevation (lb/ft) (Ib/ft) (Ib/ft) FSsl Course (ft) [7-75] [7-76] [7-77] [7-78] 1/2 483.00 6194.52 5285.00 1636.06 13.53 2/4 484.33 4873.68 2936.11 1528.23 19.15 Connection Strength Wall: wall07 Powered by Vespa Page 10 Printed 3/5/2017 Version: 2.1.7.6050 Fgn Tconn hinflmax Layer/ Elevation (Ib/ft) (Ib/ft) FScs (ft) Course (ft) [7-61X] [7-79] [7-80] [7-92] 1/2 483.00 174.38 1275.91 7.32 0.62 2/4 484.33 71.21 1086.74 15.26 0.62 Wall: wall07 Powered by Vespa Page 10 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Crest Yoppiing Active earth pressure from soil weight Ps 37.56 lb/ft Eq. 7-81 Uniform surcharges Pq 0.00lb/ft Eq. 7-32 Horz, component of Ps I-'SFi 36.331bift Eq. 7-83 Uniform surcharge PgFs 0,00 lb.%tt meq. 1-)3A Vert. roniponerit of Ps F's✓ 9.531bift Eq. 7.. c, Vert. force from dead load surcharge P -OV 0.001b/ft Eq. 7.85 V¢rt. force from live load surcharge pglV 0.00lb.'ft Eq. 7-87 Crest toppling FSct 6.15 Eq. 7 S8 Resisting moment Mr 124.17 lb -ft Eq. 7-63 Resisting moment arm Xw 0.57 ft Eq. 7-;10 Height from top layer to grade z 1.67 ft Eq. Overturning moment W 20.13 lb -ft Eq. 7-01 Wal!: wa1107 Powered by Vespa Page 11 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Section 5 Details Secti,)n 5 Cross-section Section 5 Static ICS Cross-section 3.0 4 4 4 4 4 Wall: waII07 H -------------------- {Synteen Gi -------------------- {Synteen GE Section 5 Cross-section Details Upper Slope Angle (3 18.40 ° Crest Offset 3.00ft Live Load ql 01b/ft2 Live Offset qlofs 0.00 ft Dead Load qd 780lb/ft2 Dead Offset qdofs 3.00 ft Top of Section 486.00 ft Bottom Grade 483.00 ft Base of Section 481.67 ft Design Height H 4.33 ft Embedment Depth Hemb 1.33 ft 2 -------------------- {Synteen G -------------------- {Synteen GE r Powered by Vespa Page 12 Printed 3/5/2017 4 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Enipiri-�al Checks Static Calculations General Equations Description Min. Requirement Result Status _Check Hemb Minimum Embedment bio 10.0000 44.4444 Pass I_ Min. Reinforcement length 4.0000 18.0000 Pass 'H Ratio M'n. Li11 RatGo 0.6000 4.1538 Pass La Min. Anchora,e Length 1.0000 15.4532 Pass MinHemb Minimum Embedment 12.0000 16.0000 Pass Rs Max. R Jnforcemert Separatio, 0.0000 1.3333 Pass RsBottom Max. multiple of Hu at bottom O.CO 2.00 Pass RsTop Max. multiple of Hu at top 0.00 2.50 Pass External Checks 5.33 ft Eq. 7-10 Horizontal width of rein. zone at backslope Static 17.23 ft Eq. 7-11 Earth pressure from soil weight Ps Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 22.67 Pass FSct Crest Toppling 1.50 6.15 Pass FSot Overturning 2.00 78.32 Pass FSsl Base Sliding 1.50 10.08 Pass Internal and Local Checks Resisting moment arm for PqH Yq 2.67 ft Static Vert. component of Ps PsV 166.48 lb/ft Eq. 7-20 Vert. force of dead load surcharge Elevation FSsl FSpo FSto FScs FSsc Vert. force of live load surcharge Layer (ft) >=1.50 >=1.50 >=1.50 >=1.50 >=1.50 PaV 2 484.33 13.33 44.75 5.24 7.32 Xs 18.25 ft 1 483.00 13.53 37.62 7.78 7.32 18.37ft Eq. 7-25 Static Calculations General Equations External failure plane ae 51.75° Eq. 5-5 External active earth pressure Kaext 0.24 Eq. 7-1 External interface friction angle be 30.00° Eq. 7-2 Width of reinforced zone L' 17.09 ft Eq. 7-3 Increase in width of reinforced zone due to P L" 0.83ft Eq. 7-4 Increase in height due to backslope h 5.96 ft Eq. 7-5 Increase in height due to backslope at LP hmax 9.39 ft Eq. 7-6 Increase in height due to backslope hs 1.00ft Eq. 7-7 Width of rein. layer for internal sliding Ls" 0.14ft Eq. 7-8 Equivalent slope at back of rein. zone Pext 0.00° Eq. 7-9 Height of back of wall for ext. stability Hext 5.33 ft Eq. 7-10 Horizontal width of rein. zone at backslope LP 17.23 ft Eq. 7-11 Earth pressure from soil weight Ps 443.851b/ft Eq. 7-12 Force of uniform surcharge Pq 999.04 lb/ft Eq. 7-13 Horz. component of Ps PsH 411.441b/ft Eq. 7-14 Horz. force of dead load surcharge PgdH 926.10lb/ft Eq. 7-15 Horz. force of live load surcharge PgIH 0.00lb/ft Eq. 7-16 Horz. component of active earth force PaH 1337.54 lb/ft Eq. 7-17 Resisting moment arm for PsH Ys 1.78ft Eq. 7-18 Resisting moment arm for PqH Yq 2.67 ft Eq. 7-19 Vert. component of Ps PsV 166.48 lb/ft Eq. 7-20 Vert. force of dead load surcharge PgdV 374.731b/ft Eq. 7-21 Vert. force of live load surcharge PgIV 0.00lb/ft Eq. 7-22 Vert. component of active earth force PaV 541.22 lb/ft Eq. 7-23 Resisting moment arm for PsV Xs 18.25 ft Eq. 7-24 Resisting moment arm for PqV Xq 18.37ft Eq. 7-25 Height above rein. area at int. failure plane hint 1.10ft Eq. 7-26 Horz. influence distance dint 3.23ft Eq. 7-27 Distance dead load applied for broken back LPq 14.23 ft Eq. 7-29 Internal active earth pressure Kaint 0.22 Eq. 7-43 Internal interface friction angle bi 22.67° Eq. 7-44 Maximum height of slope influence hmaxint 2.88 ft Eq. 7-45 Slope for internal analysis Pint 6.57° Eq. 7-46 Internal failure plane ai 54.24° Eq. 7-50 Elevation of influence of live load Eqlinfl 4.33ft Eq. 7-93 Elevation of influence of dead load Eqdinfi 0.00 ft Eq. 7-94 Wall: wall07 Powered by Vespa Page 13 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Base Sliding Mr 250613.52 lb -ft Eq. 7-34 Weight of reinforced mass Wri 9750.00 lb/ft Eq. 7-30 Weight of soil above wall Wr(31 187.12lbift Eq. 7-31A1 Weight of soil above wall WrP2 1758.09lb/ft Eq. 7-31A2 Weight of soil above wail Wr(33 8.71 Ib/ft Eq. 7-31A3 Weight of soil above wall Wr[3 1953.92 lb/ft Eq. 7-31 Base sliding resistance Rs 13479.32lbift Eq. 7-32 Base sliding FSsl 10.08 Eo. 7-33 Overturning Resisting moment Mr 250613.52 lb -ft Eq. 7-34 Resisting moment arm for rein. zone Xri 9.26 ft Eq. 7-35 Resisting moment arm in top slope Xr[i1 3.61 ft Eq. 7-36A1 Resisting moment arm in top slope Xr02 11.65ft Eq. 7-36A2 Resisting moment arm in top slope Xr03 18.75ft Eq. 7-36A3 Resisting moment arm for surcharge Xq[i 11.63ft Eq. 7-37 Driving moment Mo 3199.82 lb -ft Eq. 7-38 Overturning FSot 78.32 Eq. 7-39 Bearing Capacity PgIV PaH PaV Equivalent bearing area B 18.00 ft Eq. 7-40 Eccentricity of bearing force a 0.00 ft Eq. 7-41 Applied bearing pressure Qa 1297.05 1 b/ft2 Eq. 7-42 Ultimate bearing pressure Qult 29400.60 1 b/ft2 Eq. 12-10 Bearing capacity FSbc 22.67 Eq. 12-11 Tensile Overstress 187.29 565.65 228.88 Acn Dn Fgn W'ri Layer/ Elevation (ft) (ft) (Ib/ft) FSto Course (ft) [7-54..57] [7-58..60] [7-61] [7-62] 1/2 483.00 2.00 3.33 500.83 5.24 2/4 484.33 2.33 1.17 452.06 5.81 Pullout 6410.00 1636.06 13.33 ACn La do 3561.11 Layer/ Elevation (Ib/ft) (ft) (ft) FSpo Course (ft) [7-63] [7-64] [7-65] [7-66] 1/2 483.00 22410.83 16.23 4.00 44.75 2/4 484.33 18563.14 15.45 2.66 41.06 Intenal Sliding Connection Strength PsH PgdH PglH PsV Layer/ Elevation (Ib/ft) (Ib/ft) (lb/ft) (Ib/ft) Course (ft) [7-67] [7-68] [7-69] [7-70] 1/2 483.00 231.38 694.48 0.00 93.62 2/4 484.33 102.78 462.87 0.00 41.59 PgdV PgIV PaH PaV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-71] [7-72] [7-73] [7-74] 1/2 483.00 0.00 281.01 925.86 374.64 2/4 484.33 0.00 187.29 565.65 228.88 R's W'ri V u Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) FSsI Course (ft) [7-75] [7-76] [7-77] [7-78] 1/2 483.00 10705.95 6410.00 1636.06 13.33 2/4 484.33 9090.02 3561.11 1528.23 18.77 Connection Strength Wall: wa1107 p Powered by Vespa Page 14 Printed 3/5/2017 4 Version: 2.1.7.6050 Fgn Tconn hinflmax Layer/ Elevation (Ib/ft) (Ib/ft) FScs (ft) Course (ft) [7-61X] [7-79] [7-80] [7-92] 1/2 483.00 174.38 1275.91 7.32 0.62 2/4 484.33 71.21 1086.74 15.26 0.62 Wall: wa1107 p Powered by Vespa Page 14 Printed 3/5/2017 4 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 21 Wheat Ridge, CO Crest Toppling Active earth pressure from soil weight Ps 37.56 lb/ft Eq. 7-81 Uniform surcharges Pq 0.00lb/ft Eq. 7-82 Horz. component of Ps PsH 36.33 %/ft Eq. 7-83 Uniform surcharge PqH 0,00lb/ft Eq 7-84 Vert. ccmponent of ins PSV 9.531bfft Eq. 7-85 Vert. force from dead load surcharge PgdV 0.00lb/ft Eq. 7-86 Vest, force from live load surcharge PgIV 0.010Ib/ft Eq. 7-87 Crest toppling FSct 6.15 Eq. 7-88 Resisting moment Mr 124.17lb-ft Eq. 7-89 Resisting moment arm X 0.57ft Eq. 7-90 Height from top layer to grade z 1.67 ft Eq. Overturning moment Nb 20.18 lb -ft Eq. 7-91 Wall: wall07 Powered by Vespa Page 15 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Section 6 Details erect=e r 6 y"ros:s-section 3.0 4 �" . Section 6 Static ICS Cross-section 3. Q Wall: wall07 H ---------------------------- {S- - - - - - - - - - - - - - - - - - - - - - - - - - - - - {s Section 6 Cross-section Details Upper Slope Angle R 18.40° Crest Offset 3.00ft Live Load ql 01b/ft2 Live Offset qlofs 0.00ft Dead Load qd 1,1701b/ft2 Dead Offset qdofs 3.00 ft Top of Section 486.00 ft Bottom Grade 483.00 ft Base of Section 481.67ft Design Height H 4.33ft Embedment Depth Hemb 1.33ft ---------------------------IL ----------------------- - - - - {s Powered by Vespa Page 16 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Empirical Checks FSsl FSpo FSto FScs FSsc Check Description Min. Requirement Result >=1.50 >=1.50 I;emh -�-_ �Mininiurn Embedment %�-- _ --�-10.0000 44. 444 _Status Pass v L Min. Rpi iforcernent Length 4.0000 2 1.0000 Pass ;-;H Ratio Min. Ul-I Raiia 0.6000 4.5462 Pass La Min. Anchorage Length 1.0000 19.2;5;?2 Pass ,'AinHemb ViCxnurr, Embedment 12.0000 16.00N Pass; Rs Max. Rainforcement Separation 0.0000 1.3333 Pass RsSottorn Max. multiple of Hu at bottern 0.00 2.00 Pass r3sTop Max. multiple of Hu at top 0.00 2.60 Pass External Checks Eq. 7-11 Earth pressure from soil weight Ps 443.851b/ft Static Force of uniform surcharge Pq 1498.56 lb/ft Eq. 7-13 Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 20.50 Pass FSct Crest Toppling 1.50 6.15 Pass FSot Overturning 2.00 97.32 Pass FSsl Base Sliding 1.50 11.09 Pass Internal and Local Checks Static Elevation FSsl FSpo FSto FScs FSsc Layer (ft) >=1.50 >=1.50 >=1.50 >=1.50 >=1.50 2 484.33 14.23 52.17 3.96 7.32 1 483.00 13.33 12.49 15.06 7.32 Static Calculations General Equations External failure plane ae 51.75° Eq. 5-5 External active earth pressure Kaext 0.24 Eq. 7-1 External interface friction angle be 30.00° Eq. 7-2 Width of reinforced zone L' 20.09 ft Eq. 7-3 Increase in width of reinforced zone due to R L" 0.98 ft Eq. 7-4 Increase in height due to backslope h 7.01 It Eq. 7-5 Increase in height due to backslope at La hmax 10.78 It Eq. 7-6 Increase in height due to backslope hs 1.00ft Eq. 7-7 Width of rein. layer for internal sliding Ls" 0.14ft Eq. 7-8 Equivalent slope at back of rein. zone pext 0.00 ° Eq. 7-9 Height of back of wall for ext. stability Hext 5.33ft Eq. 7-10 Horizontal width of rein. zone at backslope LP 20.23 ft Eq. 7-11 Earth pressure from soil weight Ps 443.851b/ft Eq. 7-12 Force of uniform surcharge Pq 1498.56 lb/ft Eq. 7-13 Horz. component of Ps PsH 411.441b/ft Eq. 7-14 Horz. force of dead load surcharge PgdH 1389.14lb/ft Eq. 7-15 Horz. force of live load surcharge PgIH 0.001b/ft Eq. 7-16 Horz. component of active earth force PaH 1800.59 lb/ft Eq. 7-17 Resisting moment arm for PsH Ys 1.78ft Eq. 7-18 Resisting moment arm for PqH Yq 2.67ft Eq. 7-19 Vert. component of Ps PsV 166.48 lb/ft Eq. 7-20 Vert. force of dead load surcharge PgdV 562.10lb/ft Eq. 7-21 Vert. force of live load surcharge PgIV 0.00lb/ft Eq. 7-22 Vert. component of active earth force PaV 728.581b/ft Eq. 7-23 Resisting moment arm for PsV Xs 21.25 ft Eq. 7-24 Resisting moment arm for PqV Xq 21.37 ft Eq. 7-25 Height above rein. area at int. failure plane hint 1.10ft Eq. 7-26 Horz. influence distance dint 3.23ft Eq. 7-27 Distance dead load applied for broken back Lpq 17.23ft Eq. 7-29 Internal active earth pressure Kaint 0.22 Eq. 7-43 Internal interface friction angle bi 22.67° Eq. 7-44 Maximum height of slope influence hmaxint 2.88 ft Eq. 7-45 Slope for internal analysis pint 6.57° Eq. 7-46 Internal failure plane ai 54.24° Eq. 7-50 Elevation of influence of live load Eqlinfl 4.33 ft Eq. 7-93 Elevation of influence of dead load Eqdinfl 0.00 It Eq. 7-94 Wall: wa1107 Powered by Vespa Page 17 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Base Sliding Mr 431552.60 lb -ft Eq. 7-34 Weight of reinforced mass Wri 11375.00lb/ft Eq. 7-30 Weight of soil above wall Wra1 187.12lb/ft Eq. 7-31A1 Weight of soil above wall W'r[32 2132.32 Ib/ft Eq. 7-31 A2 Weight of soil above wall WiP3 8.71 Ib/ft Eq. 7-31 A3 Weight of soil above wall Wrp 2328.16lb/ft Eq. 7-31 Base sliding resistance Rs 19973.031b/ft Eq. 7-32 Base sliding FSsl 11.09 Eq. 7-33 Overturning Resisting moment Mr 431552.60 lb -ft Eq. 7-34 Resisting moment arm for rein. zone Xri 10.76 ft Eq. 7-35 Resisting moment arm in top slope XrP1 3.61 ft Eq. 7-36A1 Resisting moment arm in top slope Xrj32 13.15ft Eq. 7-36A2 Resisting moment arm in top slope Xr[33 21.75 ft Eq. 7-36A3 Resisting moment arm for surcharge Xqa 13.13ft Eq. 7-37 Driving moment Mo 4434.15 lb -ft Eq. 7-38 Overturning FSot 97.32 Eq. 7-39 Bearing Capacity PgIV PaH PaV Equivalent bearing area B 21.00ft Eq. 7-40 Eccentricity of bearing force e 0.00 ft Eq. 7-41 Applied bearing pressure Oa 1647.36 1 b/ft2 Eq. 7-42 Ultimate bearing pressure Qult 33769.11 Ib/ft2 Eq. 12-10 Bearing capacity FSbc 20.50 Eq. 12-11 Tensile Overstress 280.94 797.09 322.53 Acn Dn Fgn W'ri Layer/ Elevation (ft) (ft) (Ib/ft) FSto Course (ft) [7-54..57] [7-58..60] [7-61] [7-62] 1/2 483.00 2.00 3.33 664.05 3.96 2/4 484.33 2.33 1.17 642.49 4.09 Pullout 7535.00 1636.06 14.23 ACn La do 4186.11 Layer/ Elevation (lb/ft) (ft) (ft) FSpo Course (ft) [7-63] [7-64] [7-65] [7-66] 1/2 483.00 34646.48 19.23 4.00 52.17 2/4 484.33 29933.69 18.45 2.66 46.59 Intenal Sliding Connection Strength PsH PgdH PgIH PsV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-67] [7-68] [7-69] [7-70] 1/2 483.00 231.38 1041.73 0.00 93.62 2/4 484.33 102.78 694.31 0.00 41.59 PgdV PgIV PaH PaV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-71] [7-72] [7-73] [7-74] 1/2 483.00 0.00 421.52 1273.10 515.14 2/4 484.33 0.00 280.94 797.09 322.53 R's W'ri V u Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) FSsl Course (ft) [7-75] [7-76] [7-77] [7-78] 1/2 483.00 16480.06 7535.00 1636.06 14.23 2/4 484.33 14569.05 4186.11 1528.23 20.20 Connection Strength Wall: wall07 Powered by Vespa Page 18 Printed 3/5/2017 t - Version: 2.1.7.6050 Fgn Tconn hinflmax Layer/ Elevation (Ib/ft) (Ib/ft) FScs (ft) Course (ft) [7-61X] [7-79] [7-80] [7-92] 1/2 483.00 174.38 1275.91 7.32 0.62 2/4 484.33 71.21 1086.74 15.26 0.62 Wall: wall07 Powered by Vespa Page 18 Printed 3/5/2017 t - Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Crest Toppling Active earth pressure from soil weight Uniform surcharges Horz. component of Ps Uniform surcharge Vert. component of Ps Vert. force from dead load surcharge V, -rt. force from live loan surcharge Crest toppling Resisting moment Resisting moment arra Height from top layer to grade Overturning moment Ps 37.56lb,fft Eq. 7-81 Py 0.001tvft Eq. 7-82 PsH 36.331b/ft Eq. 7-83 Pqh 0.001/ft Eq. 7-84 PSV 9.53lb/ft Eq. 7-85 PgdV 0.00 ib/ft Eq. 7-86 Pq;V 0.001b/ft Eq.' -8r FSct 6.15 Eel. 7488 Mr 124.17 lb -ft Eq.7-89 X W 0.57 ft Eq. 7-90 z 1.67ft Eq. Nb 20.18 lb -ft Eq. 7-91 Wall: wa1107 Powered by Vespa Page 19 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad (Rev. 21 Wheat Ridge, CO Section 7 Details Section 7 Cross-section 3.0 Section 7 Static ICS Cross-section 3.0 2 Section 7 Cross-section Details Upper Slope Angle j3 18.40° Crest Offset 3.00ft Live Load ql 0lb/ft2 Live Offset qlofs 0.00 ft Dead Load qd 2,4001b/ft2 Dead Offset qdofs 3.00ft Top of Section 486.00ft Bottom Grade 483.00ft Base of Section 481.67 ft Design Height H 4.33ft Embedment Depth Hemb 1.33ft Wall: wall07 ` Powered by Vespa Page 20 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Empirical Checks Check Description Min. Requirement Result Status Hemb Minimum Embedment `;'0 10.0000 44.4444 Pass L Min. Reinforcement Length 4.0000 30.0000 Pass UH R-itio Min. 1211 Ratio 0.5000 6.9231 Pass La Min. Anchorage Length 1.0000 27.4532 Pass MinHemb Minimum Embedment 12.0000 16.0000 Pass Rs Max. Reinforcement Separation 0.0000 1.3333 Pass RsBottom Max. multiple of Hu at bottom 0.00 290 Pass Rs Top Max. multiple of Hu at top 0.00 2.50 Pass External Checks FSsl FSpo FSto FScs FSsc Static >=1.50 >=1.50 >=1.50 >=1.50 >=1.50 Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 16.74 Pass FSct Crest Toppling 1.50 6.15 Pass FSot Overturning 2.00 174.89 Pass FSsl Base Sliding 1.50 14.87 Pass Internal and Local Checks Static Elevation FSsl FSpo FSto FScs FSsc Layer (ft) >=1.50 >=1.50 >=1.50 >=1.50 >=1.50 2 484.33 18.53 37.62 2.23 7.32 1 483.00 12.81 74.93 15.06 7.32 Static Calculations General Equations External failure plane External active earth pressure External interface friction angle Width of reinforced zone Increase in width of reinforced zone due to R Increase in height due to backslope Increase in height due to backslope at L(3 Increase in height due to backslope Width of rein. layer for internal sliding Equivalent slope at back of rein. zone Height of back of wall for ext. stability Horizontal width of rein. zone at backslope Earth pressure from soil weight Force of uniform surcharge Horz. component of Ps Horz. force of dead load surcharge Horz. force of live load surcharge Horz. component of active earth force Resisting moment arm for PsH Resisting moment arm for PqH Vert. component of Ps Vert. force of dead load surcharge Vert. force of live load surcharge Vert. component of active earth force Resisting moment arm for PsV Resisting moment arm for PqV Height above rein. area at int. failure plane Horz. influence distance Distance dead load applied for broken back Internal active earth pressure Internal interface friction angle Maximum height of slope influence Slope for internal analysis Internal failure plane Elevation of influence of live load Elevation of influence of dead load ae 51.75 ° Eq. 5-5 Kaext 0.24 Eq. 7-1 be 30.00' Eq. 7-2 L' 29.09 ft Eq. 7-3 L" 1.42 ft Eq. 7-4 h 10.15ft Eq. 7-5 hmax 14.97 ft Eq. 7-6 hs 1.00ft Eq. 7-7 Ls" 0.14 ft Eq. 7-8 [3ext 0.00 ° Eq. 7-9 Hext 5.33ft Eq. 7-10 L[3 29.23 ft Eq. 7-11 Ps 443.85 lb/ft Eq. 7-12 Pq 3073.961b/ft Eq. 7-13 PsH 411.441b/ft Eq. 7-14 PgdH 2849.53 lb/ft Eq. 7-15 PglH 0.00lb/ft Eq. 7-16 PaH 3260.971b/ft Eq. 7-17 Ys 1.78 ft Eq. 7-18 Yq 2.67 ft Eq. 7-19 PsV 166.48 lb/ft Eq. 7-20 PgdV 1153.02 lb/ft Eq. 7-21 PgIV 0.00lb/ft Eq. 7-22 PaV 1319.501b/ft Eq. 7-23 Xs 30.25 ft Eq. 7-24 Xq 30.37 ft Eq. 7-25 , hint 1.10ft Eq. 7-26 dint 3.23 ft Eq. 7-27 LPq 26.23 ft Eq. 7-29 Kaint 0.22 Eq. 7-43 6i 22.67' Eq. 7-44 hmaxint 2.88 ft Eq. 7-45 Pint 6.57' Eq. 7-46 ai 54.24' Eq. 7-50 Eqlinfl 4.33 ft Eq. 7-93 Eqdinfl 0.00 ft Eq. 7-94 Wall: wa1107 r, Powered by Vespa Page 21 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Base Sliding Mr 1456343.351b -ft Eq. 7-34 Weight of reinforced mass Wri i6250.001b/ft Eq. 7-30 Weight of soil above wall WrP1 187.121b/ft Eq. 7-31A1 We;ght of soil above wail Wrl32 3255.041b/ft Eq. 7-31A2 Weight of soil above wall WrP3 8.71 Ib/ft Eq. 7-31 A3 Weluht of soil above wall ',rlrp 3450.871b/ft Eq. 731 Base sliding resistance Rs 48485.521b/ft Eq. 7-32 Base sliding FSsI 14.87 Eq. 7-33 Overturoing Wall: wall07 Resisting moment Mr 1456343.351b -ft Eq. 7-34 Resisting moment arm for rein. zone XJ 15.26 ft Eq. 7-35 Resisting moment arm in top slope XrP1 3.61 it Eq. 7-36A1 Resisting moment arm in top slope Xr[32 17.65 ft Eq. 7-36A2 Resisting moment arm in top slope Xr[i3 30.75 ft Eq. 7-36A3 Resisting moment arm for surcharge Xq[i 17.63 ft Eq. 7-37 Driving moment IVB 8327.01 Ib -ft Eq. 7-38 Overturning FSot 174.89 Eq. 7-39 Bearing Capacity PgIV PaH PaV Equivalent bearing area B 30.00ft Eq. 7-40 Eccentricity of bearing force e 0.00 ft Eq. 7-41 Applied bearing pressure Qa 2799.331b/ft2 Eq. 7-42 Ultimate bearing pressure Quit 46874.63 1 b/ft2 Eq. 12-10 Bearing capacity FSbc 16.74 Eq. 12-11 Tensile Overstress 576.29 1527.00 617.88 Acn On Fgn W'ri Layer/ Elevation (ft) (ft) (Ib/ft) FSto Course (ft) [7-54..57] [7-58..60] [7-61] [7-62] 1/2 483.00 2.00 3.33 1178.83 2.23 2/4 484.33 2.33 1.17 1243.06 2.11 Pullout 10910.00 1636.06 18.53 ACn La do 6061.11 Layer/ Elevation (Ib/ft) (ft) (ft) FSpo Course (ft) [7-63] [7-64] [7-65] [7-66] 1/2 483.00 88333.28 28.23 4.00 74.93 2/4 484.33 80975.06 27.45 2.66 65.14 Intenal Sliding Connection Strength PsH PgdH PgIH PsV Layer/ Elevation (Ib/ft) (Ib/ft) (lb/ft) (Ib/ft) Course (ft) [7-67] [7-68] [7-69] [7-70] 1/2 483.00 231.38 2136.87 0.00 93.62 2/4 484.33 102.78 1424.22 0.00 41.59 PgdV PgIV PaH PaV Layer/ Elevation (lb/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-71] [7-72] [7-73] [7-74] 112 483.00 0.00 864.65 2368.25 958.28 2/4 484.33 0.00 576.29 1527.00 617.88 R's W'ri V u Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) FSsl Course (ft) [7-75] [7-76] [7-77] [7-78] 1/2 483.00 42239.43 10910.00 1636.06 18.53 2/4 484.33 39439.25 6061.11 1528.23 26.83 Connection Strength Powered by Vespa Page 22 Printed 3/5/2017 Version: 2.1.7.6050 Fgn Tconn hinflmax Layer/ Elevation (Ib/ft) (Ib/ft) FScs (ft) Course (ft) [7-61X] [7-79] [7-80] [7-92] 1/2 483.00 174.38 1275.91 7.32 0.62 2/4 484.33 71.21 1086.74 15.26 0.62 Powered by Vespa Page 22 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 21 Wheat Ridge, CO Crest Toppling Active earth pressure from soil weight uniform surcharges Herz. component of Ps Uniform surcharge Vert. component of Ps Vert. force from dead load surcharge Vert. force from live load surcharge Crest toppling Resisting moment Resisting moment arm Height from top layer to grade Overturning moment Powered by Vespa Wall: wa1107 Ps 37.56 lb/ft Eq. 7-81 Pq 0,001b/ft Eq. 7-82 PsH 36.33lb/ft Eq. 7-83 PqH 0.00 lb./tt Eq. 7-84 PsV 9.531b/ft Eq. 7-85 PgdV 0.00lb/ft Eq. 7-86 PgIV 0.00lb/ft Eq. 7-87 FSct 6.15 Eq. 7-88 Mr 124.17 lb -ft Eq. 7-89 X w 0.57 ft Eq. 7-90 Z 1.67ft Eq. Mo 20.18 lb -ft Eq. 7-91 Page 23 Printed 3/5/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad Site: Wheat Midge, CO ?ate: 3/9/2017 Wall: walI08 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Project Design Inputs Hu 0.67 ft Facing Width Lu 1.50ft Design 'andard ;National Concrete Masonry Association 3rd Edition Xu 1201b/ft3 Minimum Factors cf Safety Gu 0.50ft Setback Au 0.09ft Conventional w 7.97' Cap Height Hcu 0.33ft External Value Internal Apparent Shear Angle Value Facin FSsI Base Sliding 1.50 FSsl Internal Sliding 1.50 FSbc Bearing Capacity 2.00 FSsc Shear Capacity 1.50 FSot Overturning 1.50 No Fines External Value Internal Value Facin FSsl Base Sliding 1.50 FSbc Bearing Capacity 2.00 FSot Overturning 1.50 Reinforced External Value Internal Value Facin FSsl Base Sliding 1.50 FSsl Internal Sliding 1.50 FScs FSbc Bearing Capacity 2.00 FSpo Pullout 1.50 FSsc FSct Crest Toppling 1.50 FSto Tensile Overstress 1.50 FSot Overturning 2.00 Design Factors Minimum Maximum Term Description (as appl.) (as appl.) RC Reinforced coverage ratio 1.00 0.00 S elected Facing Unit Compac III Licensor: Keystone Facing Height Hu 0.67 ft Facing Width Lu 1.50ft Facing Depth Wu 1.00ft Facing Weight Xu 1201b/ft3 Center of Gravity Gu 0.50ft Setback Au 0.09ft Batter w 7.97' Cap Height Hcu 0.33ft Initial Shear Capacity au 1393.44 Ib/ft Apparent Shear Angle Au 34.00' Maximum Shear Capacity Vu(max) 3246.03 lb/ft Selected Reinforcement Types Reinforcements SF35 - Synteen Geogrid SF35 Supplier: Synteen Technical Fabrics, Inc., Fill Type: Clays and Silts Tult 3,436.09 RFcr 1.54 RFd 1.10 LTDS 1,878.14 RFid 1.08 Cds 0.80 Ci 0.80 Connection Properties Wall: wa1108 Connection Strength Facing Shear acsl 980.31 IP -1 1,250.40 acs2 1,989.25 IP -2 2,000.64 acs max 2,266.78 au 900.29 Au 34.00 Vu(max) 2,762.88 SF55 - Synteen Geogrid SF55 Supplier: Synteen Technical Fabrics, Inc., Fill Type: Clays and Silts Tult 4,671.49 RFcr 1.54 RFd 1.10 LTDS 2,626.35 RFid 1.05 Cds 0.80 a 0.80 Connection Properties acsl 850.27 IP -1 1,115.36 acs2 2,170.11 IP -2 2,500.80 acs max 2,755.34 au 900.29 '\u 34.00 Vu(max) 2,762.88 1 l Powered by Vespa Page 2 Value Value Value 1.50 1.50 f,gyof �1 buil hgat Ryan" dingy QJvfson Printed 3/9/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO S<;jl '�liossz;ry CH: Inorganic clays, high plasticity CL: Inorganic clays, low to medium plasticity, gravelly, sandy, silty, lean clays GC: Clayey gravels, poorly graded gravel -sand -clay mixtures GM: Silty gravels, poorly graded gravel -sand -silt mixtures GP: Poorly -graded gravels, gravel -sand. Little or no fines. GW: Well -graded gravels, gravel -sand. Little or no fines. MH: Inorganic clayey silts, elastic silts ML: Inorganic silts, very fine sands, silty or clayey, slight plasticty SC: Clayey sands, poorly graded sand -clay mixtures SM: Silty sands, poorly graded sand -silt mixtures SP: Poorly -graded sands, gravelly sands. Little or no fines. SW: Well -graded sands, gravelly sands. Little or no fines. Wall: waII08 Powered by Vespa Page 3 Printed 3/9/2017 Version: 2.1.7.6050 In Situ Friction Density y Friction Cohesion Cf Soil Zone Soil Type Angle cp [Ib/ft3] Factor p [lb/ft2] Infill (i) GP 34' 125.00 n/a n/a Retained (r) CL 30' 130.00 n/a n/a Foundation (f) CL 30' 130.00 0.55 0.00 Base (b) 39' 140.02 0.70 n/a Drainage (d) GP 38' 125.02 0.70 n/a S<;jl '�liossz;ry CH: Inorganic clays, high plasticity CL: Inorganic clays, low to medium plasticity, gravelly, sandy, silty, lean clays GC: Clayey gravels, poorly graded gravel -sand -clay mixtures GM: Silty gravels, poorly graded gravel -sand -silt mixtures GP: Poorly -graded gravels, gravel -sand. Little or no fines. GW: Well -graded gravels, gravel -sand. Little or no fines. MH: Inorganic clayey silts, elastic silts ML: Inorganic silts, very fine sands, silty or clayey, slight plasticty SC: Clayey sands, poorly graded sand -clay mixtures SM: Silty sands, poorly graded sand -silt mixtures SP: Poorly -graded sands, gravelly sands. Little or no fines. SW: Well -graded sands, gravelly sands. Little or no fines. Wall: waII08 Powered by Vespa Page 3 Printed 3/9/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Section 2 Details SecfP^]n W 0,:ss-section 1 — {Synteen Geogrid SF35' 7.00 ft .— — — {Synteen Geogrid SF351 7.00 ft :— — — {Synteen Geogrid SF35} 7.00 ft f — — — {Synteen Geogrid SF35} 7.00 ft — — — {Synteen Geogrid SF351 7.00 ft w — — — — �Synteen Geogrid SF351 7.00 ft Section 2 Static ICS Cross-section I �rt6R-Ge�d 51 7.00 ft Syrnte' .e--6_ 5, F3517.00 ft in -i�,o-. 6d SF351 7.00 ft 5 (6Wi�n-Seogrid SF35) 7.00 ft ayn�n-Geogrid SF351 7.00 ft ynteen Geogrid SF35} 7.00 ft Section 2 Cross-section Details Upper Slope Angle [i 0.00° Crest Offset 0.00 ft Live Load ql 01b/ft2 Live Offset qlofs 0.00ft Dead Load qd 01b/ft2 Dead Offset qdofs 0.00 ft Top of Section 505.33 ft Bottom Grade 498.23 ft Base of Section 497.00 ft Design Height H 8.32 ft Embedment Depth Hemb 1.23ft Wall: waII08 { Powered by Vespa Page 4 Printed 3/9/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Empirical Checks Elevation (ft) FSsl >=1.50 FSpo >=1.50 FSto >=1.50 Check Description Min. Requirement Result Status Hemb Minimum Embedment % 10.0000 17.3535 Pass L Min. Reinforcement Length 4.0000 7.0000 Pass UH Ratio Min. UH Ratio 0.6000 0.8415 Pass La Min. Anchorage Length 1.0000 1.9516 Pass MinHemb Minimum Embedment 12.0000 14.7874 Pass Rs Max. Reinforcement Separation 0.0000 1.3333 Pass RsBottom Max. multiple of Hu at bottom 0.00 1.00 Pass RsTop Max. multiple of Hu at top 0.00 1.50 Pass External Checks Eq. 7-11 Earth pressure from soil weight Ps 1080.52 lb/ft Static Force of uniform surcharge Pq 0.00lb/ft Eq. 7-13 Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 11.97 Pass FSct Crest Toppling 1.50 16.97 Pass FSot Overturning 2.00 11.65 Pass FSsl Base Sliding 1.50 4.43 Pass Internal and Local Checks Static Layer Elevation (ft) FSsl >=1.50 FSpo >=1.50 FSto >=1.50 FScs FSsc >=1.50 >=1.50 6 504.33 6.30 23.33 7.54 6.90 5 503.00 8.01 20.28 9.13 7.73 4 501.67 10.91 17.23 11.57 9.01 3 500.33 16.74 14.18 15.79 11.21 2 499.00 32.79 11.13 24.88 15.96 1 497.67 133.95 7.78 56.38 32.29 Static Calculations General Equations External failure plane ae 51.75° Eq. 5-5 External active earth pressure Kaext 0.24 Eq. 7-1 External interface friction angle be 30.00 ° Eq. 7-2 Width of reinforced zone L' 6.09 ft Eq. 7-3 Increase in width of reinforced zone due to R L" 0.00 ft Eq. 7-4 Increase in height due to backslope h 0.00 ft Eq. 7-5 Increase in height due to backslope at LR hmax 0.00 ft Eq. 7-6 Increase in height due to backslope hs 0.00 ft Eq. 7-7 Width of rein. layer for internal sliding Ls" 0.001t Eq. 7-8 Equivalent slope at back of rein. zone next 0.00 ° Eq. 7-9 Height of back of wall for ext. stability Hext 8.32 ft Eq. 7-10 Horizontal width of rein. zone at backslope LR 6.09 ft Eq. 7-11 Earth pressure from soil weight Ps 1080.52 lb/ft Eq. 7-12 Force of uniform surcharge Pq 0.00lb/ft Eq. 7-13 Horz. component of Ps PsH 1001.63lb/ft Eq. 7-14 Horz. force of dead load surcharge PgdH 0.00lb/ft Eq. 7-15 Horz. force of live load surcharge PgIH 0.00lb/ft Eq. 7-16 Horz. component of active earth force PaH 1001.63 lb/ft Eq. 7-17 Resisting moment arm for PsH Ys 2.77ft Eq. 7-18 Resisting moment arm for PqH Yq 4.16ft Eq. 7-19 Vert. component of Ps PsV 405.29 lb/ft Eq. 7-20 Vert. force of dead load surcharge PgdV 0.00 lb/ft Eq. 7-21 Vert. force of live load surcharge PgIV 0.001b/ft Eq. 7-22 Vert. component of active earth force PaV 405.29 Ib/ft Eq. 7-23 Resisting moment arm for PsV Xs 7.39 ft Eq. 7-24 Resisting moment arm for PqV Xq 7.58 ft Eq. 7-25 Height above rein. area at int. failure plane hint 0.00 ft Eq. 7-26 Horz. influence distance dint 4.59 ft Eq. 7-27 Distance dead load applied for broken back Lpq 6.09 ft Eq. 7-29 Internal active earth pressure Kaint 0.20 Eq. 7-43 Internal interface friction angle bi 22.67° Eq. 7-44 Maximum height of slope influence hmaxint 0.00 ft Eq. 7-45 Wall: wall08 Powered by Vespa Page 5 Printed 3/9/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Slope for internal analysis pint 0.00° Eq. 7-46 Internal failure plane ai 55.31 ° Eq. 7-50 Elevation of influence of live load Eqlinfl 8.32 ft Eq. 7--93 Elevation of influence of dead load Eqdint! 8.32ft Eq. 7-94 Base Sliding 5.21 ft Eq. 7-36A2 Resisting moment arm in top slope Weight of reinforced mass Wry 7278.46 lb/ft Era. 7-30 Weight of soil above wall Vv'rpli 0.001b/ft Eq. 7-31A1 lVeight of soil above wail M2 0.0:`!b/ft Eq. 7-31 A2 'Weight of soil above waif Wrp3 0.00lb/tt Eq. 7-31 A3 Weighi of soil above wail Wrp 0.00lb/ft Eq. 7-31 Base sliding resistance Rs 4436.22 lb/ft Eq. 7-32 Base sliding FSsl 4.43 Eq. 7-33 Overturning Resisting moment Mr 32367.63 lb -ft Eq. 7-34 Resisting moment arm for rein. zone Xri 1/1 4.04 ft Eq. 7-35 Resisting moment arm in top slope Xrpi 342.93 2.16ft Eq. 7-36A1 Resisting moment arm in top slope Xrp2 0.00 5.21 ft Eq. 7-36A2 Resisting moment arm in top slope Xrp3 0.00 8.26 ft Eq. 7-36A3 Resisting moment arm for surcharge Xqp 193.02 5.12ft Eq. 7-37 Driving moment Mo 2777.26 lb -ft Eq. 7-38 Overturning FSot 31.48 11.65 Eq. 7-39 Bearing Capacity 0.00 0.00 5.68 Equivalent bearing area B 7.00ft Eq. 7-40 Eccentricity of bearing force e 0.00 ft Eq. 7-41 Applied bearing pressure Qa 1097.69 lb/ft2 Eq. 7-42 Ultimate bearing pressure Quit 13141.00 lb/ftz Eq. 12-10 Bearing capacity FSbc 11.97 Eq. 12-11 Tensile Overstress Acn Dn Fgn Layer/ Elevation (ft) (ft) (Ib/ft) FSto Course (ft) [7-54..57] [7-58..60] [7-61] [7-62] 1/1 497.67 1.33 7.65 249.19 7.54 2/3 499.00 1.33 6.32 205.76 9.13 3/5 500.33 1.33 4.98 162.34 11.57 4/7 501.67 1.33 3.65 118.92 15.79 5/9 503.00 1.33 2.32 75.50 24.88 6/11 504.33 1.65 0.83 33.31 56.38 Pullout ACn La do Layer/ Elevation (Ib/ft) (ft) (ft) FSpo Course (ft) [7-63] [7-64] [7-65] [7-66] 1/1 497.67 5813.37 5.63 7.65 23.33 2/3 499.00 4172.97 4.90 6.32 20.28 3/5 500.33 2797.36 4.16 4.98 17.23 4/7 501.67 1686.55 3.42 3.65 14.18 5/9 503.00 840.53 2.69 2.32 11.13 6/11 504.33 259.30 1.95 0.98 7.78 Intenal Sliding Layer/ Course Elevation (ft) PsH (Ib/ft) [7-67] PgdH (Ib/ft) [7-68] PgIH (Ib/ft) [7-69] PsV (Ib/ft) [7-70] 1/1 497.67 847.51 0.00 0.00 342.93 2/3 499.00 577.88 0.00 0.00 233.83 3/5 500.33 359.71 0.00 0.00 145.55 4/7 501.67 193.02 0.00 0.00 78.10 5/9 503.00 77.80 0.00 0.00 31.48 6/11 504.33 14.04 0.00 0.00 5.68 Wall: wall08 Powered by Vespa Page 6 Printed 3/9/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 21 Wheat Ridge, CO Connection Strength Fgn Tconn PgdV PgIV PaH PaV Layer/ Elevation (Ib/ft) (lb/ft) (Ib/ft) (lb/ft) Course (ft) [7-71] [7-72] [7-73] [7-74] 1/1 497.67 0.00 0.00 847.51 342.93 2/3 499.00 0.00 0.00 577.88 233.83 3/5 500.33 0.00 0.00 359.71 145.55 417 501.67 0.00 0.00 193.02 78.10 5/9 503.00 0.00 0.00 77.80 31.48 6/11 504.33 0.00 0.00 14.04 5.68 Connection Strength Fgn Tconn R's W'ri V u Layer/ Elevation (Ib/ft) Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) FSsl Course (ft) [7-75] [7-76] [7-77] [7-78] 1/1 497.67 3329.85 5827.95 2012.25 6.30 2/3 499.00 2722.98 4812.40 1904.42 8.01 3/5 500.33 2127.34 3796.84 1796.59 10.91 4/7 501.67 1542.95 2781.29 1688.76 16.74 5/9 503.00 969.79 1765.73 1580.93 32.79 6/11 504.33 407.86 750.17 1473.10 133.95 Connection Strength Fgn Tconn hinflmax Layer/ Elevation (Ib/ft) (Ib/ft) FScs (ft) Course (ft) [7-61X] [7-79] [7-80] [7-92] 1/1 497.67 249.19 1720.56 6.90 0.00 2/3 499.00 205.76 1591.57 7.73 0.00 3/5 500.33 162.34 1462.58 9.01 0.00 4/7 501.67 118.92 1333.58 11.21 0.00 5/9 503.00 75.50 1204.59 15.96 0.00 6/11 504.33 33.31 1075.60 32.29 0.00 Crest Toppling Active earth pressure from soil weight Ps 12.25 lb/ft Eq. 7-81 Uniform surcharges Pq 0.00lb/ft Eq. 7-82 Horz. component of Ps PsH 11.85 lb/ft Eq. 7-83 Uniform surcharge PqH 0.00lb/ft Eq. 7-84 Vert. component of Ps PsV 3.11 Ib/ft Eq. 7-85 Vert, force from dead load surcharge PgdV 0.00lb/ft Eq. 7-86 Vert. force from live load surcharge PgIV 0.00lb/ft Eq. 7-87 Crest toppling FSct 16.97 Eq. 7-88 Resisting moment Mr 66.00 lb -ft Eq. 7-89 Resisting moment arm X 0.52 ft Eq. 7-90 Height from top layer to grade z 0.98 ft Eq. Overturning moment Mo 3.89 lb -ft Eq. 7-91 Wall: wa1108 7 Powered by Vespa Page 7 Printed 3/9/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Section 3 Details Section n Cross-section Section 3 Static ICS Cross-section 7 "'nTteA 7 en -75 E Syeogrid -S7359.00 tt ynteen Geogrid SF35 9.00 ft ynteen Geogrid SF35 '5 9.00 ft ynteen Geogrid SF35 5 9.00 ft Synteen Geogrid SF35 9.00 ft ynteen Geogrid SF35 9.00 ft ynteen Geogrid SF35 9.00 ft ynteen Geogrid SF35 9.00 ft 9 ynteen Geogrid SF35 9 9.00 ft Section 3 Static ICS Cross-section Wall: waII08 Powered by Vespa Page 8 Printed 3/9/2017 Version: 2.1.7.6050 -113 9.00 ft --775 35 5 9.00 ft id SF35 9.00 ft eogrid SF35 9.00 ft e deogrid SF35 1 9.00 ft Geogrid SF35 1 9.00 ft een Geogrid SF35 1 9.00 ft ynteen Geogrid SF35 1 9.00 ft ynteen Geogrid SF35 1 9.00 ft Section 3 Cross-section Details Upper Slope Angle 13 0.00, Crest Offset 0.00 ft Live Load ql 0 1 b/ft2 Live Offset qlofs 0.00 ft Dead Load qd 0 lb/ft2 Dead Offset qdofs 0.00ft Top of Section 505.33 ft Bottom Grade 494.73 ft Base of Section 493.00 ft Design Height H 11.81 ft Embedment Depth Hemb 1.73ft Wall: waII08 Powered by Vespa Page 8 Printed 3/9/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 21 Wheat Ridge, CO Empirical Checks Check Description Min. Requirement Result Status Hemb Minimum Embedment % 10.0000 16.3407 Pass L Min. Reinforcement Length 4.0000 9.0000 Pass L/H Ratio Min. L/H Ratio 0.6000 0.7623 Pass La Min. Anchorage Length 1.0000 1.7434 Pass MinHemb Minimum Embedment 12.0000 20.7874 Pass Rs Max. Reinforcement Separation 0.0000 1.3333 Pass RsBottom Max. multiple of Hu at bottom 0.00 1.00 Pass RsTop Max. multiple of Hu at top 0.00 1.50 Pass External Checks 15.79 11.21 2 495.00 Static 14.18 8.08 7.19 1 Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 11.01 Pass FSct Crest Toppling 1.50 147.00 Pass FSot Overturning 2.00 9.81 Pass FSsI Base Sliding 1.50 4.03 Pass Internal and Local Checks Static Layer Elevation (ft) FSsl >=1.50 FSpo >=1.50 FSto >=1.50 FScs FSsc >=1.50 >=1.50 9 504.33 4.88 31.61 7.54 5.57 8 503.00 6.30 23.33 5.18 6.90 7 501.67 5.63 20.28 9.13 6.04 6 500.33 8.01 28.56 5.88 7.73 5 499.00 10.91 17.23 11.57 9.01 4 497.67 6.67 25.52 6.81 6.52 3 496.33 16.74 22.47 15.79 11.21 2 495.00 8.17 14.18 8.08 7.19 1 493.67 10.53 11.13 24.88 15.96 Static Calculations General Equations External failure plane ae 51.75° Eq. 5-5 External active earth pressure Kaext 0.24 Eq. 7-1 External interface friction angle be 30.00' Eq. 7-2 Width of reinforced zone L' 8.09 ft Eq. 7-3 Increase in width of reinforced zone due to R L" 0.00 ft Eq. 7-4 Increase in height due to backslope h 0.00 ft Eq. 7-5 Increase in height due to backslope at LR hmax 0.00 ft Eq. 7-6 Increase in height due to backslope hs 0.00 ft Eq. 7-7 Width of rein. layer for internal sliding Ls" 0.001t Eq. 7-8 Equivalent slope at back of rein. zone Rext 0.00° Eq. 7-9 Height of back of wall for ext. stability Hext 11.81 It Eq. 7-10 Horizontal width of rein. zone at backslope LR 8.09 ft Eq. 7-11 Earth pressure from soil weight Ps 2176.86 lb/ft Eq. 7-12 Force of uniform surcharge Pq 0.00lb/ft Eq. 7-13 Horz. component of Ps PsH 2017.93 Ib/ft Eq. 7-14 Horz. force of dead load surcharge PgdH 0.00lb/ft Eq. 7-15 Horz. force of live load surcharge PglH 0.00Ib/ft Eq. 7-16 Horz. component of active earth force PaH 2017.93lb/ft Eq. 7-17 Resisting moment arm for PsH Ys 3.94ft Eq. 7-18 Resisting moment arm for PqH Yq 5.90 ft Eq. 7-19 Vert. component of Ps PsV 816.521b/ft Eq. 7-20 Vert. force of dead load surcharge PgdV 0.00lb/ft Eq. 7-21 Vert. force of live load surcharge PglV 0.00lb/ft Eq. 7-22 Vert. component of active earth force PaV 816.521b/ft Eq. 7-23 Resisting moment arm for PsV Xs 9.55 ft Eq. 7-24 Resisting moment arm for PqV Xq 9.83ft Eq. 7-25 Height above rein. area at int. failure plane hint 0.00 ft Eq. 7-26 Horz. influence distance dint 6.52 ft Eq. 7-27 Distance dead load applied for broken back Lpq 8.09 ft Eq. 7-29 Wall: wa1108 t Powered by Vespa Page 9 Printed 3/9/2017 4 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Internal active earth pressure Kaint 0.20 Eq. 7-43 Internal interface friction angle bi 22.67 ° Eq. 7-44 Maximum height of slope influence hmaxint 0.00 ft Eq. 7-45 Slope for internal analysis Gini 0.00 ° Eq. 7-46 Internal failure plane ci 55.31 ° Eq. 7-50 Elevation of influence of live load Eqlinfl 11.81 ft Eq. 7.93 Elevation of influence of dead load Eqdinfl 11.81 ft Eq. 7-94 Base Sliding Mr 77928.72 lb -ft Eq. 7-34 Weight of reinforced mass Wri 13282.601b/ft Eq. 7-30 Weight of soil above wall Wr[31 J.COIb/ft Eq. 7-31A1 Weight of soil above wall Wr[32 0.001b/ft Eq. 7-31A2 Weight of soil above wall Wr[33 0.00lb/ft Eq. 7-31 A3 Weight of soil above wall Wro 0.00lb/ft Eq. 7-31 Base sliding resistance Rs 8140.14 lb/ft Eq. 7-32 Base sliding FSsl 4.03 Eq. 7-33 Overturning Resisting moment Mr 77928.72 lb -ft Eq. 7-34 Resisting moment arm for rein. zone Xri (Ib/ft) 5.28 ft Eq. 7-35 Resisting moment arm in top slope Xr[31 [7-70] 2.65 ft Eq. 7-36A1 Resisting moment arm in top slope Xrj32 6.70 ft Eq. 7-36A2 Resisting moment arm in top slope Xra3 10.75ft Eq. 7-36A3 Resisting moment arm for surcharge XqP 6.61 ft Eq. 7-37 Driving moment Mo 7941.721b -ft Eq. 7-38 Overturning FSot 9.81 Eq. 7-39 Bearing Capacity Equivalent bearing area B 9.00ft Eq. 7-40 Eccentricity of bearing force e 0.00 ft Eq. 7-41 Applied bearing pressure Qa 1566.58 lb/ft2 Eq. 7-42 Ultimate bearing pressure Quit 17249.42 1 b/ft2 Eq. 12-10 Bearing capacity FSbc 11.01 Eq. 12-11 Tensile Overstress Acn Dn Fgn Layer/ Elevation (ft) (ft) (Ib/ft) FSto Course (ft) [7-54..57] [7-58..60] [7-61] [7-62] 1/1 493.67 1.33 11.14 362.80 5.18 2/3 495.00 1.33 9.81 319.37 5.88 3/5 496.33 1.33 8.47 275.95 6.81 4/7 497.67 1.33 7.14 232.53 8.08 5/9 499.00 1.33 5.81 189.11 9.93 6/11 500.33 1.33 4.47 145.68 12.89 7/13 501.67 1.33 3.14 102.26 18.37 8/15 503.00 1.33 1.81 58.84 31.92 9/17 504.33 1.14 0.57 15.87 118.32 Pullout ACn La do Layer/ Elevation (lb/ft) (ft) (ft) FSpo Course (ft) [7-631 [7-64] [7-65] [7-66] 1/1 493.67 11469.45 7.63 11.14 31.61 2/3 495.00 9122.91 6.90 9.81 28.56 3/5 496.33 7041.16 6.16 8.47 25.52 4/7 497.67 5224.20 5.42 7.14 22.47 5/9 499.00 3672.04 4.69 5.81 19.42 6/11 500.33 2384.68 3.95 4.47 16.37 7/13 501.67 1362.11 3.22 3.14 13.32 8/15 503.00 604.33 2.48 1.81 10.27 9/17 504.33 111.34 1.74 0.47 7.01 Intenal Sliding PsH PgdH PgIH PsV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-67] [7-68] [7-69] [7-70] 1/1 493.67 1796.48 0.00 0.00 726.92 Wall: wall08 Powered by Vespa Page 10 Printed 3/9/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Layer/ Course Elevation (ft) PsH (Ib/ft) [7-67] PgdH (Ib/ft) [7-68] PgIH (Ib/ft) [7-69] PsV (Ib/ft) [7-70] 2/3 495.00 1392.18 0.00 0.00 563.32 3!5 496.33 1039.35 0.00 0.00 420.56 4/7 497.67 737.99 0.00 0.00 298.62 5/9 499.00 488.10 0.00 0.00 197.50 6/11 500.33 289.68 0.00 0.00 117.22 7/13 501.67 142.73 0.00 0.00 57.76 8/15 503.00 47.25 0.00 0.00 19.12 9/17 504.33 3.24 0.00 0.00 1.31 Connection Strength Fgn Tconn PgdV PgIV PaH PaV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-71] [7-72] [7-73] [7-74] 1/1 493.67 0.00 0.00 1796.48 726.92 2/3 495.00 0.00 0.00 1392.18 563.32 3/5 496.33 0.00 0.00 1039.35 420.56 4/7 497.67 0.00 0.00 737.99 298.62 5/9 499.00 0.00 0.00 488.10 197.50 6/11 500.33 0.00 0.00 289.68 117.22 7/13 501.67 0.00 0.00 142.73 57.76 8/15 503.00 0.00 0.00 47.25 19.12 9/17 504.33 0.00 0.00 3.24 1.31 0.00lb/ft R's W'ri V u Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) FSsl Course (ft) [7-75] [7-76] [7-77] [7-78] 1/1 493.67 6473.65 11270.07 2294.37 4.88 2/3 495.00 5657.51 9921.18 2186.54 5.63 3/5 496.33 4852.60 8572.29 2078.71 6.67 4/7 497.67 4058.93 7223.40 1970.88 8.17 5/9 499.00 3276.50 5874.51 1863.05 10.53 6/11 500.33 2505.31 4525.62 1755.22 14.71 7/13 501.67 1745.35 3176.73 1647.39 23.77 8/15 503.00 996.63 1827.84 1539.56 53.67 9/17 504.33 259.15 478.95 1431.73 521.16 Connection Strength Fgn Tconn hinflmax Layer/ Elevation (Ib/ft) (Ib/ft) FScs (ft) Course (ft) [7-61X] [7-79] [7-80] [7-92] 1/1 493.67 362.80 2020.80 5.57 0.00 2/3 495.00 319.37 1929.07 6.04 0.00 3/5 496.33 275.95 1800.07 6.52 0.00 4/7 497.67 232.53 1671.08 7.19 0.00 5/9 499.00 189.11 1542.09 8.15 0.00 6/11 500.33 145.68 1413.09 9.70 0.00 7/13 501.67 102.26 1284.10 12.56 0.00 8/15 503.00 58.84 1155.11 19.63 0.00 9/17 504.33 15.87 1026.11 64.64 0.00 Crest Toppling Active earth pressure from soil weight Ps 2.83lb/ft Eq. 7-81 Uniform surcharges Pq 0.00lb/ft Eq. 7-82 Horz. component of Ps PsH 2.741b/ft Eq. 7-83 Uniform surcharge PqH 0.00 lb/ft Eq. 7-84 Vert. component of Ps PsV 0.72lb/ft Eq. 7-85 Vert. force from dead load surcharge PgdV 0.00lb/ft Eq. 7-86 Vert. force from live load surcharge PgIV 0.00lb/ft Eq. 7-87 Crest toppling FSct 147.00 Eq. 7-88 Resisting moment Mr 63.501b -ft Eq. 7-89 Resisting moment arm X 0.52 ft Eq. 7-90 Wall: wall08 Powered by Vespa Page 11 Printed 3/9/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Height from top layer to grade Overturning moment z 0.47 f t lvlo 0.43 ib -ft Wall: wall08 Eq. Eq. 7-91 Powered by Vespa Page 12 Printed 3/9/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Section 5 Details Section 5Cross-section 4-7v -74 4 Section 5 Static ICS Cross-section 1 I GGI I n een n een een v een een + een een een een . een - eo eol eoi leoc eoc neo ae I neo i eo r e61r Section 5 Cross-section Details Upper Slope Angle R 0.00 ° Crest Offset 0.00 ft Live Load ql 0lb/ft2 is �+-- -•i i i1 ! ��. �. -•i i i1 Dead Offset qdofs 2.00ft Top of Section 504.67 ft ��` �► -•i i i1 Base of Section —•i i Ii � Design Height H 15.12ft Embedment Depth Hemb 1.71 ft � �. `•i i 11 ��� -•i i i1 Section 5 Cross-section Details Upper Slope Angle R 0.00 ° Crest Offset 0.00 ft Live Load ql 0lb/ft2 Live Offset qlofs 0.00 ft Dead Load qd 780lb/ft2 Dead Offset qdofs 2.00ft Top of Section 504.67 ft Bottom Grade 490.71 ft Base of Section 489.00ft Design Height H 15.12ft Embedment Depth Hemb 1.71 ft Wall: waII08 r Powered by Vespa Page 13 Printed 3/9/2017 k Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 21 Wheat Ridge, CO Empirical Checks Elevation FSsl FSpo FSto Check Description Min. Requirement Result Status Hemb Minimum Embedment % 10.0000 12.2283 _ Pass L Min. Reinforcement Length 4.0000 13.0000 Pass L/H Ratio Min. UH Ratio 0.6000 0.8595 Pass La Min. Anchorage Length 1.0000 42712 Pass MinHemb Minimum Embedment 12.0000 20.4843 Pass Rs Max. Reinforcement Separation 0.0000 1.3333 Pass RsBottom Max. multip!e of Hu at bottorn 0.00 1.00 Pass RsTop Max. multiple of Hu at top 0.00 2.50 Pass External Checks 25.52 3.20 9.01 4 Static 6.67 17.23 6.81 3.49 Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 8.58 Pass FSct Crest Toppling 1.50 20.41 Pass FSot Overturning 2.00 8.13 Pass FSsl Base Sliding 1.50 3.39 Pass Internal and Local Checks Static Static Calculations General Equations Elevation FSsl FSpo FSto FScs FSsc Layer (ft) >=1.50 >=1.50 >=1.50 >=1.50 >=1.50 11 503.00 3.58 48.18 2.79 3.22 10 501.67 4.88 31.61 7.54 6.90 9 500.33 6.30 23.33 5.18 5.57 8 499.00 3.87 45.13 2.98 3.34 7 497.67 8.01 28.56 5.88 7.73 6 496.33 5.63 20.28 9.13 6.04 5 495.00 4.21 25.52 3.20 9.01 4 493.67 6.67 17.23 6.81 3.49 3 492.33 10.91 42.09 11.57 6.52 2 491.00 8.17 39.04 8.08 7.19 1 489.67 16.74 14.18 3.45 3.66 Static Calculations General Equations External failure plane oe 51.75° Eq. 5-5 External active earth pressure Kaext 0.24 Eq. 7-1 External interface friction angle 6e 30.00° Eq. 7-2 Width of reinforced zone L' 12.09 ft Eq. 7-3 Increase in width of reinforced zone due to 0 L" 0.00 ft Eq. 7-4 Increase in height due to backslope h 0.00ft Eq. 7-5 Increase in height due to backslope at Lo hmax 0.00 ft Eq. 7-6 Increase in height due to backslope hs 0.00 ft Eq. 7-7 Width of rein. layer for internal sliding Ls" 0.00 ft Eq. 7-8 Equivalent slope at back of rein. zone Pext 0.00° Eq. 7-9 Height of back of wall for ext. stability Hext 15.12 ft Eq. 7-10 Horizontal width of rein. zone at backslope LR 12.09 ft Eq. 7-11 Earth pressure from soil weight Ps 3572.401b/ft Eq. 7-12 Force of uniform surcharge Pq 2834.29 lb/ft Eq. 7-13 Horz. component of Ps PsH 3311.571b/ft Eq. 7-14 Horz. force of dead load surcharge PgdH 2627.35 lb/ft Eq. 7-15 Horz. force of live load surcharge PgIH 0.00lb/ft Eq. 746 Horz. component of active earth force PaH 5938.93 lb/ft Eq. 7-17 Resisting moment arm for PsH Ys 5.04 ft Eq. 7-18 Resisting moment arm for PqH Yq 7.56 ft Eq. 7-19 Vert. component of Ps PsV 1339.981b/ft Eq. 7-20 Vert. force of dead load surcharge PgdV 1063.12 Ib/ft Eq. 7-21 Vert. force of live load surcharge PgIV 0.001b/ft Eq. 7-22 Vert. component of active earth force PaV 2403.101b/ft Eq. 7-23 Resisting moment arm for PsV Xs 13.71 ft Eq. 7-24 Resisting moment arm for PqV Xq 14.06 ft Eq. 7-25 Height above rein. area at int. failure plane hint 0.00 ft Eq. 7-26 Wall: wa1108 Powered by Vespa Page 14 Printed 3/9/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Horz. influence distance dint 8.35 ft Eq. 7-27 Distance dead load applied for broken back LRq 10.09 ft Eq. 7-29 Internal active earth pressure Kaint 0.20 Eq. 7-43 Internal interface friction angle 6i 22.67' Eq. 7-44 Maximum height of slope influence hmaxint 0.00ft Eq. 7-45 Slope for internal analysis Oint 0.00° Eq. 7-46 Internal failure plane ai 55.31 ° Eq. 7-50 Elevation of influence of live load Eqlinfl 15.12ft Eq. 7-93 Elevation of influence of dead load Eqdinfl 9.57 ft Eq. 7-94 Base Sliding Mr 297232.02 lb -ft Weight of reinforced mass Wri 24578.13 lb/ft Eq. 7-30 Weight of soil above wall Wrj31 0.00lb/ft Eq. 7-31A1 Weight of soil above wall Wr[i2 0.00lb/ft Eq. 7-31 A2 Weight of soil above wall WrP3 0.00lb/ft Eq. 7-31 A3 Weight of soil above wall Wrp 0.00lb/ft Eq. 7-31 Base sliding resistance Rs 20122.96 lb/ft Eq. 7-32 Base sliding FSsl 3.39 Eq. 7-33 Overturning Resisting moment Mr 297232.02 lb -ft Eq. 7-34 Resisting moment arm for rein. zone Xri 7.51 ft Eq. 7-35 Resisting moment arm in top slope Xr[31 3.12ft Eq. 7-36A1 Resisting moment arm in top slope Xr[32 9.16ft Eq. 7-36A2 Resisting moment arm in top slope Xr[i3 15.21 ft Eq. 7-36A3 Resisting moment arm for surcharge Xq[i 10.07 ft Eq. 7-37 Driving moment Mo 36565.20 lb -ft Eq. 7-38 Overturning FSot 8.13 Eq. 7-39 Bearing Capacity Equivalent bearing area B 13.00ft Eq. 7-40 Eccentricity of bearing force e 0.00 ft Eq. 7-41 Applied bearing pressure Qa 2681.09 1 b/ft2 Eq. 7-42 Ultimate bearing pressure Qult 23013.67 1 b/ft2 Eq. 12-10 Bearing capacity FSbc 8.58 Eq. 12-11 Tensile Overstress Acn Dn Fgn Layer/ Elevation (ft) (ft) (Ib/ft) FSto Course (ft) [7-54..57] [7-58..60] [7-61] [7-62] 1/1 489.67 1.33 14.46 674.08 2.79 2/3 491.00 1.33 13.12 630.65 2.98 3/5 492.33 1.33 11.79 587.23 3.20 4/7 493.67 1.33 10.46 543.81 3.45 5/9 495.00 1.33 9.12 500.39 3.75 6/11 496.33 1.33 7.79 456.96 4.11 7/13 497.67 1.33 6.46 413.54 4.54 8/15 499.00 1.33 5.12 370.12 5.07 9/17 500.33 1.33 3.79 326.70 5.75 10/19 501.67 1.33 2.46 283.28 6.63 11/21 503.00 1.79 0.90 312.27 6.01 Pullout ACn La do Layer/ Elevation (Ib/ft) (ft) (ft) FSpo Course (ft) [7-63] [7-64] [7-65] [7-66] 1/1 489.67 32479.19 11.63 14.46 48.18 2/3 491.00 28464.06 10.90 13.12 45.13 3/5 492.33 24713.73 10.16 11.79 42.09 4/7 493.67 21228.19 9.42 10.46 39.04 5/9 495.00 18007.45 8.69 9.12 35.99 6/11 496.33 15051.50 7.95 7.79 32.94 7/13 497.67 12360.34 7.22 6.46 29.89 8/15 499.00 9933.98 6.48 5.12 26.84 9/17 500.33 7772.41 5.74 3.79 23.79 10/19 501.67 5875.64 5.01 2.46 20.74 11/21 503.00 4243.66 4.27 1.12 13.59 Intenal Sliding Wall: wa1108 Powered by Vespa Page 15 Printed 3/9/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Layer/ Course ~111 Elevation (ft) PsH (Ib/ft) [7-67] PgdH (Ib/ft) [7-68] PgiH (Ib/ft) [7-69] PsV (Ib/ft) [7-70] Layer/ 489.67 3026.08 2511.54 0.00 1224.46 2/3 491.00 2493.69 2279.913 0.00 1009.04 3/5 492.33 2.012.77 2048.32 0.00 814.44 4/7 493.67 1583.32 1816.71 0.00 640.67 5/9 495.00 1205.34 1585.10 0.00 487.72 6/11 496.33 878.83 1353.48 0.00 355.61 7/13 497.67 603.79 1121.87 0.00 244.31 8/15 499.00 380.22 890.26 0.00 153.85 9/17 500.33 208.12 658.65 0.00 84.21 10/19 501.67 87.48 427.03 0.00 35.40 11/21 503.00 18.32 195.42 0.00 7.41 Connection Strength Wall: wa1108 Layer/ Course Elevation (ft) PgdV PgIV PaH PaV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-71] [7-72] [7-73] [7-74] 1/1 489.67 0.00 1016.26 5537.62 2240.72 2/3 491.00 0.00 922.54 4773.62 1931.58 3/5 492.33 0.00 828.82 4061.09 1643.26 4/7 493.67 0.00 735.10 3400.03 1375.77 5/9 495.00 0.00 641.39 2790.44 1129.11 6/11 496.33 0.00 547.67 2232.31 903.27 7/13 497.67 0.00 453.95 1725.66 698.26 8/15 499.00 0.00 360.23 1270.48 514.08 9/17 500.33 0.00 266.51 866.76 350.72 10/19 501.67 0.00 172.79 514.52 208.19 11/21 503.00 0.00 79.07 213.74 86.49 R's W'ri V u Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) FSsl Course (ft) [7-75] [7-76] [7-77] [7-78] 1/1 489.67 17251.05 21856.19 2562.72 3.58 2/3 491.00 15996.63 19840.63 2454.89 3.87 3/5 492.33 14753.44 17825.08 2347.06 4.21 4/7 493.67 13521.50 15809.52 2239.23 4.64 5/9 495.00 12300.79 13793.96 2131.41 5.17 6/11 496.33 11091.32 11778.41 2023.58 5.88 7/13 497.67 9893.08 9762.85 1915.75 6.84 8/15 499.00 8706.09 7747.30 1807.92 8.28 9/17 500.33 7530.33 5731.74 1700.09 10.65 10/19 501.67 6365.81 3716.18 1592.26 15.47 11/21 503.00 5212.53 1700.63 1484.43 31.33 Connection Strength Wall: wa1108 Layer/ Course Elevation (ft) Fgn (Ib/ft) [7-61X] Tconn (Ib/ft) [7-79] FScs [7-80] hinflmax (ft) [7-92] 1/1 489.67 674.08 2167.97 3.22 0.00 2/3 491.00 630.65 2108.83 3.34 0.00 3/5 492.33 587.23 2049.69 3.49 0.00 CitilOf 4/7 493.67 543.81 1990.56 3.66 0.00 5/9 495.00 500.39 1863.11 3.72 0.00 "ir 6/11 496.33 456.96 1734.12 3.79 Ri 0.00 age 7/13 497.67 413.54 1605.12 3.88 0.00 8/15 499.00 166.90 1476.13 8.84 0.00 S/o� 9/17 500.33 123.48 1347.14 10.91 0.00 10/19 501.67 80.06 1218.14 15.22 0.00 11/21 503.00 39.20 1089.15 27.78 0.00 Crest Toppling Active earth pressure from soil weight Ps 15.981b/ft Eq. 7-81 Powered by Vespa Page 16 Printed 3/9/2017 -: Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Uniform surcharges Fq 0.00lb/ft Eq. 7-82 Horz. component of Ps PsH 15.461b/ft Eq. 7-83 Uniform surcharge PqH 0.00lb/ft Eq. 7-84 Vert. component of Ps PsV 4.051b/ft Eq. 7-85 Vert. force from dead load surcharge PgdV 0.00lb/ft Eq. 7-86 Vert. force from live load surcharge PgIV 0.00lb/ft Eq. 7-87 Crest toppling FSct 20.41 Eq. 7-88 Resisting moment Mr 118.271b -ft Eq. 7-89 Resisting moment arm Xw 0.57 ft Eq. 7-90 Height from top layer to grade z 1.12ft Eq. Overturning moment w 5.80 lb -ft Eq. 7-91 Wall: wa1108 Powered by Vespa Page 17 Printed 3/9/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Section 7 Details Sec -t o7i ./ ­_ss-sectior -fSynteE fSyntee Syntee yntee Synteer Ynteen ynteen SY ynteen ynteen Section 7 Static ICS Cross-section n Geogrid SFS n Geogrid SF,36 n Geogrid SF35 5 5 5 i Geogrid SF3'J5 Geogrid SF35 Geogrid SF35 1 Geogrid SF35 1 Geogrid SF35 1 Geogrid SF35 1 ,yyyyJyJ�Jy Section 7 Cross-section Details Upper Slope Angle Crest Offset Live Load Live Offset Dead Load Dead Offset Top of Section Bottom Grade Base of Section Design Height Embedment Depth ql qlofs qd qdofs Hemb 0.00, 0.00 ft 0 lb/ft2 0.00 ft 780 lb/ft2 2.00 ft 497.33 ft 486.45 f t 485.00 ft 12.30 f t 1.45 ft 13.50 ft 13.50 ft 13.50 ft 13.50 ft 13.50 ft 3.50 ft 3.50 ft 3.50 ft 3.50 ft 13.50 ft 13.50 ft 13.50 ft 3.50 ft 3.50 ft 3.50 ft 3.50 ft .50 ft .50 ft Wall: wall08 Powered by Vespa Page 18 Printed 3/9/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Empirical Checks Elevation (ft) FSsl >=1.50 FSpo >=1.50 FSto >=1.50 FScs FSsc >=1.50 >=1.50 Description Min. Requirement Result Status _Check Hemb Minimum Embedment % 10.0000 13.3040 Pass L Min. Reinforcement Length 4.0000 13.5000 Pass L/H Ratio Min. L/H Ratio 0.6000 1.0978 Pass La Min. Anchorage Length 1.0000 6.2434 Pass MinHemb Minimum Ernbedment 12.0000 17.3780 Pass Rs Max. Reinforcement Separation 0.0000 1.3333 Pass RsBottom Max. multiple of Flu at bottom 0.00 1.00 Pass RsTop Max. multiple of Hu at top 0.00 1.50 Pass External Checks 47.21 5.88 3.34 1 Static 5.44 44.16 6.81 3.49 Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 10.15 Pass FSct Crest Toppling 1.50 18.08 Pass FSot Overturning 2.00 11.94 Pass FSsl Base Sliding 1.50 4.11 Pass Internal and Local Checks Static Layer Elevation (ft) FSsl >=1.50 FSpo >=1.50 FSto >=1.50 FScs FSsc >=1.50 >=1.50 9 496.33 4.41 50.25 3.23 5.57 8 495.00 3.58 23.33 2.79 3.51 7 493.67 6.30 48.18 5.18 3.22 6 492.33 4.88 31.61 7.54 6.90 5 491.00 4.86 45.13 3.49 3.67 4 489.67 5.63 28.56 9.13 6.04 3 488.33 8.01 20.28 2.98 7.73 2 487.00 3.87 47.21 5.88 3.34 1 485.67 5.44 44.16 6.81 3.49 Static Calculations General Equations External failure plane ae 51.75 ° Eq. 5-5 External active earth pressure Kaext 0.24 Eq. 7-1 External interface friction angle 6e 30.00' Eq. 7-2 Width of reinforced zone L' 12.59 ft Eq. 7-3 Increase in width of reinforced zone due to p L" 0.00 ft Eq. 7-4 Increase in height due to backslope h 0.00 ft Eq. 7-5 Increase in height due to backslope at L(3 hmax 0.00 ft Eq. 7-6 Increase in height due to backslope hs 0.00 ft Eq. 7-7 Width of rein. layer for internal sliding Ls" 0.00 ft Eq. 7-8 Equivalent slope at back of rein. zone [3ext 0.00° Eq. 7-9 Height of back of wall for ext. stability Hext 12.30 ft Eq. 7-10 Horizontal width of rein. zone at backslope LR 12.59 ft Eq. 7-11 Earth pressure from soil weight Ps 2361.36 lb/ft Eq. 7-12 Force of uniform surcharge Pq 2304.331b/ft Eq. 7-13 Horz. component of Ps PsH 2188.95 lb/ft Eq. 7-14 Horz. force of dead load surcharge PgdH 2136.09 Ib/ft Eq. 7-15 Horz. force of live load surcharge PglH 0.00lb/ft Eq. 7-16 Horz. component of active earth force PaH 4325.04 lb/ft Eq. 7-17 Resisting moment arm for PsH Ys 4.10 ft Eq. 7-18 Resisting moment arm for PqH Yq 6.15 ft Eq. 7-19 Vert. component of Ps PsV 885.73 lb/ft Eq. 7-20 Vert. force of dead load surcharge PgdV 864.341b/ft Eq. 7-21 Vert. force of live load surcharge PgIV 0.001b/ft Eq. 7-22 Vert. component of active earth force PaV 1750.06 lb/ft Eq. 7-23 Resisting moment arm for PsV Xs 14.07ft Eq. 7-24 Resisting moment arm for PqV Xq 14.36 ft Eq. 7-25 Height above rein. area at int. failure plane hint 0.00 ft Eq. 7-26 Horz. influence distance dint 6.79 ft Eq. 7-27 Distance dead load applied for broken back Lpq 10.59 ft Eq. 7-29 Wall: wa1108 Powered by Vespa Page 19 Printed 3/9/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Internal active earth pressure Kaint 0.20 Eq. 7-43 Internal interface friction angle 6i 22.67' Eq. 7-44 Maximum height of slope influence hrnaxint 0.00tt Eq. 7-45 Slope for internal analysis pint 0.00 ° Eq. 7-46 internal failure plane ai 55.31 ° Eq. 7-50 Elevation of influence of live load Eglinfl 12.30 ft Eq. 7-93 Elevation of influence of dead load Eqdinfl 6.74 ft Eq. 7-94 Suse Sliding Mr 263850.16 lb -ft Eq. 7-34 Weight of reinforced mass Wri 20751.05 ib/ft Eq. 7-30 Weight of soil above wail Wrj31 0.00lb/ft Eq. 7-31A1 Weight of soil above wall Wr[32 0.00lb/ft Eq. 7-31 A2 Weight of soil above wall Wr(33 0.00lb/ft Eq. 7-31A3 Weight of soil above wall Wrp 0.00lb/ft Eq. 7-31 Base sliding resistance Rs 17761.531b/ft Eq. 7-32 Base sliding FSsl 4.11 Eq. 7-33 Overturning Resisting moment Mr 263850.16 lb -ft Eq. 7-34 Resisting moment arm for rein. zone Xri re. 7.56 ft Eq. 7-35 Resisting moment arm in top slope Xr[31 11.63 2.72ft Eq. 7-36A1 Resisting moment arm in top slope Xr[32 25422.56 9.02ft Eq. 7-36A2 Resisting moment arm in top slope Xr[i3 3/5 15.31 ft Eq. 7-36A3 Resisting moment arm for surcharge Xq[i 44.16 9.92 ft Eq. 7-37 Driving moment Mo 22106.091b -ft Eq. 7-38 Overturning FSot 5/9 11.94 Eq. 7-39 Bearing Capacity 6.30 6/11 Equivalent bearing area B 8.45 13.50 ft Eq. 7-40 Eccentricity of bearing force e 493.67 0.00 ft Eq. 7-41 Applied bearing pressure Qa 2278.821b/ft2 Eq. 7-42 Ultimate bearing pressure Qult 23122.52 Ib/ft2 Eq. 12-10 Bearing capacity FSbc 9/17 10.15 Eq. 12-11 Tensile Overstress 0.96 21.60 Acn Dn Fgn Layer/ Elevation (ft) (ft) (Ib/ft) FSto Course (ft) [7-54..57] [7-58..60] [7-61] [7-62] 1/1 485.67 1.33 11.63 581.97 3.23 2/3 487.00 1.33 10.30 538.55 3.49 3/5 488.33 1.33 8.96 495.13 3.79 4/7 489.67 1.33 7.63 451.71 4.16 5/9 491.00 1.33 6.30 408.29 4.60 6/11 492.33 1.33 4.96 364.86 5.15 7/13 493.67 1.33 3.63 321.44 5.84 8/15 495.00 1.33 2.30 278.02 6.76 9/17 496.33 1.63 0.82 280.93 6.69 Pullout Wall: wall08 Layer/ Course Elevation (ft) ACn (Ib/ft) [7-63] La (ft) [7-64] do (ft) [7-65] FSpo [7-66] re. 1/1 485.67 29246.80 12.13 11.63 50.25 `tyop 2/3 487.00 25422.56 11.40 10.30 47.21 ' 3/5 488.33 21863.12 10.66 8.96 44.16 at R✓°ge 4/7 489.67 18568.47 9.92 7.63 41.11 5/9 491.00 15538.61 9.19 6.30 6/11 492.33 12773.55 8.45 4.96 35.01 7/13 493.67 10273.28 7.72 3.63 31.96 8/15 495.00 8037.81 6.98 2.30 28.91 9/17 496.33 6067.13 6.24 0.96 21.60 Intenal Sliding Layer/ Elevation Course (ft) PsH (Ib/ft) [7-67] PgdH (Ib/ft) [7-68] PgIH (Ib/ft) [7-69] PsV (Ib/ft) [7-70] 1/1 485.67 1958.04 2020.28 0.00 792.29 Powered by Vespa Page 20 Printed 3/9/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 21 Wheat Ridge, CO Layer/ Course Elevation (ft) PsH (Ib/ft) [7-67] PgdH (Ib/ft) [7-68] PgIH (Ib/ft) [7-69] P s V (Ib/ft) [7-70] 2/3 487.00 1534.82 1788.67 0.00 621.04 3/5 488.33 1163.07 1557.06 0.00 470.62 4/7 489.67 842.79 1325.44 0.00 341.02 5/9 491.00 573.98 1093.83 0.00 232.25 6/11 492.33 356.64 862.22 0.00 144.31 71113 493.67 190.77 630.61 0.00 77.19 8/15 495.00 76.37 399.00 0.00 30.90 9/17 496.33 13.44 167.38 0.00 5.44 Connection Strength Fgn Tconn PgdV PgIV PaH PaV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-71] [7-72] [7-73] [7-74] 1/1 485.67 0.00 817.48 3978.32 1609.77 2/3 487.00 0.00 723.76 3323.49 1344.80 3/5 488.33 0.00 630.04 2720.13 1100.66 4/7 489.67 0.00 536.32 2168.24 877.35 5/9 491.00 0.00 442.60 1667.82 674.86 6/11 492.33 0.00 348.88 1218.86 493.20 7/13 493.67 0.00 255.17 821.38 332.36 8/15 495.00 0.00 161.45 475.37 192.35 9/17 496.33 0.00 67.73 180.82 73.17 0.00lb/ft R's W'ri V u Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) FSsl Course (ft) [7-75] [7-76] [7-77] [7-78] 1/1 485.67 15206.38 18307.96 2334.01 4.41 2/3 487.00 13930.83 16209.07 2226.18 4.86 3/5 488.33 12666.51 14110.18 2118.35 5.44 4/7 489.67 11413.44 12011.29 2010.52 6.19 5/9 491.00 10171.60 9912.40 1902.69 7.24 6/11 492.33 8941.00 7813.51 1794.86 8.81 7/13 493.67 7721.63 5714.62 1687.03 11.45 8/15 495.00 6513.51 3615.73 1579.20 17.02 9/17 496.33 5316.62 1516.84 1471.37 37.54 Connection Strength Fgn Tconn hinflmax Layer/ Elevation (Ib/ft) (Ib/ft) FScs (ft) Course (ft) [7-61X] [7-79] [7-80] [7-92] 1/1 485.67 581.97 2042.54 3.51 0.00 2/3 487.00 538.55 1976.49 3.67 0.00 3/5 488.33 495.13 1847.49 3.73 0.00 4/7 489.67 451.71 1718.50 3.80 0.00 5/9 491.00 408.29 1589.51 3.89 0.00 6/11 492.33 161.65 1460.51 9.04 0.00 7/13 493.67 118.23 1331.52 11.26 0.00 8/15 495.00 74.80 1202.53 16.08 0.00 9/17 496.33 32.46 1073.53 33.08 0.00 Crest Toppling Active earth pressure from soil weight Ps 11.72 lb/ft Eq. 7-81 Uniform surcharges Pq 0.00lb/ft Eq. 7-82 Horz. component of Ps PsH 11.341b/ft Eq. 7-83 Uniform surcharge PqH 0.00lb/ft Eq. 7-84 Vert. component of Ps PsV 2.971b/ft Eq. 7-85 Vert. force from dead load surcharge PgdV 0.00lb/ft Eq. 7-86 Vert. force from live load surcharge PgIV 0.00lb/ft Eq. 7-87 Crest toppling FSct 18.08 Eq. 7-88 Resisting moment Mr 65.86 lb -ft Eq. 7-89 Resisting moment arm X 0.52 ft Eq. 7-90 Wall: wall08 Powered by Vespa Page 21 Printed 3/9/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Height from top layer to grade Overturning moment Powered by Vespa Wall: waII08 z 0.96 ft Eq. W 3.64 lb -ft Eq. 7-91 O't1' of e R�a9e Uilb' � 9p on Page 22 Printed 3/9/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Section 13 Details Section 13 Cross -suction 1 -TT-T '4,F_TT7F_Y"T_ — — - -- -- -{Synteen Geogrid SF351 11.50 ft - — — — — -Synteen Geogrid SF351 11.50 ft - — — — — - Synteen Geogrid SF351 11.50 ft — — — — - Synteen Geogrid SF351 11.50 ft — — — — -Synteen Geogrid SF351 11.50 ft — — — — - Synteen Geogrid SF351 11.50 ft — — — — — -Synteen Geogrid SF35 11.50 ft — — — — — - Synteen Geogrid SF351 11.50 ft Section 13 Static ICS Cross-section 4 4 4 '0"id SF35 11.50 ft d SF35111.50 ft g ===-y ''':�ogrid SF35 11.50 ft Geogrid SF351 11.50 ft _ye'n Geogrid SF35 11.50 ft _Steen Geogrid SF35111.50 ft -1'r Yc = _-- ynteen Geogrid SF35 11.50 ft Synteen Geogrid SF35111.50 ft _ Y g Section 13 Cross-section Details Upper Slope Angle R 0.00 ° Crest Offset 0.00 ft Live Load ql 0lb/ft2 Live Offset qlofs 0.00 ft Dead Load qd 545lb/ft2 Dead Offset gdofs 2.00ft Top of Section 493.33 ft Bottom Grade 483.00 ft Base of Section 481.67 ft Design Height H 11.60ft Embedment Depth Hemb 1.33 ft Wall: waII08 Powered by Vespa Page 23 Printed 3/9/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Empirical Checks Elevation (ft) FSsI >=1.50 FSpo >=1.50 FSto >=1.50 Check Description Min. Requirement Result Status Hemb Minimum Embedment % 10.0000 s 12.9032 Pa; L Min. Reinforcement Length 4.0000 11.5000 Pass UH Ratio Min. Llh natio 0.5000 0.9913 mass La Min. Anchorage Length 1.0000 4.611.4 Pass PAinHemb Unimuni Frnbedment 12.0000 f 6.0000 Pass Rs Max. Reintorcement Separation 0.0000 1.3333 Pass RsBottom Max. multiple of H:r at bottom 0.00 2.00 Pass RsTop Max. multiple of Iiu at top 0.00 1.50 Pass External Checks 45.13 3.49 3.34 2101.551b/ft Static Force of uniform surcharge Pq 1518.921b/ft Eq. 7-13 Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 10.09 Pass FSct Crest Toppling 1.50 19.80 Pass FSot Overturning 2.00 10.60 Pass FSsl Base Sliding 1.50 3.91 Pass Internal and Local Checks Static Layer Elevation (ft) FSsI >=1.50 FSpo >=1.50 FSto >=1.50 FScs FSsc >=1.50 >=1.50 8 492.33 6.30 48.18 5.18 3.22 7 491.00 4.88 31.61 7.54 6.90 6 489.67 4.41 50.25 3.23 5.57 5 488.33 3.58 23.33 2.79 3.51 4 487.00 4.58 26.36 2.57 2.70 3 485.67 5.63 20.28 2.98 6.04 2 484.33 4.86 47.21 9.13 3.67 1 483.00 3.87 45.13 3.49 3.34 Static Calculations General Equations External failure plane ae 51.75 ° Eq. 5-5 External active earth pressure Kaext 0.24 Eq. 7-1 External interface friction angle 6e 30.00' Eq. 7-2 Width of reinforced zone L' 10.59 It Eq. 7-3 Increase in width of reinforced zone due to R L" 0.00 ft Eq. 7-4 Increase in height due to backslope h 0.00 ft Eq. 7-5 Increase in height due to backslope at La hmax 0.00 ft Eq. 7-6 Increase in height due to backslope hs 0.001t Eq. 7-7 Width of rein. layer for internal sliding Ls" 0.00 ft Eq. 7-8 Equivalent slope at back of rein. zone next 0.00° Eq. 7-9 Height of back of wall for ext. stability Hext 11.60ft Eq. 7-10 Horizontal width of rein. zone at backslope L(3 10.59 ft Eq. 7-11 Earth pressure from soil weight Ps 2101.551b/ft Eq. 7-12 Force of uniform surcharge Pq 1518.921b/ft Eq. 7-13 Horz. component of Ps PsH 1948.11 Ib/ft Eq. 7-14 Horz. force of dead load surcharge PgdH 1408.02 lb/ft Eq. 7-15 Horz. force of live load surcharge PglH 0.00lb/ft Eq. 7-16 Horz. component of active earth force PaH 3356.131b/ft Eq. 7-17 Resisting moment arm for PsH Ys 3.87 ft Eq. 7-18 Resisting moment arm for PqH Yq 5.80 ft Eq. 7-19 Vert. component of Ps PsV 788.271b/ft Eq. 7-20 Vert. force of dead load surcharge PgdV 569.741b/ft Eq. 7-21 Vert. force of live load surcharge PgIV 0.00lb/ft Eq. 7-22 Vert. component of active earth force PaV 1358.01 Ib/ft Eq. 7-23 Resisting moment arm for PsV Xs 12.04ft Eq. 7-24 Resisting moment arm for PqV Xq 12.31 ft Eq. 7-25 Height above rein. area at int. failure plane hint 0.00 ft Eq. 7-26 Horz. influence distance dint 6.40 ft Eq. 7-27 Distance dead load applied for broken back L[iq 8.59 ft Eq. 7-29 Internal active earth pressure Kaint 0.20 Eq. 7-43 Wall: wall08 City of Wheat Ridge Building Division Powered by Vespa Page 24 Printed 3/9/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Internal interface friction angle bi 22.67' Eq. 7-44 Maximum height of slope influence hmaxint 0.00 ft Eq. 7-45 Slope for internal analysis pint 0.00 ° Eq. 7-46 Internal failure plane ai 55.31 ° Eq. 7-50 Elevation of influence of live load Eqlinfl 11 60f Eq. 7-93 Elevation of influence of dead load Eqdinfl 6.05 ft Eq. 7-94 Base Sliding Xqp 8.83ft Weight of reinforced mass Wri 16676.04 lb/ft Eq. 7-30 Weight of soil above wall Wr[i1 0.001b/ft Eq. 7-31A1 Weight of soil above wall WrP2 0.00lb/ft Eq. 7-31 A2 Weight of soil above wall Wr[33 0.00lb/ft Eq. 7-31 A3 Weight of soil above wall Wrp 0.00lb/ft Eq. 7-31 Base sliding resistance Rs 13115.89 lb/ft Eq. 7-32 Base sliding FSsl 3.91 Eq. 7-33 Overturning Wall: wa1108 Resisting moment Mr 166500.27 lb -ft Eq. 7-34 Resisting moment arm for rein. zone Xri 6.52 ft Eq. 7-35 Resisting moment arm in top slope Xrol 2.62 ft Eq. 7-36A1 Resisting moment arm in top slope Xr(i2 7.92 ft Eq. 7-36A2 Resisting moment arm in top slope Xr03 13.22ft Eq. 7-36A3 Resisting moment arm for surcharge Xqp 8.83ft Eq. 7-37 Driving moment Mo 15700.21 Ib -ft Eq. 7-38 Overturning FSot 10.60 Eq. 7-39 Bearing Capacity Equivalent bearing area B 11.50ft Eq. 7-40 Eccentricity of bearing force e 0.00 ft Eq. 7-41 Applied bearing pressure Qa 1975.44 lb/ft2 Eq. 7-42 Ultimate bearing pressure Qult 19935.501b/ft2 Eq. 12-10 Bearing capacity FSbc 10.09 Eq. 12-11 Tensile Overstress Acn Dn Fgn Layer/ Elevation (ft) (ft) (Ib/ft) FSto Course (ft) [7-54..57] [7-58..60] [7-61] [7-62] 1/2 483.00 2.00 10.60 730.83 2.57 2/4 484.33 1.33 8.93 432.94 4.34 3/6 485.67 1.33 7.60 389.52 4.82 4/8 487.00 1.33 6.27 346.10 5.43 5/10 488.33 1.33 4.93 302.68 6.21 6/12 489.67 1.33 3.60 259.25 7.24 7/14 491.00 1.33 2.27 215.83 8.70 8/16 492.33 1.60 0.80 201.76 9.31 Pullout ACn La do Layer/ Elevation (Ib/ft) (ft) (ft) FSpo Course (ft) [7-63] [7-64] [7-65] [7-66] 1/2 483.00 19266.73 9.76 10.27 26.36 2/4 484.33 16190.44 9.03 8.93 37.40 3/6 485.67 13378.94 8.29 7.60 34.35 4/8 487.00 10832.23 7.56 6.27 31.30 5/10 488.33 8550.32 6.82 4.93 28.25 6/12 489.67 6533.20 6.08 3.60 25.20 7/14 491.00 4780.88 5.35 2.27 22.15 8/16 492.33 3293.35 4.61 0.93 16.32 Intenal Sliding PsH PgdH PgIH Psv Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-67] [7-68] [7-69] [7-70] 1/2 483.00 1526.03 1246.19 0.00 617.49 2/4 484.33 1155.42 1084.36 0.00 467.53 3/6 485.67 836.28 922.53 0.00 338.39 4/8 487.00 568.61 760.70 0.00 230.08 f Powered by Vespa Page 25 Printed 3/9/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Connection Strength Layer/ Course Elevation (ft) PsH PgdH PgIH PsV Layer/ Elevation (Ib/ft) (lb/ft) (Ib/ft) (Ib/ft) Course (ft) [7-67] [7-68] [7-69] [7-70] 5/10 488.33 352.41 598.86 Yl��! 0.00 142.60 6/12 489.67 187.68 437.03 0.00 75.94 7/14 491.00 74.42 275.20 0.00 30.11 8/16 492.33 12.63 113.37 0.00 5.11 Connection Strength Layer/ Course Elevation (ft) PgdV PgIV PaH PaV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (ib/ft) Course (ft) [7-71] [7-72] [7-73] [7-74] 1/2 483.00 0.00 504.25 2772.22 1121.74 2/4 484.33 0.00 438.77 2239.78 906.30 3/6 485.67 0.00 373.29 1758.81 711.68 4/8 487.00 0.00 307.80 1329.31 537.89 5/10 488.33 0.00 242.32 951.28 384.92 6/12 489.67 0.00 176.84 624.72 252.78 7/14 491.00 0.00 111.36 349.62 141.47 8/16 492.33 0.00 45.87 126.00 50.98 R's W'ri V u Layer/ Elevation (Ib/ft) (Ib/ft) (lb/ft) FSsl Course (ft) [7-75] [7-76] [7-77] [7-78] 1/2 483.00 10468.82 13595.74 2223.79 4.58 2/4 484.33 9399.86 11830.18 2115.96 5.14 3/6 485.67 8342.13 10064.63 2008.13 5.88 4/8 487.00 7295.65 8299.07 1900.30 6.92 5/10 488.33 6260.40 6533.51 1792.47 8.47 6/12 489.67 5236.39 4767.96 1684.64 11.08 7/14 491.00 4223.62 3002.40 1576.81 16.59 8/16 492.33 3222.09 1236.85 1468.98 37.23 Connection Strength Layer/ Course Elevation (ft) Fgn (Ib/ft) [7-61X] Tconn (Ib/ft) [7-79] FScs [7-80] hinflmax (ft) [7-92] 1/2 483.00 730.83 1973.63 2.70 0.00 2/4 484.33 432.94 1844.64 4.26 0.00 3/6 485.67 389.52 1715.64 4.40 0.00 4/8 487.00 346.10 1586.65 4.58 0.00 5/10 488.33 160.69 1457.66 9.07 0.00 6/12 489.67 117.26 1328.66 11.33 0.00 7/14 491.00 73.84 1199.67 16.25 0.00 8/16 492.33 31.29 1070.68 34.22 0.00 Crest Toppling Active earth pressure from soil weight Ps 11.02 lb/ft Eq. Uniform surcharges Pq 0.00lb/ft Eq. Horz. component of Ps PsH 10.65 lb/ft Eq. Uniform surcharge PqH 0.00lb/ft Eq. Vert. component of Ps PsV 2.791b/ft Eq. Vert. force from dead load surcharge PgdV 0.001b/ft Eq. Vert. force from live load surcharge PgIV 0.00lb/ft Eq. Crest toppling FSct 19.80 Eq. Resisting moment Mr 65.671b -ft Eq. Resisting moment arm Xw 0.52 ft Eq. Height from top layer to grade z 0.93ft Eq. Overturning moment Mo 3.32 lb -ft Eq. Wall: wa1108 City o; 7-81 .. 7-82 Wheat Rldg., 7-83 7-843uildir)q pivisiorr 7-85 7-86 7-87 7-88 7-89 7-90 7-91 Powered by Vespa Page 26 Printed 3/9/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Section 14 Details Section 14 Cross-section 1T-11fl-T, — — — — {Synteen Geogrid SF35} 10.50 ft �- — — — — {Synteen Geogrid SF351 10.50 ft - — — — — {Synteen Geogrid SF35} 10.50 ft - — — — — {Synteen Geogrid SF35} 10.50 ft — — — — {Synteen Geogrid SF35} 10.50 ft — — — — — {Synteen Geogrid SF35} 10.50 ft — — — — — {Synteen Geogrid SF351 10.50 ft Section 14 Static ICS Cross-section 1 it • � • � ��.• 'I� i p 4 -=� erogrid SF35} 10.50 ft Geogrid SF35} 10.50 ft y_ Geogrid SF351 10.50 ft en Geogrid SF35} 10.50 ft ---�_� teen Geogrid SF351 10.50 ft Synteen Geogrid SF35} 10.50 ft r= ~= {Synteen Geogrid SF351 10.50 ft Section 14 Cross-section Details Upper Slope Angle R 0.00 ° Crest Offset 0.00ft Live Load ql 01b/ft2 Live Offset qlofs 0.00 ft Dead Load qd 5451b/ft2 Dead Offset gdofs 2.00ft Top of Section 492.67 ft Bottom Grade 483.00ft Base of Section 481.67 ft Design Height H 10.98ft Embedment Depth Hemb 1.33ft Wall: wal108 Powered by Vespa Page 27 Printed 3/9/2017 ` Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 21 Wheat Ridge, CO Wall: wa1108 Empirical Checks Elevation (ft) FSsl >=1.50 FSpo >=1.50 FSto >=1.50 Check Description Min. Requirement 4.41 Status Hemb Minimum Embedment % 10.0000 _.79Result 1331 Pass L Min. Reinforcement Length 4.0000 10.5000 Pass LiH Ratio Mir:. LH Ratio 0.6000 0.9559 Pass La "vain. Anchoraae Length 1.0000 3.3475 Pass MinHemb Minimum Embedrnent 12.0000 16.0000 Pass Rs Max. Reinforcement Separation 0.0000 1.3333 Pass RsBottom Max. rrultip;e of Hu at bottom 0.00 2.00 Pass RsTop Max. multiple of Hu at top 0.00 2.50 Pass External Checks Eq. 7-11 Earth pressure from soil weight Ps 1884.36 lb/ft Static Force of uniform surcharge Pq 1438.29 lb/ft Eq. 7-13 Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 9.80 Pass FSct Crest Toppling 1.50 6.72 Pass FSot Overturning 2.00 9.77 Pass FSsl Base Sliding 1.50 3.71 Pass Internal and Local Checks Static Layer Elevation (ft) FSsl >=1.50 FSpo >=1.50 FSto >=1.50 FScs FSsc >=1.50 >=1.50 7 491.00 4.41 50.25 3.23 5.57 6 489.67 3.58 23.33 2.79 3.51 5 488.33 6.30 48.18 5.18 3.22 4 487.00 4.88 31.61 7.54 6.90 3 485.67 4.45 23.64 2.57 2.73 2 484.33 4.58 26.36 2.68 2.70 1 483.00 4.86 45.13 9.13 3.67 Static Calculations General Equations External failure plane ae 51.75° Eq. 5-5 External active earth pressure Kaext 0.24 Eq. 7-1 External interface friction angle be 30.00° Eq. 7-2 Width of reinforced zone L' 9.59ft Eq. 7-3 Increase in width of reinforced zone due to l3 L" 0.00 ft Eq. 7-4 Increase in height due to backslope h 0.00 ft Eq. 7-5 Increase in height due to backslope at La hmax 0.00 ft Eq. 7-6 Increase in height due to backslope hs 0.00 ft Eq. 7-7 Width of rein. layer for internal sliding Ls" 0.00 ft Eq. 7-8 Equivalent slope at back of rein. zone [3ext 0.00° Eq. 7-9 Height of back of wall for ext. stability Hext 10.98 ft Eq. 7-10 Horizontal width of rein. zone at backslope LP 9.59 ft Eq. 7-11 Earth pressure from soil weight Ps 1884.36 lb/ft Eq. 7-12 Force of uniform surcharge Pq 1438.29 lb/ft Eq. 7-13 Horz. component of Ps PsH 1746.771b/ft Eq. 7-14 Horz. force of dead load surcharge PgdH 1333.281b/ft Eq. 7-15 City Ui Horz. force of live load surcharge PglH 0.00lb/ft Eq. 7-16 Horz. component of active earth force PaH 3080.051b/ft Eq. 7-17, , Resisting moment arm for PsH Ys 3.66 ft Eq. 7-19"eat Ridge Resisting moment arm for PqH Yq 5.49 ft Eq. 7-19 Vert. component of Ps PsV 706.81 Ib/ft Eq. 7-20'din9 Division Vert. force of dead load surcharge PgdV 539.49 lb/ft Eq. 7-21 Vert. force of live load surcharge PgIV 0.00lb/ft Eq. 7-22 Vert. component of active earth force PaV 1246.30 lb/ft Eq. 7-23 Resisting moment arm for PsV Xs 11.01 ft Eq. 7-24 Resisting moment arm for PqV Xq 11.27 ft Eq. 7-25 Height above rein. area at int. failure plane hint 0.001t Eq. 7-26 Horz. influence distance dint 6.06 ft Eq. 7-27 Distance dead load applied for broken back L[3q 7.59 ft Eq. 7-29 Internal active earth pressure Kaint 0.20 Eq. 7-43 Internal interface friction angle bi 22.67° Eq. 7-44 Powered by Vespa Page 28 Printed 3/9/2017 ,• Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Maximum height of slope influence hmaxint 0,00 ft Eq. 7-45 Slope for internal analysis pint 0.00 ° Eq. 7-46 Internal failure plane 0i 55.31 ° Eq. 7-50 Elevation of influence of live load Egiinfl 10.98 ft Eq. 7-93 Elevation of influence of dead load Eqdinfl 5.43ft Eq. 7-94 Base Sliding 847.78 12.13ft Eq. 7-36A3 Weight of reinforced mass Wri 14417.691b/ft Eq. 7-30 Weight of soil above wall Wr131 0.00 ib/ft Eq. 7-31A1 Weight of soil above wall Wr(32 0.00lb/ft Eq. 7-31 A2 Weight of soil above wall Wr[33 0.00lb/ft Eq. 7-31 A3 Weight of soil above wall Wro 0.00lb/ft Eq. 7-31 Base sliding resistance Rs 11432.891b/ft Eq. 7-32 Base sliding FSsl 3.71 Eq. 7-33 Overturning Resisting moment Mr 134075.64 lb -ft Eq. 7-34 Resisting moment arm for rein. zone Xri 1/2 5.97 ft Eq. 7-35 Resisting moment arm in top slope XrP1 545.64 2.54 ft Eq. 7-36A1 Resisting moment arm in top slope Xr[i2 0.00 7.33 ft Eq. 7-36A2 Resisting moment arm in top slope Xr[i3 847.78 12.13ft Eq. 7-36A3 Resisting moment arm for surcharge Xqp 462.36 8.24 ft Eq. 7-37 Driving moment Mo 13719.02 lb -ft Eq. 7-38 Overturning FSot 109.22 9.77 Eq. 7-39 Bearing Capacity 362.29 0.00 52.19 7/14 Equivalent bearing area B 200.46 10.50ft Eq. 7-40 Eccentricity of bearing force e 0.00 ft Eq. 7-41 Applied bearing pressure Oa 1885.95 1 b/ft2 Eq. 7-42 Ultimate bearing pressure Qult 18479.33 lb/ft2 Eq. 12-10 Bearing capacity FSbc 9.80 Eq. 12-11 Tensile Overstress Acn Dn Fgn Layer/ Elevation (ft) (ft) (Ib/ft) FSto Course (ft) [7-54..57] [7-58..60] [7-61] [7-62] 1/2 483.00 2.00 9.98 700.75 2.68 2/4 484.33 1.33 8.32 412.89 4.55 3/6 485.67 1.33 6.98 369.47 5.08 4/8 487.00 1.33 5.65 326.04 5.76 5/10 488.33 1.33 4.32 282.62 6.65 6/12 489.67 1.33 2.98 239.20 7.85 7/14 491.00 2.32 1.16 312.51 6.01 Pullout ACn La do Layer/ Elevation (Ib/ft) (ft) (ft) FSpo Course (ft) [7-63] [7-64] [7-65] [7-66] 1/2 483.00 16565.42 8.76 9.65 23.64 2/4 484.33 13730.14 8.03 8.32 33.25 3/6 485.67 11159.66 7.29 6.98 30.20 4/8 487.00 8853.97 6.56 5.65 27.16 5/10 488.33 6813.08 5.82 4.32 24.11 6/12 489.67 5036.98 5.08 2.98 21.06 7/14 491.00 3525.67 4.35 1.65 11.28 Intenal Sliding Layer/ Course Elevation (ft) PsH (Ib/ft) [7-67] PgdH (Ib/ft) [7-68] PgIH (Ib/ft) [7-69] PsV (Ib/ft) [7-70] 1/2 483.00 1348.47 1171.45 0.00 545.64 2/4 484.33 1001.63 1009.62 0.00 405.29 3/6 485.67 706.26 847.78 0.00 285.78 4/8 487.00 462.36 685.95 0.00 187.09 5/10 488.33 269.93 524.12 0.00 109.22 6/12 489.67 128.98 362.29 0.00 52.19 7/14 491.00 39.49 200.46 0.00 15.98 Wall: wa1108 Powered by Vespa Page 29 Printed 3/9/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 21 Wheat Ridge, CO Connection Strength Fgn Tconn PgdV PgIV PaH PaV Layer; Elevation (Ib/ft) (Ib/f t) (Ib/ft) (ib/ft) Course (ft) [7-71] 17-72] [7-73] [7-74] 1i2 41;3.00 0.00 474.01 :7519.91 - - 1019.65 2/4 484.33 0.00 408..53 2011,24 813.82 3/6 485.67 0.00 343.04 i 554.05 628.82 4118 487.00 0.00 277.56 i 148"32 4.64.65 5/10 488.33 0.00 212.08 794.05 221.30 6/12 489.67 0.00 146.60 491.26 198.78 7/14 491.00 0.00 81.11 239.94 97.09 Uniform surcharges Pq R's W'ri Vu Horz. component of Ps Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) FSsl Course (ft) [7-75] [7-76] [7-77] [7-78] 112 483.00 9028.62 11573.85 2173.99 4.45 2/4 484.33 8054.78 9974.96 2066.16 5.03 3/6 485.67 7092.18 8376.07 1958.33 5.82 4/8 487.00 6140.82 6777.18 1850.50 6.96 5/10 488.33 5200.70 5178.29 1742.67 8.74 6/12 489.67 4271.82 3579.40 1634.84 12.02 7/14 491.00 3354.17 1980.51 1527.01 20.34 Connection Strength Fgn Tconn hinflmax Layer/ Elevation (Ib/ft) (Ib/ft) FScs (ft) Course (ft) [7-61X] [7-79] [7-80] [7-92] 1/2 483.00 700.75 1914.05 2.73 0.00 2/4 484.33 412.89 1785.06 4.32 0.00 3/6 485.67 369.47 1656.07 4.48 0.00 4/8 487.00 326.04 1527.07 4.68 0.00 5/10 488.33 140.63 1398.08 9.94 0.00 6/12 489.67 97.21 1269.09 13.06 0.00 7/14 491.00 65.63 1140.09 17.37 0.00 Crest Toppling Active earth pressure from soil weight Ps 34.441b/ft Eq. 7-81 Uniform surcharges Pq 0.00lb/ft Eq. 7-82 Horz. component of Ps PsH 33.31 Ib/ft Eq. 7-83 Uniform surcharge PqH 0.00lb/ft Eq. 7-84 Vert. component of Ps PsV 8.741b/ft Eq. 7-85 Vert. force from dead load surcharge PgdV 0.00lb/ft Eq. 7-86 Vert. force from live load surcharge PgIV 0.00lb/ft Eq. 7-87 Crest toppling FSct 6.72 Eq. 7-88 Resisting moment Mr 123.32 lb -ft Eq. 7-89 Resisting moment arm X 0.57 ft Eq. 7-90 Height from top layer to grade z 1.65ft Eq. Overturning moment Mo 18.341b -ft Eq. 7-91 Wall: wa1108 City ol, Wheat Ridge fiuUdiny Division Powered by Vespa Page 30 Printed 3/9/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Section 22 Details Secticr, 22 Crass -section 1 < -{Synteen Geogrid SF35} 4.00 ft — -{Synteen Geogrid SF35} 4.00 ft — — -{Synteen Geogrid SF35} 4.00 ft Section 22 Static ICS Cross-section 1 Wall: waII08 Powered by Vespa Page 31 Printed 3/9/2017 Version: 2.1.7.6050 ynte0n,'Geogrid SF35} 4.00 ft —,,�.:-Yntee"'n Geogrid SF35) 4.00 ft _.-fSynteen Geogrid SF35} 4.00 ft Section 22 Cross-section Details Upper Slope Angle 13 0.00° Crest Offset 0.00 ft Live Load ql 0 lb/ft2 Live Offset qlofs 0.00 ft Dead Load qd 0 lb/ft2 Dead Offset qdofs 0.00 ft Top of Section 488.67 ft Bottom Grade 484.69 ft Base of Section 483.67 ft Design Height H 4.99 ft Embedment Depth Hemb 1.02ft Wall: waII08 Powered by Vespa Page 31 Printed 3/9/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 21 Wheat Ridge, CO Empirical Checks Elevation FSsI FSpo FSto Check Description Min. Requirement Result Status Hemb Minimum Embedment % 10.0000 25.7633 Pass L Min. Reinforcement Length 40000 4.0000 Pass L/H Ratio Min. UH Ratio 0.6000 0.8014 Pass La Min. Anchorage Length 1.0000 1.1598 Pass MinHemb Minimum Embedment 12.0000 12.2913 Pass Rs Max. Reinforcement Separation 0.0000 1.3333 Pass RsBottom Max. muitiple of Hu at bottom 000 1.00 Pass RsTop Max. multiple of Hu at top 0.00 2.50 Pass External Checks PaH 360.61 lb/ft Eq. 7-17 Ys Static Eq. 7-18 Yq 2.50 ft Eq. 7-19 Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 12.53 Pass FSct Crest Toppling 1.50 6.65 Pass FSot Overturning 2.00 10.61 Pass FSsl Base Sliding 1.50 4.23 Pass Internal and Local Checks Static Static Calculations General Equations External failure plane External active earth pressure External interface friction angle Width of reinforced zone Increase in width of reinforced zone due to R Increase in height due to backslope Increase in height due to backslope at Lp Increase in height due to backslope Width of rein. layer for internal sliding Equivalent slope at back of rein. zone Height of back of wall for ext. stability Horizontal width of rein. zone at backslope Earth pressure from soil weight Force of uniform surcharge Horz. component of Ps Horz. force of dead load surcharge Horz. force of live load surcharge Horz. component of active earth force Resisting moment arm for PsH Resisting moment arm for PqH Vert. component of Ps Vert. force of dead load surcharge Vert. force of live load surcharge Vert. component of active earth force Resisting moment arm for PsV Resisting moment arm for PqV Height above rein. area at int. failure plane Horz. influence distance Distance dead load applied for broken back Internal active earth pressure Internal interface friction angle Maximum height of slope influence Slope for internal analysis Internal failure plane Elevation of influence of live load ., Powered by Vespa Wall: waII08 ae Elevation FSsI FSpo FSto FScs FSsc Layer (ft) >=1.50 >=1.50 >=1.50 >=1.50 >=1.50 3 487.00 9.99 31.61 13.34 6.90 2 485.67 4.88 10.90 2.79 9.93 1 484.33 4.41 50.25 3.23 3.22 Static Calculations General Equations External failure plane External active earth pressure External interface friction angle Width of reinforced zone Increase in width of reinforced zone due to R Increase in height due to backslope Increase in height due to backslope at Lp Increase in height due to backslope Width of rein. layer for internal sliding Equivalent slope at back of rein. zone Height of back of wall for ext. stability Horizontal width of rein. zone at backslope Earth pressure from soil weight Force of uniform surcharge Horz. component of Ps Horz. force of dead load surcharge Horz. force of live load surcharge Horz. component of active earth force Resisting moment arm for PsH Resisting moment arm for PqH Vert. component of Ps Vert. force of dead load surcharge Vert. force of live load surcharge Vert. component of active earth force Resisting moment arm for PsV Resisting moment arm for PqV Height above rein. area at int. failure plane Horz. influence distance Distance dead load applied for broken back Internal active earth pressure Internal interface friction angle Maximum height of slope influence Slope for internal analysis Internal failure plane Elevation of influence of live load ., Powered by Vespa Wall: waII08 ae 51.75 ° Eq. 5-5 Kaext 0.24 Eq. 7-1 6e 30.00 ° Eq. 7-2 L' 3.09 ft Eq. 7-3 L" 0.00 ft Eq. 7-4 h 0.00 ft Eq. 7-5 hmax 0.00 ft Eq. 7-6 hs 0.00 ft Eq. 7-7 Ls" 0.00 ft Eq. 7-8 pext 0.00 ° Eq. 7-9 Hext 4.99 ft Eq. 7-10 LP 3.09 ft Eq. 7-11 Ps 389.02 lb/ft Eq. 7-12 Pq 0.00lb/ft Eq. 7-13 PsH 360.61 lb/ft Eq. 7-14 PgdH 0.00lb/ft Eq. 7-15 PgIH 0.00lb/ft Eq. 7-16 PaH 360.61 lb/ft Eq. 7-17 Ys 1.66ft Eq. 7-18 Yq 2.50 ft Eq. 7-19 PsV 145.92 lb/ft Eq. 7-20 PgdV 0.00lb/ft Eq. 7-21 PgIV 0.00lb/ft Eq. 7-22 Ciry `f PaV 145.92 lb/ft Eq. 7-23 Xs 4.23 ft Eq. 7,2 eat Ridge, Xq 4.35 ft Eq. 7-25 hint 0.00 ft Eq. 7-26 dint 2.76 ft Eq. 7 27"� Division Lpq 3.09 ft Eq. 7-29 Kaint 0.20 Eq. 7-43 bi 22.67' Eq. 7-44 hmaxint 0.00 ft Eq. 7-45 pint 0.00 ° Eq. 7-46 ai 55.31 ° Eq. 7-50 Eqlinfl 4.99 ft Eq. 7-93 Page 32 Printed 3/9/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Elevation of influence of dead load Eqdinfl R's 4.99 ft Eq. 7-94 Base Sliding Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) Weight of reinforced mass Course Wri 2495.57 lb/ft Eq. 7-30 Weight of soil above wall [7-78] Wr[31 484.33 0.00lb/ft Eq. 7-31A1 Weight of soil above wall 9.99 Wr[i2 485.67 0.00lb/ft Eq. 7-31A2 Weight of soil above wall 17.66 Wr¢3 487.00 0.00lb/ft Eq. 7-31 A3 Weight of soil above wall 47.31 Wra 0.00lb/ft Eq. 7-31 Base sliding resistance Rs 1525.06 lb/ft Eq. 7-32 Base sliding FSsl 4.23 Eq. 7-33 Overturning Resisting moment Mr 6364.28 lb -ft Eq. 7-34 Resisting moment arm for rein. zone Xri 2.30 ft Eq. 7-35 Resisting moment arm in top slope Xr(31 1.70ft Eq. 7-36A1 Resisting moment arm in top slope Xr(32 3.25 ft Eq. 7-36A2 Resisting moment arm in top slope Xr[i3 4.79 ft Eq. 7-36A3 Resisting moment arm for surcharge Xqp 3.15ft Eq. 7-37 Driving moment Mo 599.96 lb -ft Eq. 7-38 Overturning FSot 10.61 Eq. 7-39 Bearing Capacity Equivalent bearing area B 4.00 ft Eq. 7-40 Eccentricity of bearing force e 0.00 ft Eq. 7-41 Applied bearing pressure Qa 660.381b/ft2 Eq. 7-42 Ultimate bearing pressure Qult 8274.91 Ib/ft2 Eq. 12-10 Bearing capacity FSbc 12.53 Eq. 12-11 Tensile Overstress Acn Dn Fgn Layer/ Elevation (ft) (ft) (Ib/ft) FSto Course (ft) [7-54..57] [7-58..60] [7-61] [7-62] 1/1 484.33 1.33 4.32 140.83 13.34 2/3 485.67 1.33 2.99 97.41 19.28 3/5 487.00 2.32 1.16 65.99 28.46 Pullout ACn La do Layer/ Elevation (Ib/ft) (ft) (ft) FSpo Course (ft) [7-63] [7-64] [7-65] [7-66] 1/1 484.33 1535.43 2.63 4.32 10.90 2/3 485.67 765.01 1.90 2.99 7.85 3/5 487.00 259.38 1.16 1.66 3.93 Intenal Sliding PsH PgdH PgIH PsV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (lb/ft) Course (ft) [7-67] [7-68] [7-69] [7-70] 1/1 484.33 270.71 0.00 0.00 109.54 2/3 485.67 129.51 0.00 0.00 52.41 3/5 487.00 39.78 0.00 0.00 16.10 PgdV PgIV PaH PaV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-71] [7-72] [7-73] [7-74] 1/1 484.33 0.00 0.00 270.71 109.54 2/3 485.67 0.00 0.00 129.51 52.41 3/5 487.00 0.00 0.00 39.78 16.10 Wall: wall08 Powered by Vespa Page 33 Printed 3/9/2017 = Version: 2.1.7.6050 R's W'ri V u Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) FSsl Course (ft) [7-75] [7-76] [7-77] [7-78] 1/1 484.33 961.40 1672.13 1743.18 9.99 2/3 485.67 652.38 1156.58 1635.35 17.66 3/5 487.00 354.59 641.02 1527.52 47.31 Wall: wall08 Powered by Vespa Page 33 Printed 3/9/2017 = Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Connection Strength Fgn Tconn hinflmax Layer/ Elevation (lb/ft) (Ib/ft) FScs (ft) Course (ft) [7-61X] [7-79] [7-80] [7-92] 1/1 484.33 140.83 1398.68 9.93 0.00 2/3 485.67 97.41 1259.69 13.03 0.00 3/5 +87.00 65.99 1,14M9 17.29 0.00 Crest Toppling Active earth pressure from soil weight Ps 34.701b(ft Eq. 7-31 Uniform surcharges Pq 0.00lb/ft Eq. 7-82 Horz. component of Ps PSH 33.56lbift Eq. 7-83 Uniform surcharge PqH 0.00 ib/ft Eq. 7-84 Vert. component of Ps PsV 8.801b/ft Eq. 7-85 Vert. force from dead load surcharge PgdV 0.00lb/ft Eq. 7-86 Vert. force from live load surcharge PgIV 0.00lb/ft Eq. 7-87 Crest toppling FSct 6.65 Eq. 7-88 Resisting moment Mr 123.39 lb -ft Eq. 7-89 Resisting moment arm X 0.57ft Eq. 7-90 Height from top layer to grade z 1.66ft Eq. Overturning moment Mo 18.551b -ft Eq. 7-91 Wall: wa1108 city of Wheat Ridge Building Division Powered by Vespa Page 34 Printed 3/9/2017 Version: 2.1.7.6050 Project: 17008 - Kings sooper Fuel Pat! Site: Wheat Ridge, CO Date: 3/9/2017 Wall: waII09 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Project Design Inputs Hu 0.67ft Facing Width Lu 1.50ft I"�t r.4l��1t3f,f �.C: �n'!�t`.%i" r':? :rc!te ir)' lai'S"y �iSt i s:t+i3l ?' E I:x.i 1.00ft Minimum Factors of Safety Xu 1201b/ft3 Center of Gravity Gu 0.50 ft Conventional Au 0.09 ft Batter w 7.97' External Value Internal__ Initial Shear Capacity Value Facin _ i" Ssl - fuse Sliding -A-�- 1.50 FSsi v - ___ Internal Siiding p_ 1.50 3246.03 lb/ft FSbc Bearing Capacity 2.00 FSsc Shear Capacity 1.50 FSot Overturning 1.50 No Fines External Value Internal Value Facin FSsi Base Sliding 1.50 FSbc Bearing Capacity 2.00 FSot Overturning 1.50 Reinforced External Value Internal Value Facin FSsi Base Sliding 1.50 FSsi Internal Sliding 1.50 FScs FSbc Bearing Capacity 2.00 FSpo Pullout 1.50 FSsc FSct Crest Toppling 1.50 FSto Tensile Overstress 1.50 FSot Overturning 2.00 Design Factors Minimum Maximum Term Description (as appl.) (as appl.) RC Reinforced coverage ratio 1.00 0.00 Selected Facing Unit Compac III Licensor: Keystone Facing Height Hu 0.67ft Facing Width Lu 1.50ft Facing Depth Wu 1.00ft Facing Weight Xu 1201b/ft3 Center of Gravity Gu 0.50 ft Setback Au 0.09 ft Batter w 7.97' Cap Height Hcu 0.33ft Initial Shear Capacity au 1393.441b/ft Apparent Shear Angle Au 34.001 Maximum Shear Capacity Vu(max) 3246.03 lb/ft Selected Reinforcement Types Reinforcements SF35 - Synteen Geogrid SF35 Supplier: Synteen Technical Fabrics, Inc., Fill Type: Clays and Silts Tult 3,436.09 RFcr 1.54 RFd 1.10 LTDS 1,878.14 RFid 1.08 Cds 0.80 Cl 0.80 Connection Properties Wall: wa1109 Connection Strength Facing Shear acsi 980.31 IP -1 1,250.40 acs2 1,989.25 IP -2 2,000.64 acs max 2,266.78 au 900.29 Au 34.00 Vu(max) 2,762.88 SF55 - Synteen Geogrid SF55 Supplier: Synteen Technical Fabrics, Inc., Fill Type: Clays and Silts Tult 4,671.49 RFcr 1.54 RFd 1.10 LTDS 2,626.35 RFid 1.05 Cds 0.80 a 0.80 Connection Properties acsi 850.27 IP -1 1,115.36 acs2 2,170.11 IP -2 2,500.80 acs max 2,755.34 au 900.29 Au 34.00 Vu(max) 2,762.88 Vaue Value Value 1.50 1.50 I Powered by Vespa Page 2 Printed 3/9/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO S61 Glossary CH: Inorganic clays, high plasticity CL: Inorganic clays, low to medium plasticity, gravelly, sandy, silty, lean clays GC: Clayey gravels, poorly graded gravel -sand -clay mixtures GM: Silty gravels, poorly graded gravel -sand -silt mixtures GP: Poorly -graded gravels, gravel -sand. Little or no fines. GW: Well -graded gravels, gravel -sand. Little or no fines. MH: Inorganic clayey silts, elastic silts ML: Inorganic silts, very fine sands, silty or clayey, slight plasticty SC: Clayey sands, poorly graded sand -clay mixtures SM: Silty sands, poorly graded sand -silt mixtures SP: Poorly -graded sands, gravelly sands. Little or no fines. SW: Well -graded sands, gravelly sands. Little or no fines. Wall: waII09 Powered by Vespa Page 3 Printed 3/9/2017 Version: 2.1.7.6050 In Situ Friction Density y Friction Cohesion Cf Soil Zone Soil Type Angle cp [Ib/ft3] Factor p [Ib/ft2] Infill (i) GP 34' 125.00 n/a n/a Retained (r) CL 30' 130.00 n/a n/a i=oundaiion (f) CL 30' 130.00 0.55 0.00 Base (b) 39' 140.02 0.70 n/a Drainage (d) CI' 38' 125.02 0.70 n/a S61 Glossary CH: Inorganic clays, high plasticity CL: Inorganic clays, low to medium plasticity, gravelly, sandy, silty, lean clays GC: Clayey gravels, poorly graded gravel -sand -clay mixtures GM: Silty gravels, poorly graded gravel -sand -silt mixtures GP: Poorly -graded gravels, gravel -sand. Little or no fines. GW: Well -graded gravels, gravel -sand. Little or no fines. MH: Inorganic clayey silts, elastic silts ML: Inorganic silts, very fine sands, silty or clayey, slight plasticty SC: Clayey sands, poorly graded sand -clay mixtures SM: Silty sands, poorly graded sand -silt mixtures SP: Poorly -graded sands, gravelly sands. Little or no fines. SW: Well -graded sands, gravelly sands. Little or no fines. Wall: waII09 Powered by Vespa Page 3 Printed 3/9/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Section 3 Details Section 3 Cross -s ction E -(Synteen Geogrid SF35) 6.00 ft — —-{Synteen Geogrid SF35} 6.00 ft — — - Synteen Geogrid SF3516.00 ft — — {Synteen Geogrid SF35 6.00 ft ` — — —-{Synteen Geogrid SF3516.00 ft Section 3 Static ICS Cross-section 1 Section 3 Cross-section Details Upper Slope Angle R Crest Offset Live Load ql Live Offset qlofs Dead Load qd Dead Offset qdofs Top of Section Bottom Grade Base of Section Design Height H Embedment Depth Hemb 0.00 ° 0.00 ft 0 I b/ft2 0.00 ft 01 b/ftz 0.00 ft 504.00 ft 496.77 f t 495.67 f t 7.69 ft 1.10ft Wall: wa1109 Powered by Vespa Page 4 Printed 3/9/2017 i Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Empirical Checks External failure plane ae Check Description Min. Requirement Kaext 0.24 Result Status Hemb Minimum Embedment % Eq. 7-2 10.0000 L' 15.2346 Pass L Min. Reinforcement Length 0.00ft 4.0000 Increase in height due to backslope 6.0000 Pass UH Ratio Min. L/H Ratio hmax 0.6000 Eq. 7-6 0.7798 Pass La Min. Anchorage Length Width of rein. layer for internal sliding 1.0000 0.00 ft 1.3196 Pass MinHemb Minimum Embedment Eq. 7-9 6.0000 Hext 13.2205 Pass Rs Max. Reinforcement Separation 5.09 ft 0.0000 Earth pressure from soil weight 1.3333 Pass RsBottom Max. multiple of Hu at bottom Pq 0.00 Eq. 7-13 2.00 Pass RsTop Max. multiple of Hu at top Horz. force of dead load surcharge 0.00 0.00 lb/ft 2.50 Pass External Checks 0.00 lb/ft Eq. 7-16 Horz. component of active earth force PaH 857.06 lb/ft Static Resisting moment arm for PsH Ys 2.56 ft Eq. 7-18 Resisting moment arm for PqH Yq Check Description Min. Requirement PsV 346.80 lb/ft Result Status FSbc Bearing Capacity Eq. 7-21 2.00 PgIV 11.15 Pass FSct Crest Toppling 346.801b/ft 1.50 Resisting moment arm for PsV 26.59 Pass FSot Overturning Xq 2.00 Eq. 7-25 10.17 Pass FSsl Base Sliding Horz. influence distance 1.50 4.25 ft 4.12 Pass Internal and Local Checks 5.09 ft Eq. 7-29 Internal active earth pressure Kaint 0.20 Static Internal interface friction angle 6i 22.67° Eq. 7-44 Maximum height of slope influence hmaxint 0.00ft Elevation FSsl FSpo FSto pint FScs FSsc Layer (ft) >=1.50 >=1.50 >=1.50 >=1.50 >=1.50 5 502.33 7.21 11.19 5.74 4.88 4 501.00 9.86 14.61 11.47 8.96 3 499.67 15.21 11.56 15.61 11.12 2 498.33 29.90 8.52 24.42 15.72 1 497.00 119.85 5.22 53.56 30.79 Static Calculations General Equations External failure plane ae 51.75° Eq. 5-5 External active earth pressure Kaext 0.24 Eq. 7-1 External interface friction angle 6e 30.00' Eq. 7-2 Width of reinforced zone L' 5.09ft Eq. 7-3 Increase in width of reinforced zone due to p U 0.00ft Eq. 7-4 Increase in height due to backslope h 0.00 ft Eq. 7-5 Increase in height due to backslope at LP hmax 0.00 ft Eq. 7-6 Increase in height due to backslope hs 0.00 ft Eq. 7-7 Width of rein. layer for internal sliding Ls" 0.00 ft Eq. 7-8 Equivalent slope at back of rein. zone pext 0.00 ° Eq. 7-9 Height of back of wall for ext. stability Hext 7.69 ft Eq. 7-10 Horizontal width of rein. zone at backslope Lp 5.09 ft Eq. 7-11 Earth pressure from soil weight Ps 924.56 lb/ft Eq. 7-12 Force of uniform surcharge Pq 0.00 lb/ft Eq. 7-13 Horz. component of Ps PsH 857.06 lb/ft Eq. 7-14 Horz. force of dead load surcharge Pgc1H 0.00 lb/ft Eq. 7-15 Horz. force of live load surcharge PglH 0.00 lb/ft Eq. 7-16 Horz. component of active earth force PaH 857.06 lb/ft Eq. 7-17 Resisting moment arm for PsH Ys 2.56 ft Eq. 7-18 Resisting moment arm for PqH Yq 3.85 ft Eq. 7-19 Vert. component of Ps PsV 346.80 lb/ft Eq. 7-20 Vert. force of dead load surcharge PgdV 0.00lb/ft Eq. 7-21 Vert. force of live load surcharge PgIV 0.001b/ft Eq. 7-22 Vert. component of active earth force PaV 346.801b/ft Eq. 7-23 Resisting moment arm for PsV Xs 6.36 ft Eq. 7-24 Resisting moment arm for PqV Xq 6.54ft Eq. 7-25 Height above rein. area at int. failure plane hint 0.00 ft Eq. 7-26 Horz. influence distance dint 4.25 ft Eq. 7-27 Distance dead load applied for broken back Lpq 5.09 ft Eq. 7-29 Internal active earth pressure Kaint 0.20 Eq. 7-43 Internal interface friction angle 6i 22.67° Eq. 7-44 Maximum height of slope influence hmaxint 0.00ft Eq. 7-45 Slope for internal analysis pint 0.00° Eq. 7-46 Wall: wall09 Powered by Vespa Page 5 Printed 3/9/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Internal failure plane ai 55.31 ° Eq. 7-50 Elevation of influence of live load Eqlinfl 7.69 ft Eq. 7-93 Elevation of influence of dead load Eqdintl 7.69 ft Eq. 7-94 Base Sliding Eq. 7-36A1 Resisting moment arm in top slope Xr[i2 Weight of reinforced mass Wri 5770.92 lb/ft Eq. 7-30 Weight of soil above wail WrP1 0.00 lb/ft Eq. 7-31A1 Weight of soil above wall Wrt32 0.001bft Eq. 7-:31A2 Weight of scil above wall Wr¢3 0.001b/ft Eq. 7-31A3 Weight of soil above wall Wrp 0.00lb/ft Eq. 7-31 Base sliding resistance Rs 3532.06 lb/ft Eq. 732 Base sliding FSsl 4.12 Eq. 7-33 Overturning Resisting moment Mr 22357.21 Ib -ft Eq. 7-34 Resisting moment arm for rein. zone Xri (Ib/ft) 3.49 ft Eq. 7-35 Resisting moment arm in top slope Xr(31 [7-67] 2.08 ft Eq. 7-36A1 Resisting moment arm in top slope Xr[i2 585.77 4.62 ft Eq. 7-36A2 Resisting moment arm in top slope Xrj33 365.94 7.17ft Eq. 7-36A3 Resisting moment arm for surcharge Xq(3 197.59 4.53ft Eq. 7-37 Driving moment Mo 2198.23 lb -ft Eq. 7-38 Overturning FSot 5/10 502.33 10.17 Eq. 7-39 Bearing Capacity 6.19 PgdV PgIV Equivalent bearing area B Layer/ Elevation 6.00ft Eq. 7-40 Eccentricity of bearing force e Course (ft) 0.00 ft Eq. 7-41 Applied bearing pressure Qa 1019.62 lb/ft2 Eq. 7-42 Ultimate bearing pressure Qult 11372.47 1 b/ft2 Eq. 12-10 Bearing capacity FSbc 365.94 11.15 Eq. 12-11 Tensile Overstress 0.00 197.59 79.95 Acn Dn Fgn Powered by Vespa Layer/ Elevation (ft) (ft) (Ib/ft) Printed 3/9/2017 FSto Course (ft) [7-54..57] [7-58..60] [7-61] [7-62] 1/2 497.00 2.00 6.69 327.03 5.74 2/4 498.33 1.33 5.03 163.74 11.47 3/6 499.67 1.33 3.69 120.32 15.61 4/8 501.00 1.33 2.36 76.90 24.42 5/10 502.33 1.69 0.85 35.07 53.56 Pullout ACn La do Layer/ Elevation (Ib/ft) (ft) (ft) FSpo Course (ft) [7-63] [7-64] [7-65] [7-66] 1/2 497.00 3659.04 4.26 6.36 11.19 2/4 498.33 2392.84 3.53 5.03 14.61 3/6 499.67 1391.43 2.79 3.69 11.56 4/8 501.00 654.81 2.06 2.36 8.52 5/10 502.33 182.98 1.32 1.03 5.22 Intenal Sliding Wall: wa1109 Version: 2.1.7.6050 PsH PgdH PgIH PsV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-67] [7-68] [7-69] [7-70] 1/2 497.00 585.77 0.00 0.00 237.02 2/4 498.33 365.94 0.00 0.00 148.07 3/6 499.67 197.59 0.00 0.00 79.95 4/8 501.00 80.71 0.00 0.00 32.66 5/10 502.33 15.29 0.00 0.00 6.19 PgdV PgIV PaH PaV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-71] [7-72] [7-73] [7-74] 1/2 497.00 0.00 0.00 585.77 237.02 2/4 498.33 0.00 0.00 365.94 148.07 3/6 499.67 0.00 0.00 197.59 79.95 Powered by Vespa Page 6 Printed 3/9/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 21 Wheat Ridge, CO Connection Strength Fgn Tconn PgdV PgIV PaH PaV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-71] [7-72] [7-73] [7-74] 4/8 501.00 0.00 0.00 80.71 32.66 5/10 502.33 0.00 0.00 15.29 6.19 Connection Strength Fgn Tconn R's W'ri Vu Layer/ Elevation (Ib/ft) Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) FSsl Course (ft) [7-75] [7-76] [7-77] [7-78] 1/2 497.00 2313.30 4049.98 1907.89 7.21 2/4 498.33 1807.23 3201.09 1800.06 9.86 3/6 499.67 1312.41 2352.20 1692.23 15.21 4/8 501.00 828.82 1503.31 1584.40 29.90 5/10 502.33 356.47 654.42 1476.57 119.85 Connection Strength Fgn Tconn hinflmax Layer/ Elevation (Ib/ft) (Ib/ft) FScs (ft) Course (ft) [7-61X] [7-79] [7-80] [7-92] 1/2 497.00 327.03 1595.73 4.88 0.00 2/4 498.33 163.74 1466.73 8.96 0.00 3/6 499.67 120.32 1337.74 11.12 0.00 4/8 501.00 76.90 1208.75 15.72 0.00 5/10 502.33 35.07 1079.75 30.79 0.00 Crest Toppling Active earth pressure from soil weight Ps 13.34lb/ft Eq. 7-81 Uniform surcharges Pq 0.00lb/ft Eq. 7-82 Horz. component of Ps PsH 12.901b/ft Eq. 7-83 Uniform surcharge PqH 0.00lb/ft Eq. 7-84 Vert. component of Ps PsV 3.38lb/ft Eq. 7-85 Vert, force from dead load surcharge PgdV 0.00lb/ft Eq. 7-86 Vert. force from live load surcharge PgIV 0.00lb/ft Eq. 7-87 Crest toppling FSct 26.59 Eq. 7-88 Resisting moment Mr 117.55lb-ft Eq. 7-89 Resisting moment arm X 0.57 ft Eq. 7-90 Height from top layer to grade z 1.03ft Eq. Overturning moment Mo 4.42 lb -ft Eq. 7-91 Wall: wa1109 Powered by Vespa Page 7 Printed 3/9/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Section 13 Details Ser 13 Crt�ss-sec,ion i :IJ .: _-{Synteen Geogrid SF35} 5.00 ft ` - —-{Synteen Geogrid SF351 5.00 ft — —-(Synteen Geogrid SF351 5.00 ft — — —-{ynteen Geogrid SF35} 5.00 ft Section 13 Static ICS Cross-section E Section 13 Cross-section Details Upper Slope Angle [3 Crest Offset Live Load ql Live Offset glofs Dead Load qd Dead Offset qdofs Top of Section Bottom Grade Base of Section Design Height H Embedment Depth Hemb ynje6n'-G,e SF351 5.00 ft j teed` eogrid SF351 5.00 ft ryntedri Geogrid SF35} 5.00 ft ynteen Geogrid SF35) 5.00 ft 0.00 ° 0.00 ft 01 b/ft2 0.00 ft 0 I b/ftz 0.00 ft 498.67 f t 493.18 f t 492.33 f t 6.20 f t 0.85 f t Wall: wall09 Powered by Vespa Page 8 Printed 3/9/2017 `` Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 21 Wheat Ridge, CO Wall: walI09 Empirical Checks Elevation FSsl FSpo FSto Check Description Min. Requirement Result Status Hemb Minimum Embedment % 10.0000 15.4960 Pass L Min. Reinforcement Length 4.0000 5.0000 Pass L/H Ratio Min. L/ii Ratio 0.6000 0.8062 Pass La Min. Anchorage Length 1.0000 1.4237 Pass MinHemb Minimum Embedment 6.0000 10.1969 Pass Rs Max. Reinforcement Separation 0.0000 1.3333 Pass RsBottom Max. multiple of Hu at bottom 0.00 1.00 Pass RsTop Max. multiple of Hu at top 0.00 2.50 Pass External Checks PaH 556.77 lb/ft Eq. 7-17 Ys Static Eq. 7-18 Yq 3.10 ft Eq. 7-19 Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 11.35 Pass FSct Crest Toppling 1.50 8.29 Pass FSot Overturning 2.00 10.76 Pass FSsl Base Sliding 1.50 4.25 Pass Internal and Local Checks Static Static Calculations General Equations External failure plane External active earth pressure External interface friction angle Width of reinforced zone Increase in width of reinforced zone due to R Increase in height due to backslope Increase in height due to backslope at La Increase in height due to backslope Width of rein. layer for internal sliding Equivalent slope at back of rein. zone Height of back of wall for ext. stability Horizontal width of rein. zone at backslope Earth pressure from soil weight Force of uniform surcharge Horz. component of Ps Horz. force of dead load surcharge Horz. force of live load surcharge Horz. component of active earth force Resisting moment arm for PsH Resisting moment arm for PqH Vert. component of Ps Vert. force of dead load surcharge Vert. force of live load surcharge Vert. component of active earth force Resisting moment arm for PsV Resisting moment arm for PqV Height above rein. area at int. failure plane Horz. influence distance Distance dead load applied for broken back Internal active earth pressure Internal interface friction angle Maximum height of slope influence Slope for internal analysis Internal failure plane r Powered by Vespa ae Elevation FSsl FSpo FSto FScs FSsc Layer (ft) >=1.50 >=1.50 >=1.50 >=1.50 >=1.50 4 497.00 7.82 15.04 10.42 8.41 3 495.67 7.21 11.19 5.74 4.88 2 494.33 11.54 12.00 13.73 10.13 1 493.00 9.86 14.61 11.47 8.96 Static Calculations General Equations External failure plane External active earth pressure External interface friction angle Width of reinforced zone Increase in width of reinforced zone due to R Increase in height due to backslope Increase in height due to backslope at La Increase in height due to backslope Width of rein. layer for internal sliding Equivalent slope at back of rein. zone Height of back of wall for ext. stability Horizontal width of rein. zone at backslope Earth pressure from soil weight Force of uniform surcharge Horz. component of Ps Horz. force of dead load surcharge Horz. force of live load surcharge Horz. component of active earth force Resisting moment arm for PsH Resisting moment arm for PqH Vert. component of Ps Vert. force of dead load surcharge Vert. force of live load surcharge Vert. component of active earth force Resisting moment arm for PsV Resisting moment arm for PqV Height above rein. area at int. failure plane Horz. influence distance Distance dead load applied for broken back Internal active earth pressure Internal interface friction angle Maximum height of slope influence Slope for internal analysis Internal failure plane r Powered by Vespa ae 51.75 ° Eq. 5-5 Kaext 0.24 Eq. 7-1 be 30.00 ° Eq. 7-2 L' 4.09 ft Eq. 7-3 L" 0.00 ft Eq. 7-4 h 0.00 ft Eq. 7-5 hmax 0.00 ft Eq. 7-6 hs 0.00 ft Eq. 7-7 Ls" 0.00ft Eq. 7-8 Pext 0.00 ° Eq. 7-9 Hext 6.20 ft Eq. 7-10 LR 4.09 ft Eq. 7-11 Ps 600.62lb/ft Eq. 7-12 Pq 0.001b/ft Eq. 7-13 PsH 556.77 lb/ft Eq. 7-14 PgdH 0.00lb/ft Eq. 7-15 PglH 0.001b/ft Eq. 7-16 PaH 556.77 lb/ft Eq. 7-17 Ys 2.07 ft Eq. 7-18 Yq 3.10 ft Eq. 7-19 PsV 225.29 lb/ft Eq. 7-20 PgdV 0.00lb/ft Eq. 7-21 PgIV 0.00lb/ft Eq. 7-22 PaV 225.29 lb/ft Eq. 7-23 Xs 5.29 ft Eq. 7-24 Xq 5.43 ft Eq. 7-25 hint 0.00 ft Eq. 7-26 dint 3.42 ft Eq. 7-27 LPq 4.09 ft Eq. 7-29 Kaint 0.20 Eq. 7-43 bi 22.67' Eq. 7-44 hmaxint 0.00 ft Eq. 7-45 Pint 0.00 ° Eq. 7-46 ai 55.31 ° Eq. 7-50 Page 9 Printed 3/9/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Elevation of influence of live load Eqlinfl 6.20 ft Eq. 7-93 Elevation of influence of dead load Eqdinfl 6.20 ft Eq. 7-94 Ease Sliding Resisting moment arm in top slope Xrj31 (Ib/ft) Weight of reinforced mass Wri 3876.11 Ib/ft Eq. 7-30 Weight of soil above wall Wr[31 0.00lb/ft Eq. 7-31 Al Weight of soil above wall Wr(i2 0.00lb/ft Eq. 7-31 A2 Weight of soil above wall Wr[i3 0.00lb/ft Eq. 7-31 A3 Weight of soil above wall Wro 0.00lb/ft Eq. 7-31 Base sliding resistance Rs 2367.94 lb/ft Eq. 7-32 Base sliding FSsl 4.25 Eq. 7-33 Overturning Resisting moment Mr 12383.82 lb -ft Eq. 7-34 Resisting moment arm for rein. zone Xri Layer/ 2.89 ft Eq. 7-35 Resisting moment arm in top slope Xrj31 (Ib/ft) 1.87ft Eq. 7-36A1 Resisting moment arm in top slope Xr(32 [7-69] 3.91 ft Eq. 7-36A2 Resisting moment arm in top slope Xr[i3 0.00 5.96 ft Eq. 7-36A3 Resisting moment arm for surcharge Xgj3 255.57 3.82 ft Eq. 7-37 Driving moment Mo 1150.991b -ft Eq. 7-38 Overturning FSot 4/7 10.76 Eq. 7-39 Bearing Capacity 0.00 13.80 Equivalent bearing area B PaH 5.00 ft Eq. 7-40 Eccentricity of bearing force a (Ib/ft) 0.00 ft Eq. 7-41 Applied bearing pressure Oa [7-71] 820.28 lb/ft2 Eq. 7-42 Ultimate bearing pressure Qult 9313.55 1 b/ft2 Eq. 12-10 Bearing capacity FSbc 2/3 11.35 Eq. 12-11 Tensile Overstress 255.57 103.41 3/5 495.67 Acn Dn Fgn 48.19 4/7 Layer/ Elevation (ft) (ft) (Ib/ft) 34.11 FSto Course (ft) [7-54..57] [7-58..60] [7-61] [7-62] 1/1 493.00 1.33 5.54 180.26 10.42 2/3 494.33 1.33 4.20 136.84 13.73 3/5 495.67 1.33 2.87 93.42 20.11 4/7 497.00 2.20 1.10 59.20 31.72 Pullout ACn La do Layer/ Elevation (Ib/ft) (ft) (ft) FSpo Course (ft) [7-63] [7-64] [7-65] [7-66] 1/1 493.00 2711.97 3.63 5.54 15.04 2/3 494.33 1641.47 2.90 4.20 12.00 3/5 495.67 835.76 2.16 2.87 8.95 4/7 497.00 294.84 1.42 1.54 4.98 Intenal Sliding Wall: wa1109 Powered by Vespa Page 10 Printed 3/9/2017 Version: 2.1.7.6050 PsH PgdH PgIH PsV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-67] [7-68] [7-69] [7-70] 1/1 493.00 443.50 0.00 0.00 179.46 2/3 494.33 255.57 0.00 0.00 103.41 3/5 495.67 119.11 0.00 0.00 48.19 4/7 497.00 34.11 0.00 0.00 13.80 PgdV PgIV PaH PaV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-71] [7-72] [7-73] [7-74] 1/1 493.00 0.00 0.00 443.50 179.46 2/3 494.33 0.00 0.00 255.57 103.41 3/5 495.67 0.00 0.00 119.11 48.19 4/7 497.00 0.00 0.00 34.11 13.80 Wall: wa1109 Powered by Vespa Page 10 Printed 3/9/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Connection Strength Fgn Tconn R's W'ri Vu Layer/ Elevation (Ib/ft) Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) FSsl Course (ft) [7-75] [7-76] [7-77] [7-78] 1/1 493.00 1625.07 2832.13 1841.08 7.82 2,13 494.33 1215.91 2149.91 1733.25 11.54 3/5 495.67 817.98 1467.69 1625.42 20.51 4/7 497.00 431.29 785.46 1517.59 57.13 Connection Strength Fgn Tconn hinflmax Layer/ Elevation (Ib/ft) (Ib/ft) FScs (ft) Course (ft) [7-61X] [7-79] [7-80] [7-92] 1/1 493.00 180.26 1515.80 8.41 0.00 2/3 494.33 136.84 1386.81 10.13 0.00 3/5 495.67 93.42 1257.82 13.46 0.00 4/7 497.00 59.20 1128.82 19.07 0.00 Crest Toppling Active earth pressure from soil weight Ps 29.75 lb/ft Eq. 7-81 Uniform surcharges Pq 0.00lb/ft Eq. 7-82 Horz. component of Ps PsH 28.781b/ft Eq. 7-83 Uniform surcharge PqH 0.00lb/ft Eq. 7-84 Vert. component of Ps PsV 7.551b/ft Eq. 7-85 Vert. force from dead load surcharge PgdV 0.00lb/ft Eq. 7-86 Vert. force from live load surcharge PgIV 0.00lb/ft Eq. 7-87 Crest toppling FSct 8.29 Eq. 7-88 Resisting moment Mr 122.04 lb -ft Eq. 7-89 Resisting moment arm X 0.57ft Eq. 7-90 Height from top layer to grade z 1.54ft Eq. Overturning moment Mo 14.731b -ft Eq. 7-91 Wall: wa1109 Powered by Vespa Page 11 Printed 3/9/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Section 17 Details Section 17 Cross-section —-{Synteen Geogrid F35} 4.00 ft -•.MMINREMM Section 17 Static ICS Cross-section -•wr« • zJ 11 Section 17 Cross-section Details Wall: waII09 Upper Slope Angle R 0.00° Crest Offset 0.00 ft Live Load ql 01b/ft2 Live Offset glofs 0.00 ft Dead Load qd 01b/ft2 O�PyOf Dead Offset qdofs 0.00 ft Top of Section 496.00ft �01 Bottom Grade 492.53 ft / ryO�LiSj Base of Section 491.67 ft Design Height H 4.28ft o! Embedment Depth Hemb 0.87 ft Powered by Vespa Page 12 Printed 3/9/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Empirical Checks Wall: wall09 Check Description Min. Requirement Result Status Hemb Minimum Embedment % 10.0000 24.9456 Pass L Min. Reinforcement Length 4.0000 4.0000 Pass L/H Ratio Min. L/H Ratio 0.6000 0.9343 Pass La Min. Anchorage Length 1.0000 1.5279 Pass MinHemb Minimum Embedment 6.0000 10.3819 Pass Rs Max. Reinforcement Separation 0.0000 1.3333 Pass RsBottorn Max. multiple of Hu at bottom 0.00 2.00 Pass RsTop Max. multiple of Hu at top 0.00 2.50 Pass External Checks 0.00lb/ft Eq. 7-15 PglH 0.00lb/ft Static PaH 265.32 lb/ft Eq. 7-17 Ys Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 14.05 Pass FSct Crest Toppling 1.50 7.17 Pass FSot Overturning 2.00 13.93 Pass FSsl Base Sliding 1.50 4.89 Pass Internal and Local Checks Static Elevation FSsl FSpo FSto FScs FSsc Layer (ft) >=1.50 >=1.50 >=1.50 >=1.50 >=1.50 2 494.33 7.82 15.04 10.42 8.41 1 493.00 18.08 5.62 5.74 7.90 Static Calculations General Equations External failure plane External active earth pressure External interface friction angle Width of reinforced zone Increase in width of reinforced zone due to R Increase in height due to backslope Increase in height due to backslope at LR Increase in height due to backslope Width of rein. layer for internal sliding Equivalent slope at back of rein. zone Height of back of wall for ext. stability Horizontal width of rein. zone at backslope Earth pressure from soil weight Force of uniform surcharge Horz. component of Ps Horz. force of dead load surcharge Horz. force of live load surcharge Horz. component of active earth force Resisting moment arm for PsH Resisting moment arm for PqH Vert. component of Ps Vert, force of dead load surcharge Vert. force of live load surcharge Vert. component of active earth force Resisting moment arm for PsV Resisting moment arm for PqV Height above rein. area at int. failure plane Horz. influence distance Distance dead load applied for broken back Internal active earth pressure Internal interface friction angle Maximum height of slope influence Slope for internal analysis Internal failure plane Elevation of influence of live load Elevation of influence of dead load Powered by Vespa ae 51.75 ° Eq. 5-5 Kaext 0.24 Eq. 7-1 6e 30.00 ° Eq. 7-2 L' 3.09 ft Eq. 7-3 L" 0.00 ft Eq. 7-4 h 0.00 ft Eq. 7-5 hmax 0.00 ft Eq. 7-6 hs 0.00 ft Eq. 7-7 Ls" 0.00 ft Eq. 7-8 [text 0.00 ° Eq. 7-9 Hext 4.28 ft Eq. 7-10 L(3 3.09 ft Eq. 7-11 Ps 286.221b/ft Eq. 7-12 Pq 0.00lb/ft Eq. 7-13 PsH 265.32 lb/ft Eq. 7-14 PgdH 0.00lb/ft Eq. 7-15 PglH 0.00lb/ft Eq. 7-16 PaH 265.32 lb/ft Eq. 7-17 Ys 1.43ft Eq. 7-18 Yq 2.14 ft Eq. 7-19 PsV 107.36 lb/ft Eq. 7-20 PgdV 0.00 lb/ft Eq. 7-21 PgIV 0.00lb/ft Eq. 7-22 PaV 107.361b/ft Eq. 7-23 Xs 4.20 ft Eq. 7-24 Xq 4.30 ft Eq. 7-25 hint 0.00 ft Eq. 7-26 dint 2.36 ft Eq. 7-27 Lpq 3.09 ft Eq. 7-29 Kaint 0.20 Eq. 7-43 bi 22.67' Eq. 7-44 hmaxint 0.00 ft Eq. 7-45 pint 0.00 ° Eq. 7-46 ai 55.31 ° Eq. 7-50 Eqlinfl 4.28 ft Eq. 7-93 Eqdinfl 4.28ft Eq. 7-94 Page 13 Printed 3/9/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Base Sliding PsH PgdH Weight of reinforced mass Wri 2140.58 Ib/ft Eq. 7-30 Weight of soil above wall Wrp1 0.00lb/ft Eq. 7-31A1 Weight of soil above wall Wrp2 0.00Ib/fit Eq. 7-31 A2 Weight of soil afsove wall Wrp3 0,00lb/ft Eq. 7-31A3 Weight of soil above wall Wrp 0.00lb/ft Eq. 7-31 Erase sliding resistance Rs 1297.85 Ib/ft 'Eq. 7-32 Base sliding FSsI 4.89 Eq. 7-33 Ovwturni:ig 1.53 1.61 5.24 Resisting moment Mr 5273.671In-it Eq 7-34 Resisting moment arm for rein. zone Xri 2.25 ft Eq. 7-35 Resisting moment arm in top slope Xrp1 1.60 it Eq. 7-36A1 Resisting moment arm in top slope Xrp2 3.15ft Eq. 7-36A2 Resisting moment arm in top slope Xrp3 4.69ft Eq. 7-36A3 Resisting moment arm for surcharge Xqp 3.05 ft Eq. 7-37 Driving moment w 378.63 lb -ft Eq. 7-38 Overturning FSot 13.93 Eq. 7-39 Bearing Capacity 0 s' Equivalent bearing area B 4.00 ft Eq. 7-40 Eccentricity of bearing force e 0.00 ft Eq. 7-41 Applied bearing pressure Qa 561.99 lb/ft2 Eq. 7-42 Ultimate bearing pressure Quit 7894.27 Ib/ft2 Eq. 12-10 Bearing capacity FSbc 14.05 Eq. 12-11 Tensile Overstress Acn Dn Fgn Elevation Layer/ Elevation (ft) (ft) (Ib/ft) FSto Course (ft) [7-54..57] [7-58..60] [7-61] [7-62] 1/2 493.00 2.00 3.28 160.29 11.72 2/4 494.33 2.28 1.14 63.55 29.55 Pullout PsH PgdH PgIH PsV Layer/ Layer/ ACn La do (Ib/ft) Layer/ Elevation (Ib/ft) (ft) (ft) FSpo Course (ft) [7-63] [7-64] [7-65] [7-66] 1/2 493.00 900.29 2.26 2.95 5.62 2/4 494.33 332.76 1.53 1.61 5.24 Intenal Sliding Wall: wa1109 Connection Strength PsH PgdH PgIH PsV Layer/ Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) (ft) Course (ft) [7-67] [7-68] [7-69] [7-70] 160.29 1/2 493.00 125.79 0.00 0.00 50.90 1136.51 2/4 494.33 37.73 0.00 0.00 15.27 PgdV PgIV PaH PaV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-71] [7-72] [7-73] [7-74] 1/2 493.00 0.00 0.00 125.79 50.90 2/4 494.33 0.00 0.00 37.73 15.27 0 s' of R's W'ri Vu ry 9� Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) FSsl , 'D Course (ft) [7-75] [7-76] [7-77] [7-78] 1/2 493.00 642.53 1139.83 1631.84 18.08 2/4 494.33 345.10 624.27 1524.01 49.54 Connection Strength Powered by Vespa Page 14 Printed 3/9/2017 Version: 2.1.7.6050 Fgn Tconn hinflmax Layer/ Elevation (Ib/ft) (Ib/ft) FScs (ft) Course (ft) [7-61X] [7-79] [7-80] [7-92] 1/2 493.00 160.29 1265.50 7.90 0.00 2/4 494.33 63.55 1136.51 17.88 0.00 Powered by Vespa Page 14 Printed 3/9/2017 Version: 2.1.7.6050 Project: 17008 - Kings Sooper Fuel Pad [Rev. 2] Wheat Ridge, CO Crest Toppling Active earth pressure from soil weight Ps 32.91 Ib/ft Eq. 7-81 Uniform surcharges Pq 0.00lb/ft Eq. 7-82 Horz. component of Ps PsH 31.831b/ft Eq. 7-83 Uniform surcharge PqH 0.00lb/ft Eq. 7-84 Vert. component of Ps PsV 8.351b/ft Eq. 7-85 Vert. force from dead load surcharge PgdV 0.00lb/ft Eq. 7-86 Vert. force from live load surcharge PgIV 0.00lb/ft Eq. 7-87 Crest toppling FSct 7.17 Eq.'7-88 Resisting moment Mr 122.901b -ft Eq. 7-89 Resisting moment arm X 0.57 ft Eq. 7-9C Height from top layer to grade z 1.61 ft Eq. Overturning moment Mo 17.13 lb -ft Eq. 7-91 Wall: wa1109 Powered by Vespa Page 15 Printed 3/9/2017 kv Version: 2.1.7.6050 ReSSA -- Reinforced Slope Stability Analysis Present Date/Time- Wed Feb 15 17:40:03 2017 King Soopers Fuel Pad DAGoogle_Drive\SK Wall Design\Projmts\ 170 10 King's Super Fuel Pad\CALCS\Global.MSE King Soopers Fuel Pad Report created by ReSSA(3.0): Copyright (c) 2001-2013, ADAMA Engin PROJECT IDENTIFICATION Title: King Soopers Fuel Pad Project Number: 17010 - Client: Colorado Best Block Designer: SJK Description: Company's information: Name: SK Wall Design Street: 2000 Wadsworth Blvd Unit 201 Lakewood, CO 80214 Telephone #: 303-900-8714 Fax #: 866-465-0438 E -Mail: steve@skwalldesign.com Original file path and name: D:\Google_ ..... jects\17010 King's Super Fuel Pad\CALCS\G1obal.MSE Original date and time of creating this file: 2-15-17 PROGRAM MODE: Analysis of a General Slope using GEOSYNTHETIC as reinforcing material. King Soopers Fuel Pad Copyright © 2001-2013 ADAMA Engineering, Inc. www.GeoPrograms.com Page 1 of 10 License number ReSSA-301742 ReSSA -- Reinforced Slope Stability Analysis Present Daterrinte: Wed Feb 15 17:40:03 2017 INPUT DATA (EXCLUDING REINFORCEMENT LAYOUT) SOIL DATA ___-------- Soil Layer #: 1.................................................................... =.2.................................................................... REINFORCEMENT Reinforcement Type # Geosynthetic Designated Name 1 Synteen SF -35 2 Synteen SF -55 King Soopers Fuel Pad D:\Google_Drive\SK Wall Design\Projects\17010 King's Super Fuel Pad\CALCS\Global MSE Interaction Parameters ==Direct Sliding== ====Pullout=== Type # Geosynthetic Cds-phi Cds-c Ci Alpha Designated Name 1 Synteen SF -35 0.80 0.00 0.80 0.80 2 Synteen SF -55 0.80 0.00 0.80 0.80 Relative Orientation of Reinforcement Force, ROR = 0.00. Assigned Factor of Safety to resist pullout, Fs-po = 1.50 Design method for Global Stability: Comprehensive Bishop. WATER Water is not present SEISMICITY Not Applicable Coverage Ratio, Rc 1.00 1.00 King Soopers Fuel Pad Page 2 of 10 Copyright C 2001-2013 ADAMA Engineering, Inc. www.GeoPrograms.com License number ReSSA-301742 Internal angle of Unit weight, Y friction, Cohesion, c [Ib/ft'] [deg.] [lb/ft Z] 125.0 34.0 0.0 130.0 30.0 0.0 Ultimate Reduction Reduction Reduction Additional Strength, Factor for Factor for Factor for Reduction Tult Installation Durability, Creep, Factor, [lb/ft] Damage, RFid RFd RFc RFa 3500.00 1.08 1.10 1.58 1.00 5000.00 1.05 1.10 1.58 1.00 Interaction Parameters ==Direct Sliding== ====Pullout=== Type # Geosynthetic Cds-phi Cds-c Ci Alpha Designated Name 1 Synteen SF -35 0.80 0.00 0.80 0.80 2 Synteen SF -55 0.80 0.00 0.80 0.80 Relative Orientation of Reinforcement Force, ROR = 0.00. Assigned Factor of Safety to resist pullout, Fs-po = 1.50 Design method for Global Stability: Comprehensive Bishop. WATER Water is not present SEISMICITY Not Applicable Coverage Ratio, Rc 1.00 1.00 King Soopers Fuel Pad Page 2 of 10 Copyright C 2001-2013 ADAMA Engineering, Inc. www.GeoPrograms.com License number ReSSA-301742 ReSSA -- Reinforced Slope Stability Analysis Present Date/T'une: Wed Feb 15 17:40:03 2017 King Soopers Fuel Pad D:\Google_Drive\SK Wall Design\Projects\17010 King's Super Fuel Pad\CALCS\Global.MSE DRAWING OF SPECIFIED GEOMETRY - GENERAL - Quick Input -- Problem geometry is defined along sections selected by user at x,y coordinates. -- X1,Y1 represents the coordinates of soil surface. X2,Y2 represent the coordinates of the end of soil layer 1 and start of soil layer 2, and so on. GEOMETRY Soil profile contains 2 layers (see details in next page) UNIFORM SURCHARGE Load Q1 = 250.00 [lb/ft2] inclined from verical at 0.00 degrees, starts at Xls = 24.00 and ends at Xle = 124.00 [ft]. Surcharge load, Q2....................................None Surcharge load, Q3 .................................... None STRIP LOAD ...........................None................................... SCALE: 0 2 4 6 [ft] King Soopers Fuel Pad Page 3 of 10 Copyright © 2001-2013 ADAMA Engineering, Inc. www.GeoPrograms.com License number ReSSA-301742 ReSSA -- Reinforced Slope Stability Analysis Present Date/time: Wed Feb 15 17:40:03 2017 King Soopers Fuel Pad D:\Google_Driw\SK Wall Design\Projects\17010 King's Super Fuel Pad\CALCS\Global.MSE TABULATED DETAILS OF GEMERAL SPECIFIED GEOMETRY Soil profile contains 2 layers. Coordinates in [ft.] # Xi Yi = Top of Layer 1 1 -24.00 -6.00 2 0.00 0.00 3 0.42 3.00 4 3.00 4.00 5 3.42 7.00 6 7.00 8.00 7 7.42 11.00 8 10.00 12.00 9 10.42 15.00 10 13.00 16.00 11 13.42 19.00 12 16.00 20.00 13 16.42 23.00 14 19.00 24.00 15 19.42 27.00 16 24.00 29.00 0 Top of Layer 2 17 -24.00 -6.00 18 0.00 0.00 19 0.01 -0.66 20 30.00 -0.66 21 30.01 0.00 22 34.00 29.00 King Soopers Fuel Pad Page 4 of 10 Copyright © 2001-2013 ADAMA Engineering, Inc. www.GeoPrograms.com License number ReSSA-301742 ReSSA -- Reinforced Slope Stability Analysis Present Date/Time: Wed Feb 15 17:40:03 2017 TABULATED DETAILS OF SPECIFIED GEOMETRY Soil profile contains 2 layers. Coordinates in [ft.] King Soopers Fuel Pad D:\Google_Drive\SK Wall Design\Projects\17010 King's Super Fuel Pad\CALCS\Global.MSE -IoR-v-111V-..u,1-1- -1 111-Io..I II III- III- IIIIA­ov-I-1. 3 11111. 1111,- IIIII V.II King Soopers Fuel Pad Page 5 of 10 Copyright © 2001-2013 ADAMA Engineering, Inc. www.GeoPrograms.com License number ReSSA-301742 X Y1 Y2 1 -7.4.00 -6.00 -6.00 2 0.00 0.00 0.00 3 0.01 0.07 -0.66 4 0.42 3.00 -0.66 5 3.00 4.00 -0.66 6 3.42 7.00 -0.66 7 7.00 8.00 -0.66 8 7.42 11.00 -0.66 9 10.00 12.00 -0.66 10 10.42 15.00 -0.66 11 13.00 16.00 -0.66 12 13.42 19.00 -0.66 13 16.00 20.00 -0.66 14 16.42 23.00 -0.66 15 19.00 24.00 -0.66 16 19.42 27.00 -0.66 17 24.00 29.00 -0.66 18 30.00 29.00 -0.66 19 30.01 29.00 0.00 20 34.00 29.00 29.00 21 328.08 29.00 29.00 22 360.89 29.00 29.00 King Soopers Fuel Pad D:\Google_Drive\SK Wall Design\Projects\17010 King's Super Fuel Pad\CALCS\Global.MSE -IoR-v-111V-..u,1-1- -1 111-Io..I II III- III- IIIIA­ov-I-1. 3 11111. 1111,- IIIII V.II King Soopers Fuel Pad Page 5 of 10 Copyright © 2001-2013 ADAMA Engineering, Inc. www.GeoPrograms.com License number ReSSA-301742 ReSSA -- Reinforced Slope Stability Analysis Present Date/Time: Wed Feb 15 17:40:03 2017 T vailable Tfe A King Soopers Fuel Pad D:\Google_Drive\SK Wall Design\Projects\17010 King's Super Fuel Pad\CALCS\Global.MSE DISTRIBUTION OF AVAILABLE STRENGTH ALONG EACH REINFORCEMENT LAYER L.1 L3 L2 A = Front-end of reinforcement (at face of slope) B = Rear -end of reinforcement AB = L 1 + L2 + L3 = Embedded length of reinforcement Tavailable = Long-term strength of reinforcement Tfe = Available front-end strength (e.g., connection to facing) Ll = Front-end 'pullout' length L2 = Rear -end pullout length Tavailable prevails along L3 Factor of safety on resistance to pullout on either end of reinforcement, Fs-po = 1.50 Reinforcement Designated Height Relative L L1 L2 L3 Tfe Tavailable Layer # Name to Toe [ft] [ft] [ft] [ft] [ft] [lb/ft] [lb/ft] 1 Synteen SF -55 0.66 30.00 0.00 1.35 28.65 2739.88 2739.88 2 Synteen SF -55 1.99 30.00 0.00 1.41 28.59 2739.88 2739.88 3 Synteen SF -35 3.32 1.00 0.00 1.00 0.00 13.50 13.50 (*) 4 Synteen SF -35 4.65 27.00 0.00 1.08 25.92 1864.64 1864.64 5 Synteen SF -35 5.98 27.00 0.00 1.15 25.85 1864.64 1864.64 6 Synteen SF -35 7.32 1.00 0.00 1.00 0.00 9.73 9.73 (*) 7 Synteen SF -35 8.65 24.00 0.00 1.28 22.72 1864.64 1864.64 8 Synteen SF -35 9.98 24.00 0.00 1.38 22.62 1864.64 1864.64 9 Synteen SF -35 11.32 1.00 0.00 1.00 0.00 13.50 13.50 (*) 10 Synteen SF -35 12.65 21.00 0.00 1.61 19.39 1864.64 1864.64 11 Synteen SF -35 13.98 21.00 0.00 1.74 19.26 1864.64 1864.64 12 Synteen SF -35 15.32 1.00 0.00 1.00 0.00 13.50 13.50 (*) 13 Synteen SF -35 16.65 18.00 0.00 2.10 15.90 1864.64 1864.64 14 Synteen SF -35 17.98 18.00 0.00 2.36 15.64 1864.64 1864.64 15 Synteen SF -35 19.32 1.00 0.00 1.00 0.00 13.50 13.50 (*) 16 Synteen SF -35 20.65 15.00 0.00 3.12 11.88 1864.64 1864.64 17 Synteen SF -35 21.98 15.00 0.00 3.71 11.29 1864.64 1864.64 18 Synteen SF -35 23.32 1.00 0.00 1.00 0.00 13.50 13.50 (*) 19 Synteen SF -35 24.65 12.00 0.00 5.97 6.03 1864.64 1864.64 20 Synteen SF -35 25.98 12.00 0.00 8.76 3.24 1864.64 1864.64 21 Synteen SF -55 -0.66 30.00 0.00 1.31 28.69 2739.88 2739.88 (*) This Tavailable is dictated by the pullout resistance capacity, which is smaller than the long-term strength of the reinforcement that is related to its specified ultimate strength. King Soopers Fuel Pad Page 6 of 10 Copyright 0 2001-2013 ADAMA Engineering, Inc. www.GeoProgratns.com License number ReSSA-301742 ReSSA -- Reinforced Slope Stability Analysis Present Date/Time: Wed Feb 15 17:40:03 2017 RESULTS OF ROTATIONAL STABILITY ANALYSIS King Soopers Fuel Pad D:\Google_Drive\SK Wall Design\Projects\17010 King's Super Fuel Pad\C.4LCS\GlobaI.MSE Results in the tables below represent critical circles identified between specified points on entry and exit. (Theta -exit set to 50.00 deg.) The most critical circle is obtained from a search considering all the combinations of input entry and exit points. Critical circles for each entry point (considering all specified exit points) Entry Entry Point Exit Point Critical Circle Point # (X,Y) (X,Y) (XC,Yc,R) Fs STATUS [fi] [ft] ft] 1 22.97 28.55 -40.98 -5.90 -18.33 28.63 41.30 3.11 2 24.54 29.00 -33.20 -5.72 -14.80 29.05 39.34 2.72 3 26.11 29.00 -35.30 -5.64 -14.43 29.11 40.54 2.40 4 27.69 29.00 -30.90 -5.85 -11.99 29.03 39.67 2.18 5 29.26 29.00 -30.86 -5.86 -11.07 29.27 40.32 2.05 6 30.83 29.00 -27.06 -5.72 -8.62 29.15 39.45 1.93 7 32.40 29.00 -27.05 -5.72 -7.70 29.41 40.11 1.83 8 33.97 29.00 -24.74 -5.87 -5.81 29.13 39.79 1.73 9 35.55 29.00 -24.74 -5.88 -6.17 31.57 41.79 1.68 10 37.12 29.00 -22.64 -5.51 -3.00 29.48 40.12 1.60 11 38.69 29.00 -22.90 -5.35 -2.07 29.69 40.76 1.55 12 40.26 29.00 -22.51 -5.58 -2.81 32.93 43.25 1.51 13 41.83 29.00 -23.01 -5.35 -3.21 35.65 45.53 1.48 14 43.41 29.00 -22.59 -5.52 0.37 30.92 43.07 1.45 15 44.98 29.00 -22.50 -5.58 0.10 33.44 45.10 1.43 16 46.55 29.00 -24.74 -5.86 -1.12 36.16 48.21 1.41 17 48.12 29.00 -24.74 -5.87 -1.50 39.12 50.64 1.39 18 49.69 29.00 -26.92 -5.81 -2.76 42.74 54.23 1.38 19 51.27 29.00 -24.74 -5.89 -1.93 44.66 55.46 1.37 20 52.84 29.00 -26.89 -5.85 -3.28 48.77 59.50 1.37 21 54.41 29.00 -24.74 -5.91 -2.59 51.06 61.12 1.37 22 55.98 29.00 -28.95 -5.86 -4.75 56.07 66.49 1.38 23 57.55 29.00 -26.85 -5.89 -4.20 58.86 68.59 1.38 24 59.13 29.00 -26.84 -5.90 -4.39 62.14 71.64 1.39 25 60.70 29.00 -30.86 -5.92 -6.59 67.94 77.74 1.40 26 62.27 29.00 -30.82 -5.94 -6.86 71.70 81.26 1.41 27 63.84 29.00 -30.78 -5.95 -7.18 75.72 85.01 1.43 28 65.41 29.00 -30.74 -5.97 -7.57 80.01 89.04 1.44 29 66.99 29.00 -30.69 -5.98 -8.03 84.60 93.37 1.46 30 68.56 29.00 -33.64 -5.75 -8.92 89.20 98.12 1.48 31 70.13 29.00 -33.60 -5.78 -9.48 94.37 103.01 1.50 32 71.70 29.00 -33.56 -5.80 -10.14 99.94 108.31 1.52 33 73.28 29.00 -35.35 -5.86 -11.07 105.15 113.64 1.54 34 74.85 29.00 -38.80 -5.99 -13.38 113.49 122.15 1.57 35 76.42 29.00 -33.44 -5.86 -11.32 114.98 122.85 1.59 36 77.99 29.00 -35.18 -5.91 -12.32 120.88 128.83 1.61 37 79.56 29.00 -39.81 -5.81 -14.74 130.30 138.40 1.64 38 81.14 29.00 -36.79 -5.99 -14.43 134.85 142.61 1.66 39 82.71 29.00 -39.67 -5.86 -15.44 141.34 149.17 1.69 40 84.28 29.00 -37.94 -5.83 -15.29 146.57 154.07 1.71 41 85.85 29.00 -39.53 -5.89 -16.35 153.55 161.11 1.74 42 87.42 29.00 -37.82 -5.86 -16.40 159.60 166.84 1.77 43 89.00 29.00 -39.39 -5.92 -17.52 167.13 174.43 1.79 44 90.57 29.00 -40.89 -5.99 -18.62 174.78 182.14 1.82 45 92.14 29.00 -43.74 -5.89 -19.71 182.55 189.97 1.85 46 93.71 29.00 -45.14 -5.97 -20.78 190.45 197.92 1.88 47 95.28 29.00 -42.06 -5.87 -19.77 194.27 201.37 1.91 48 96.86 29.00 -44.94 -6.00 -22.45 207.63 214.80 1.94 49 98.43 29.00 -47.76 -5.91 -23.57 216.33 223.55 1.97 50 100.00 29.00 -50.23 -5.87 -24.69 225.16 232.43 2.00 OK City of Wheat RidoE I Building Divisidn Note: In the 'Status' column, OK means the critical circle was identified within the specified search domain. 'On extreme X -entry' means that the critical result is on the edge of the search domain; a lower Fs may result if the search domain is expanded. King Soopers Fuel Pad Page 7 of 10 Copyright © 2001-2013 ADAMA Engineering, Inc. www.GeoPrograms.com License number ReSSA-301742 ReSSA -- Reinforced Slope Stability Analysis King Soopers Fuel Pad Present Daterrime: Wed Feb 15 17:40:03 2017 D:\Google_Drive\SK Wall Design\Projects\17010 King's Super Fuel Pad\CALCS\Global.MSE RESULTS OF ROTATIONAL STABILITY ANALYSIS Results in the tables below represent critical circles identified between specified points on entry and exit. (Theta -exit set to 50.00 deg.) The most critical circle is obtained from a search considering all the combinations of input entry and exit points. Note: In the 'Status' column, OK means the critical circle was identified within the specified search domain. 'On extreme X -exit' means that the critical result is on the edge of the search domain; a lower Fs may result if the search domain is expanded. King Soopers Fuel Pad Page 8 of 10 Copyright 0 2001-2013 ADAMA Engineering, Inc. www.GeoPrograms.com License number ReSSA-301742 Critical circles for each exit point (considering all specified entry points). Exit Exit Point Entry Point Critical Circle Point # ( X , Y) ( X , Y) ( Xc , Yc , R) Fs STATUS 1 -101.28 -5.55 76.42 29.00 -41.83 162.93 178.66 2.03 2 -99.11 -5.60 76.42 29.00 -40.66 160.41 176.00 2.01 3 -96.48 -5.82 77.99 29.00 -40.05 165.95 180.80 1.98 4 -94.31 -5.86 77.99 29.00 -38.86 163.32 178.04 1.96 5 -92.91 -5.60 73.28 29.00 -37.32 143.78 159.39 1.93 6 -90.34 -5.81 74.85 29.00 -36.60 148.50 163.40 1.90 7 -88.17 -5.86 74.85 29.00 -35.41 146.02 160.78 1.89 8 -86.66 -5.63 70.13 29.00 -34.07 128.53 144.10 1.86 9 -84.14 -5.83 71.70 29.00 -33.25 132.54 147.43 1.83 10 -83.17 -5.46 73.28 29.00 -32.48 136.75 150.98 1.81 11 -79.81 -5.92 71.70 29.00 -30.87 127.87 142.47 1.79 12 -77.90 -5.87 68.56 29.00 -29.99 117.91 132.73 1.77 13 -75.73 -5.92 68.56 29.00 -28.79 115.71 130.37 1.74 14 -73.57 -5.96 68.56 29.00 -27.59 113.51 128.01 1.72 15 -71.71 -5.89 66.99 29.00 -26.14 106.09 120.90 1.70 16 -70.56 -5.54 66.99 29.00 -25.83 107.47 121.54 1.68 17 -68.38 -5.60 66.99 29.00 -24.62 105.31 119.23 1.65 18 -66.27 -5.59 63.84 29.00 -23.00 93.67 108.28 1.63 19 -63.70 -5.81 62.27 29.00 -21.67 87.43 102.27 1.61 20 -61.95 -5.72 65.41 29.00 -21.60 97.23 110.58 1.59 21 -59.35 -5.93 63.84 29.00 -20.17 90.57 104.16 1.57 22 -58.14 -5.55 60.70 29.00 -18.68 80.39 94.56 1.55 23 -55.51 -5.81 59.13 29.00 -17.40 74.85 89.21 1.53 24 -53.66 -5.76 62.27 29.00 -17.10 83.01 96.01 1.51 25 -52.18 -5.50 60.70 29.00 -15.73 77.15 90.33 1.50 26 -49.61 -5.70 57.55 29.00 -14.36 68.25 81.93 1.48 27 -47.69 -5.69 60.70 29.00 -13.97 75.61 88.02 1.46 28 -44.96 -5.97 59.13 29.00 -12.60 70.09 82.66 1.45 29 -43.42 -5.74 55.98 29.00 -11.25 61.79 74.80 1.43 30 -41.43 -5.75 59.13 29.00 -10.77 68.38 80.22 1.42 31 -39.76 -5.55 55.98 29.00 -9.35 60.10 72.35 1.41 32 -36.94 -5.91 54.41 29.00 -8.06 55.50 67.86 1.40 33 -34.94 -5.90 55.98 29.00 -7.41 58.28 69.83 1.39 34 -33.04 -5.83 54.41 29.00 -6.08 53.69 65.33 1.38 35 -31.03 -5.82 54.41 29.00 -5.37 53.46 64.60 1.38 36 -29.00 -5.81 52.84 29.00 -4.04 49.11 60.33 1.37 37 -26.89 -5.85 52.84 29.00 -3.28 48.77 59.50 1.37 38 -24.74 -5.91 54.41 29.00 -2.59 51.06 61.12 1.37. OK 39 -22.98 -5.41 54.41 29.00 -1.18 49.80 59.35 1.38 40 -20.76 -4.97 54.41 29.00 0.25 48.71 57.64 1.38 41 -19.01 -4.30 51.27 29.00 2.23 41.68 50.65 1.39 42 -17.01 -3.77 51.27 29.00 3.63 40.74 49.06 1.41 43 -14.97 -3.26 51.27 29.00 5.03 39.81 47.49 1.43 44 -12.81 -2.82 52.84 29.00 6.47 41.03 47.90 1.45 45 -10.82 -2.25 49.69 29.00 8.19 35.16 41.96 1.48 46 -8.64 -1.81 49.69 29.00 9.58 34.33 40.47 1.52 47 -6.36 -1.42 51.27 29.00 11.07 35.35 40.69 1.57 48 -4.74 -0.72 52.84 29.00 12.57 36.38 40.94 1.63 49 -2.42 -0.31 49.69 29.00 14.13 31.24 35.63 1.72 50 -0.00 -0.00 49.69 29.00 1.88 53.86 53.89 1.77 Note: In the 'Status' column, OK means the critical circle was identified within the specified search domain. 'On extreme X -exit' means that the critical result is on the edge of the search domain; a lower Fs may result if the search domain is expanded. King Soopers Fuel Pad Page 8 of 10 Copyright 0 2001-2013 ADAMA Engineering, Inc. www.GeoPrograms.com License number ReSSA-301742 ReSSA -- Reinforced Slope Stability Analysis Present Datefrime: Wed Feb 15 17:40:03 2017 King Soopers Fuel Pad DAGoogle_Drive\SK Wall Design\Projects\17010 King's Super Fuel Pad\CALCS\Global.MSE CRITICAL RESULTS OF ROTATIONAL AND TRANSLATIONAL STABILITY ANALYSES Rotational (Circular Arc; Bishop) Stability Analysis Minimum Factor of Safety = 1.37 Critical Circle: Xc =-2.59[ft], Yc = 51.06[ft], R = 61.12[6]. (Number of slices used = 66 ) Translational (2 -Part Wedge; Spencer), Direct Sliding, Stability Analysis NOT CONDUCTED Three -Part Wedge Stability Analysis NOT CONDUCTED REINFORCEMENT LAYOUT: DRAWING City of Wheat Ridge Building Division SCALE: 0 2 4 6 [ft] King Soopers Fuel Pad Page 9 of 10 Copyright © 2001-2013 ADAMA Engineering, Inc. www.GeoPrograms.com License number ReSSA-301742 ReSSA -- Reinforced Slope Stability Analysis Present Date/Time: Wed Feb 15 17:40:03 2017 King Soopers Fuel Pad D:\Google_Drwe\SK Wall Design\Projects\17010 King's Super Fuel Pad\CALCS\Global.MSE v Lt Lsv '111 -. Length of S7oGe LAYOUT: TABULATED DATA & V /-8('lj REINFORCEMENT QUANTITIES EmDedded Lakwatons length lw_:r n r Height Embedded Covergae Layer Rein£ Geosynthetic Relative Length Ratio, ( X, Y) front ( X, Y) rear Lsv * Lre 9 Type # Designated Name to Toe [ft] IN Re [ft] [ft] [ft] [ft] 1 2 Synteen SF -55 0.66 30.00 1.00 0.09 0.66 30.09 0.66 0.00 0.00 2 2 Synteen SF -55 1.99 30.00 1.00 0.28 1.99 30.28 1.99 0.00 0.00 3 1 Synteen SF -35 3.32 1.00 1.00 1.25 3.32 2.25 3.32 0.00 0.00 4 1 Synteen SF -35 4.65 27.00 1.00 3.09 4.65 30.09 4.65 0.00 0.00 5 1 Synteen SF -35 5.98 27.00 1.00 3.28 5.98 30.28 5.98 0.00 0.00 6 1 Synteen SF -35 7.32 1.00 1.00 4.57 7.32 5.57 7.32 0.00 0.00 7 1 Synteen SF -35 8.65 24.00 1.00 7.09 8.65 31.09 8.65 0.00 0.00 8 1 Synteen SF -35 9.98 24.00 1.00 7.28 9.98 31.28 9.98 0.00 0.00 9 1 Synteen SF -35 11.32 1.00 1.00 8.25 11.32 9.25 11.32 0.00 0.00 10 1 Synteen SF -35 12.65 21.00 1.00 10.09 12.65 31.09 12.65 0.00 0.00 I 1 1 Synteen SF -35 13.98 21.00 1.00 10.28 13.98 31.28 13.98 0.00 0.00 12 1 Synteen SF -35 15.32 1.00 1.00 11.25 15.32 12.25 15.32 0.00 0.00 13 1 Synteen SF -35 16.65 18.00 1.00 13.09 16.65 31.09 16.65 0.00 0.00 14 1 Synteen SF -35 17.98 18.00 1.00 13.28 17.98 31.28 17.98 0.00 0.00 15 1 Synteen SF -35 19.32 1.00 1.00 14.25 19.32 15.25 19.32 0.00 0.00 16 1 Synteen SF -35 20.65 15.00 1.00 16.09 20.65 31.09 20.65 0.00 0.00 17 1 Synteen SF -35 21.98 15.00 1.00 16.28 21.98 31.28 21.98 0.00 0.00 18 1 Synteen SF -35 23.32 1.00 1.00 17.25 23.32 18.25 23.32 0.00 0.00 19 1 Synteen SF -35 24.65 12.00 1.00 19.09 24.65 31.09 24.65 0.00 0.00 20 1 Synteen SF -35 25.98 12.00 1.00 19.28 25.98 31.28 25.98 0.00 0.00 21 2 Synteen SF -55 -0.66 30.00 1.00 0.00 -0.66 30.00 -0.66 0.00 0.00 * Vertical distance between layers. QUANTITIES Reinf. Type # Designated Name Coverage Ratio Area of reinforcemnt [ft2] / length of slope [ft] 1 Synteen SF -35 1.00 240.00 2 Synteen SF -55 1.00 90.00 King Soopers Fuel Pad Page 10 of 10 Copyright © 2001-2013 ADAMA Engineering, Inc. www.GeoPrograms.com License number ReSSA-301742 ReSSA -- Reinforced Slope Stability Analysis Present Date/Time: Sun Mar 12 20:32.45 2017 King Soopers Fuel Pad D:\.....rive\SK Wall Design\Projects\17008 King's Super Fuel Pad\CALCS\Global-NorthEast-Prelim.MSE Ding Soopers Fuel Pad Report created by ReSSA(3.0): Copyr ht c 2001-2013, ADAMA Engineering, Inc. PROJECT IDENTIFICATION Title: King Soopers Fuel Pad Project Number: 17010 - Client: Colorado Best Block Designer: SJK Station Number: Walls 8 & 9 Description: Company's information: Name: SK Wall Design Street: 2000 Wadsworth Blvd Unit 201 Lakewood, CO 80214 Telephone #: 303-900-8714 Fax #: 866-465-0438 E -Mail: steve@skwalldesign.com Original file path and name: D:\Google_ ..... s Super Fuel Pad\CALCS\Global-NorthEast-Prelim.MSE Original date and time of creating this file: 2-15-17 PROGRAM MODE: Analysis of a General Slope using GEOSYNTHETIC as reinforcing material. av t Wheat R Building Df,,, King Soopers Fuel Pad Page 1 of 10 Copyright © 2001-2013 ADAMA Engineering, Inc. www.GeoPrograrns.com License number ReSSA-301742 ReSSA -- Reinforced Slope Stability Analysis Present Date/Time: Sun Mar 12 20:32:45 2017 King Soopers Fuel Pad D:\.....rive\SK Wall Design\Projects\17008 King's Super Fuel Pad\CALCS\Global-NorthEast-Prelim.MSE INPUT DATA (EXCLUDING REINFORCEMENT LAYOUT) SOIL DATA Soil Layer #: 2..................................................................... REINFORCEMENT Reinforcement Type # Geosynthetic Designated Name 1 Synteen SF -35 Interaction Parameters ==Direct Sliding== ====Pullout==== Type # Geosynthetic Cds-phi Cds-c Ci Alpha Designated Name I Synteen SF -35 0.80 0.00 0.80 0.80 Relative Orientation of Reinforcement Force, ROR = 0.00. Assigned Factor of Safety to resist pullout, Fs-po = 1.50 Design method for Global Stability: Comprehensive Bishop. WATER Water is not present SEISMICITY Not Applicable Coverage Ratio, Rc 1.00 King Soopers Fuel Pad Page 2 of 10 Copyrights 2001-2013 ADAMA Engineering, Inc. www.GeoPrograms.com License number ReSSA-301742 Internal angle of Unit weight, y friction, Cohesion, c [lb/ft'] [deg.] [lb/ft 2] 125.0 34.0 0.0 130.0 30.0 0.0 Ultimate Reduction Reduction Reduction Additional Strength, Factor for Factor for Factor for Reduction Tult Installation Durability, Creep, Factor, [lb/ft] Damage, RFid RFd RFc RFa 3500.00 1.08 1.10 1.58 1.00 Interaction Parameters ==Direct Sliding== ====Pullout==== Type # Geosynthetic Cds-phi Cds-c Ci Alpha Designated Name I Synteen SF -35 0.80 0.00 0.80 0.80 Relative Orientation of Reinforcement Force, ROR = 0.00. Assigned Factor of Safety to resist pullout, Fs-po = 1.50 Design method for Global Stability: Comprehensive Bishop. WATER Water is not present SEISMICITY Not Applicable Coverage Ratio, Rc 1.00 King Soopers Fuel Pad Page 2 of 10 Copyrights 2001-2013 ADAMA Engineering, Inc. www.GeoPrograms.com License number ReSSA-301742 ReSSA -- Reinforced Slope Stability Analysis Present Date/time: Sun Mar 12 20:32:45 2017 King Soopers Fuel Pad D:\.....rive\SK Wall Design\Projects\17008 King's Super Fuel Pad\CALCS\Global-NorthEast-Prelim.MSE DRAWING OF SPECIFIED GEOMETRY - GENERAL - Quick Input -- Problem geometry is defined along sections selected by user at x,y coordinates. -- X 1,Y 1 represents the coordinates of soil surface. X2,Y2 represent the coordinates of the end of soil layer 1 and start of soil layer 2, and so on. GEOMETRY Soil profile contains 2 layers (see details in next page) UNIFORM SURCHARGE Surcharge load, Ql ....................................None Surcharge load, Q2 .................................... None Surcharge load, Q3 .................................... None STRIP LOAD ...........................None................................... Toe point SCALE: 0 2 4 6 [8] 5 4 6 vI40 City of Wheat Ridge 8u1ldiljq 1=iWsron King Soopers Fuel Pad Page 3 of 10 Copyright © 2001-2013 ADAMA Engineering, Inc. www.GeoPrograms.com License number ReSSA-301742 ReSSA -- Reinforced Slope Stability Analysis Present Date/Time: Sun Mar 12 20:32:45 2017 King Soopers Fuel Pad D:\.....rive\SK Wall Design\Projects\17008 King's Super Fuel Pad\CALCS\Global-NorthEast-Prelim.MSE TABULATED DETAILS OF GEMERAL SPECIFIED GEOMETRY Soil profile contains 2 layers. Coordinates in [ft.] = Top of Layer I 0 Top of Layer 2 # Xi Yi 1 -24.00 -6.00 2 0.00 0.00 3 1.60 11.50 4 3.00 12.50 5 3.91 18.00 6 -24.00 -6.00 7 0.00 0.00 8 0.01 -1.33 9 14.00 -1.33 10 14.01 0.00 11 15.60 11.50 12 15.61 18.00 King Soopers Fuel Pad Page 4 of 10 Copyright C 2001-2013 ADAMA Engineering, Inc. www.GeoPrograms.com License number ReSSA-301742 ReSSA -- Reinforced Slope Stability Analysis Present Date/Time: Sun Mar 12 20:32:45 2017 TABULATED DETAILS OF SPECIFIED GEOMETRY Soil profile contains 2 layers. Coordinates in [ft.] King Soopers Fuel Pad D:\.....rive\SK Wall Design\Projects\17008 King's Super Fuel Pad\CALCS\Global-NorthEast-Prelim.MSE King Soopers Fuel Pad Page 5 of 10 Copyright © 2001-2013 ADAMA Engineering, Inc. www.GeoPrograms.com License number ReSSA-301742 X Yl Y2 1 -24.00 -6.00 -6.00 2 0.00 0.00 0.00 3 0.01 0.07 -1.33 4 1.60 11.50 -1.33 5 3.00 12.50 -1.33 6 3.91 18.00 -1.33 7 14.00 18.00 -1.33 8 14.01 18.00 0.00 9 15.60 18.00 11.50 10 15.61 18.00 18.00 11 328.08 18.00 18.00 12 360.89 18.00 18.00 King Soopers Fuel Pad D:\.....rive\SK Wall Design\Projects\17008 King's Super Fuel Pad\CALCS\Global-NorthEast-Prelim.MSE King Soopers Fuel Pad Page 5 of 10 Copyright © 2001-2013 ADAMA Engineering, Inc. www.GeoPrograms.com License number ReSSA-301742 ReSSA -- Reinforced Slope Stability Analysis Present Date/Time: Sun Mar 12 20:32:45 2017 T vailable Tfe King Soopers Fuel Pad D:\.....rive\SK Wall Design\Projects\17008 King's Super Fuel Pad\CALCS\Global-NorthEast-Prelim.MSE DISTRIBUTION OF AVAILABLE STRENGTH ALONG EACH REINFORCEMENT LAYER A = Front-end of reinforcement (at face of slope) B = Rear -end of reinforcement AB = L 1 + L2 + L3 = Embedded length of reinforcement Tavailable = Long-term strength of reinforcement Tfe = Available front-end strength (e.g., connection to facing) A L1 = Front-end 'pullout' length L1 L3 L2 L2 = Rear -end pullout length I + Tavailable prevails along L3 Factor of safety on resistance to pullout on either end of reinforcement, Fs-po = 1.50 Reinforcement Designated Height Relative L L1 L2 L3 Layer # Name to Toe [ft] [ft] IN [ft] IN I Synteen SF -35 0.00 14.00 0.00 1.44 12.56 2 Synteen SF -35 1.33 14.00 0.00 1.57 12.43 3 Synteen SF -35 2.66 14.00 0.00 1.71 12.29 4 Synteen SF -35 3.99 14.00 0.00 1.87 12.13 5 Synteen SF -35 5.33 14.00 0.00 2.07 11.93 6 Synteen SF -35 6.66 14.00 0.00 2.30 11.70 7 Synteen SF -35 7.99 14.00 0.00 2.59 11.41 8 Synteen SF -35 9.33 14.00 0.00 3.02 10.98 9 Synteen SF -35 10.66 14.00 0.00 3.54 10.46 10 Synteen SF -35 11.99 1.00 0.00 1.00 0.00 11 Synteen SF -35 13.33 11.00 0.00 5.58 5.42 12 Synteen SF -35 14.66 11.00 0.00 7.78 3.22 13 Synteen SF -35 16.00 11.00 0.00 11.00 0.00 14 Synteen SF -35 -1.33 14.00 0.00 1.35 12.65 Tfe [lb/ft] 1864.64 1864.64 1864.64 1864.64 1864.64 1864.64 1864.64 1864.64 1864.64 38.80 1864.64 1864.64 1556.86 1864.64 Tavailable [lb/ft] 1864.64 1864.64 1864.64 1864.64 1864.64 1864.64 1864.64 1864.64 1864.64 38.80 (*) 1864.64 1864.64 1556.86 (*) 1864.64 (*) This Tavailable is dictated by the pullout resistance capacity, which is smaller than the long-term strength of the reinforcement that is related to its specified ultimate strength. King Soopers Fuel Pad Page 6 of 10 Copyright © 2001-2013 ADAMA Engineering, Inc. www.GeoPrograms.com License number ReSSA-301742 ReSSA -- Reinforced Slope Stability Analysis Present DateITime: Sun Mar 12 20:32:45 2017 RESULTS OF ROTATIONAL STABILITY ANALYSIS King Soopers Fuel Pad D:\.....rive\SK Wall Design\Projects\17008 King's Super Fuel Pad\CALCS\Global-NorthEast-Prelim.MSE Results in the tables below represent critical circles identified between specified points on entry and exit. (Theta -exit set to 50.00 deg.) The most critical circle is obtained from a search considering all the combinations of input entry and exit points. Critical circles for each entry point (considering all specified exit points) Entry Entry Point Exit Point Critical Circle Point # (X , Y) ( X , Y 1 (Xc , Yc , R) Fs STATUS l 4.80 18.00 -61.75 -5.37 -32.58 18.03 37.39 25.58 2 6.75 18.00 -53.62 -5.41 -28.04 18.16 34.79 11.29 3 8.69 18.00 -43.12 -5.78 -22.69 18.04 31.38 5.78 4 10.63 18.00 -39.26 -5.61 -19.95 18.10 30.58 3.83 5 12.57 18.00 -32.98 -5.78 -16.43 18.05 29.01 2.94 6 14.52 18.00 -32.89 -5.83 -15.19 18.04 29.71 2.46 7 16.46 18.00 -24.74 -5.86 -11.12 18.12 27.58 1.99 8 18.40 18.00 -24.74 -5.85 -9.91 18.27 28.31 1.65 9 20.35 18.00 -20.70 -4.93 -6.82 18.43 27.17 1.48 10 22.29 18.00 -18.81 -4.32 -4.55 18.41 26.84 1.41 11 24.23 18.00 -20.75 -4.92 -6.07 21.87 30.55 1.38 12 26.17 18.00 -20.50 -5.06 -6.35 25.06 33.28 1.35 13 28.12 18.00 -22.86 -5.45 -8.17 29.75 38.14 1.35. OK 14 30.06 18.00 -24.74 -5.91 -9.75 34.50 43.09 1.35 15 32.00 18.00 -24.74 -5.92 -10.54 39.64 47.73 1.36 j 16 33.95 18.00 -24.74 -5.93 -11.01 44.32 52.09 1.38 17 35.89 18.00 -27.10 -5.85 -12.44 50.52 58.25 1.41 18 37.83 18.00 -27.09 -5.88 -13.22 56.61 64.01 1.44 19 39.77 18.00 -30.84 -5.95 -15.53 64.97 72.56 1.48 20 41.72 18.00 -27.05 -5.92 -14.63 69.18 76.12 1.51 21 43.66 18.00 -32.86 -5.96 -17.59 79.43 86.75 1.56 22 45.60 18.00 -30.64 -6.00 -17.69 85.97 92.87 1.60 23 47.54 18.00 -31.40 -5.90 -18.40 93.49 100.23 1.65 24 49.49 18.00 -31.35 -5.92 -19.28 101.84 108.44 1.70 25 51.43 18.00 -33.41 -5.92 -20.42 110.43 117.07 1.75 26 53.37 18.00 -33.34 -5.94 -21.59 120.51 126.99 1.80 27 55.32 18.00 -35.30 -5.95 -22.79 130.13 136.65 1.85 28 57.26 18.00 -35.05 -5.97 -24.32 142.40 148.76 1.90 29 59.20 18.00 -37.28 -5.96 -25.60 153.24 159.63 1.96 30 61.14 18.00 -39.52 -5.95 -26.86 164.40 170.81 2.01 31 63.09 18.00 -37.30 -5.97 -27.29 174.30 180.54 2.07 32 65.03 18.00 -39.51 -5.96 -28.67 186.80 193.06 2.12 33 66.97 18.00 -40.86 -6.00 -27.30 187.34 193.81 2.18 34 68.92 18.00 -40.96 -5.99 -26.89 193.18 199.67 2.24 35 70.86 18.00 -24.11 -5.99 -32.66 227.85 234.00 2.29 36 72.80 18.00 -24.89 -6.01 -33.00 237.71 243.86 2.35 37 74.74 18.00 -45.70 -5.93 -26.00 210.01 216.83 2.41 38 76.69 18.00 -24.43 -6.00 -39.65 283.16 289.56 2.45 39 78.63 18.00 -24.22 -5.99 -40.29 295.42 301.83 2.51 40 80.57 18.00 -24.01 -5.97 -40.95 308.01 314.44 2.57 41 82.51 18.00 -24.89 -6.02 -41.63 320.95 327.40 2.62 42 84.46 18.00 -24.64 -6.01 -51.06 373.88 380.81 2.67 43 86.40 18.00 -24.45 -6.00 -52.20 390.20 397.17 2.72 44 88.34 18.00 -24.27 -5.98 -53.37 407.03 414.04 2.78 45 90.29 18.00 -24.08 -5.97 -54.59 424.39 431.44 2.83'�, 46 92.23 18.00 -23.89 -5.96 -55.84 442.28 449.37 2.89 ° F?iq) , 47 94.17 18.00 -24.90 -6.03 -57.13 460.72 467.86 2.94 l 48 96.11 18.00 -24.73 -6.02 -58.46 479.72 486.91 3.00; 49 98.06 18.00 -24.48 -6.00 -75.87 581.21 589.45 3.04 50 100.00 18.00 -24.30 -5.98 -78.13 607.13 615.47 3.09 Note: In the'Status' column, OK means the critical circle was identified within the specified search domain. 'On extreme X -entry' means that the critical result is on the edge of the search domain; a lower Fs may result if the search domain is expanded. King Soopers Fuel Pad Page 7 of 10 Copyright © 2001-2013 ADAMA Engineering, Inc. www.GeoPrograms.com License number ReSSA-301742 ReSSA -- Reinforced Slope Stability Analysis King Soopers Fuel Pad Present Date/Time: Sun Mar 12 20:32:45 2017 D:\.....rive\SK Wall Design\Projmts\17008 King's Super Fuel Pad\CALCS\Global-NorthEast-Prelim.MSE RESULTS OF ROTATIONAL STABILITY ANALYSIS Results in the tables below represent critical circles identified between specified points on entry and exit. (Theta -exit set to 50.00 deg.) The most critical circle is obtained from a search considering all the combinations of input entry and exit points. OK STATUS Note: In the 'Status' column, OK means the critical circle was identified within the specified search domain. 'On extreme X -exit' means that the critical result is on the edge of the search domain; a lower Fs may result if the search domain is expanded. King Soopers Fuel Pad Copyright © 2001-2013 ADAMA Engineering, Inc. www.GeoPrograms.com Page 8 of 10 License number ReSSA-301742 Critical circles for each exit point (considering all specified entry points). Exit Exit Point Entry Point Critical Circle Point (X,Y) (X,Y) (Xc,Yc,R) Fs 1 -100.57 -5.86 55.32 18.00 -50.91 190.88 202.91 2.56 2 -99.40 -5.66 57.26 18.00 -50.37 200.14 211.56 2.51 3 -97.22 -5.70 57.26 18.00 -49.17 196.47 207.80 2.48 4 -94.07 -5.95 55.32 18.00 -47.36 180.56 192.28 2.44 5 -92.39 -5.85 53.37 18.00 -45.70 166.17 178.24 2.41 6 -91.08 -5.68 53.37 18.00 -45.79 170.51 181.91 2.35 7 -87.94 -5.95 51.43 18.00 -44.15 156.73 168.47 2.31 8 -86.19 -5.86 49.49 18.00 -42.65 144.20 156.25 2.27 9 -84.38 -5.78 47.54 18.00 -41.25 132.76 145.10 2.23 10 -82.21 -5.82 47.54 18.00 -40.07 129.94 142.15 2.20 11 -80.35 -5.75 45.60 18.00 -38.78 119.62 132.08 2.16 12 -78.32 -5.79 49.49 18.00 -38.97 137.99 149.07 2.11 13 -76.51 -5.71 47.54 18.00 -37.50 126.57 137.91 2.07 14 -74.64 -5.63 45.60 18.00 -36.13 116.13 127.71 2.02 15 -72.46 -5.68 45.60 18.00 -34.93 113.37 124.83 1.99 16 -69.40 -6.00 43.66 18.00 -33.66 103.96 115.62 1.95 17 -68.37 -5.66 43.66 18.00 -32.46 101.37 112.89 1.92 18 -65.32 -6.00 41.72 18.00 -31.27 92.85 104.54 1.88 19 -63.63 -5.89 43.66 18.00 -30.88 99.92 110.76 1.84 20 -62.25 -5.62 39.77 18.00 -28.95 82.68 94.37 1.80 21 -59.54 -5.88 41.72 18.00 -28.41 88.72 99.59 1.77 22 -58.05 -5.65 37.83 18.00 -26.68 73.36 85.01 1.74 23 -55.41 -5.90 39.77 18.00 -26.01 78.51 89.37 1.70 24 -53.41 -5.87 37.83 18.00 -24.89 71.41 82.38 1.67 25 -51.08 -5.98 37.83 18.00 -23.66 69.18 80.00 1.63 26 -49.43 -5.82 35.89 18.00 -22.02 60.73 71.97 1.61 27 -47.55 -5.76 35.89 18.00 -21.36 60.64 71.38 1.57 28 -44.95 -5.98 33.95 18.00 -19.81 53.10 64.20 1.54 29 -42.99 -5.95 33.95 18.00 -19.09 52.83 63.45 1.51 30 -41.13 -5.86 32.00 18.00 -17.62 46.10 57.03 1.48 31 -38.93 -5.94 33.95 18.00 -17.10 50.48 60.50 1.46 32 -36.84 -5.96 33.95 18.00 -16.34 50.03 59.62 1.44 33 -34.83 -5.95 32.00 18.00 -14.77 43.31 53.18 1.41 34 -33.35 -5.73 32.00 18.00 -13.95 42.72 52.18 1.39 35 -31.17 -5.76 30.06 18.00 -12.45 36.78 46.48 1.38 36 -28.87 -5.88 30.06 18.00 -11.57 36.08 45.39 1.36 37 -27.15 -5.76 30.06 18.00 -10.67 35.32 44.26 1.36 38 -24.74 -5.90 28.12 18.00 -9.57 30.94 39.84 1.35 39 -22.86 -5.45 28.12 18.00 -8.17 29.75 38.14 1.35 40 -20.74 -4.97 28.12 18.00 -6.75 28.72 36.47 1.35 41 -18.63 -4.49 28.12 18.00 -5.33 27.69 34.82 1.36 42 -16.79 -3.86 26.17 18.00 -3.56 23.29 30.21 1.37 43 -14.67 -3.39 26.17 18.00 -2.17 22.42 28.68 1.40 44 -12.54 -2.92 26.17 18.00 -0.76 21.56 27.17 1.43 45 -10.57 -2.38 26.17 18.00 0.64 20.72 25.67 1.49 46 -8.54 -1.88 28.12 18.00 2.12 22.20 26.33 1.57 47 -6.21 -1.49 26.17 18.00 3.72 18.66 22.46 1.68 48 -4.41 -0.89 30.06 18.00 5.32 22.25 25.10 1.86 49 -2.27 -0.47 30.06 18.00 2.97 27.90 28.85 2.01 50 -0.00 -0.00 33.95 18.00 4.09 33.30 33.55 2.25 OK STATUS Note: In the 'Status' column, OK means the critical circle was identified within the specified search domain. 'On extreme X -exit' means that the critical result is on the edge of the search domain; a lower Fs may result if the search domain is expanded. King Soopers Fuel Pad Copyright © 2001-2013 ADAMA Engineering, Inc. www.GeoPrograms.com Page 8 of 10 License number ReSSA-301742 ReSSA -- Reinforced Slope Stability Analysis Present Date/Time: Sun Mar 12 20:32:45 2017 King Soopers Fuel Pad D:\.....rive\SK Wall Design\Projems\17008 King's Super Fuel Pad\CALCS\Global-NorthEast-Prelim.MSE CRITICAL RESULTS OF ROTATIONAL AND TRANSLATIONAL STABILITY ANALYSES Rotational (Circular Arc; Bishop) Stability Analysis Minimum Factor of Safety = 1.35 Critical Circle: Xc =-8.17[ft], Yc = 29.75[ft], R = 38.14[ft]. (Number of slices used = 59 ) Translational (2 -Part Wedge; Spencer), Direct Sliding, Stability Analysis NOT CONDUCTED Three -Part Wedge Stability Analysis NOT CONDUCTED REINFORCEMENT LAYOUT: DRAWING SCALE: 0 2 4 6 [ft] King Soopers Fuel Pad Page 9 of 10 Copyright C 2001-2013 ADAMA Engineering, Inc. www.GcoPrograms.com License number ReSSA-301742 ReSSA -- Reinforced Slope Stability Analysis Present Daterrime: Sun Mar 12 20:32:45 2017 King Soopers Fuel Pad D:\.....rive\SK Wall Design\Projects\17008 King's Super Fuel Pad\CALCS\Global-NorthEast-Prelim.MSE L LsY / �- _Length of Slope REINFORCEMENT LAYOUT: TABULATED DATA &QUANTITIES Embedded Length Used m Garrulations Height Embedded Covergae Layer Reinf. Geosynthetic Relative Length Ratio, ( X, Y) front ( X, Y) rear Lsv * Lre # Type # Designated Name to Toe [ft] IN Rc [ft] [ft] [ft] [ft] 1 1 Synteen SF -35 0.00 14.00 1.00 0.00 0.00 14.00 0.00 0.00 0.00 2 1 Synteen SF -35 1.33 14.00 1.00 0.19 1.33 14.19 1.33 0.00 0.00 3 1 Synteen SF -35 2.66 14.00 1.00 0.37 2.66 14.37 2.66 0.00 0.00 4 1 Synteen SF -35 3.99 14.00 1.00 0.56 3.99 14.56 3.99 0.00 0.00 5 1 Synteen SF -35 5.33 14.00 1.00 0.74 5.33 14.74 5.33 0.00 0.00 6 1 Synteen SF -35 6.66 14.00 1.00 0.93 6.66 14.93 6.66 0.00 0.00 7 1 Synteen SF -35 7.99 14.00 1.00 1.11 7.99 15.11 7.99 0.00 0.00 8 1 Synteen SF -35 9.33 14.00 1.00 1.30 9.33 15.30 9.33 0.00 0.00 9 1 Synteen SF -35 10.66 14.00 1.00 1.48 10.66 15.48 10.66 0.00 0.00 10 1 Synteen SF -35 11.99 1.00 1.00 2.29 11.99 3.29 11.99 0.00 0.00 1 1 1 Synteen SF -35 13.33 11.00 1.00 3.14 13.33 14.14 13.33 0.00 0.00 12 1 Synteen SF -35 14.66 11.00 1.00 3.36 14.66 14.36 14.66 0.00 0.00 13 1 Synteen SF -35 16.00 11.00 1.00 3.58 16.00 14.58 16.00 0.00 0.00 14 1 Synteen SF -35 -1.33 14.00 1.00 0.00 -1.33 14.00 -1.33 0.00 0.00 * Vertical distance between layers. QUANTITIES Reinf. Type # Designated Name Coverage Ratio Area of reinforcemnt [ft2] / length of slope [ft] 1 Synteen SF -35 1.00 174.00 King Soopers Fuel Pad Page 10 of 10 Copyright © 2001-2013 ADAMA Engineering. Inc. www.GeoPrograms.com License number ReSSA-301742 KING SOOPERS FUEL PAD WHEAT RIDGE, CO KEYSTONE COMPAC III (REAR -PIN CONFIGURATION, 8 DEGREE SETBACK) RETAINING WALL DESIGN Wheat ��e COMMUNITY DmtopmENT SHEETINDEX APPROVED � No. Title No. Title No. Title RW -1 TITLE PAGE RWA7 ELEVATION PROFILE - WALL 213 RW -33 ELEVATION PROFILE - WALL 5D RW -2 GENERAL NOTES RW -18 ELEVATION PROFILE - WALL 2C RW -34 ELEVATION PROFILE - WALL 6A RW -3 SPECIFICATIONS (1 of 2) RW -19 ELEVATION PROFILE - WALL 213 RW -35 ELEVATION PROFILE - WALL 613 RW -4 SPECIFICATIONS (2 of 2) RW -20 ELEVATION PROFILE - WALL 2E RW -36 ELEVATION PROFILE - WALL 6C RW -5 CONSTRUCTION DETAILS RW -21 ELEVATION PROFILE - WALL 2F RW -37 ELEVATION PROFILE - WALL 6D RW -6 CONSTRUCTION DETAILS RW -22 ELEVATION PROFILE - WALL 3A RW -38 ELEVATION PROFILE - WALL 6E RW -7 CONSTRUCTION DETAILS RW -23 ELEVATION PROFILE - WALL 36 RW -39 ELEVATION PROFILE - WALL 7A RW -8 CONSTRUCTION DETAILS RW -24 ELEVATION PROFILE - WALL 3C RW -40 ELEVATION PROFILE - WALL 76 RW -9 CONSTRUCTION DETAILS RW -25 ELEVATION PROFILE - WALL 3D RW -41 ELEVATION PROFILE - WALL 7C RW -10 CONSTRUCTION DETAILS RW -26 ELEVATION PROFILE - WALL 4A RW -42 ELEVATION PROFILE - WALL 7D RW -11 WALL IDENTIFICATION PAGE RW -27 ELEVATION PROFILE - WALL 4B RW -43 ELEVATION PROFILE - WALL 7E RW -12 ELEVATION PROFILE - WALL 1A RW -28 ELEVATION PROFILE - WALL 4C RW -44 ELEVATION PROFILE - WALL 8A RW -13 ELEVATION PROFILE - WALL 1B RW -29 ELEVATION PROFILE - WALL 4D RW -45 ELEVATION PROFILE - WALL 813 RW -14 ELEVATION PROFILE -WALL 1C RW -30 ELEVATION PROFILE - WALL 5A RW -46 ELEVATION PROFILE - WALL 9 RW -15 ELEVATION PROFILE - WALL 1 D RW -31 ELEVATION PROFILE - WALL 513 RWA6 ELEVATION PROFILE - WALL 2A RW -32 ELEVATION PROFILE - WALL 5C ,►�, Wheat ��e COMMUNITY DmtopmENT DATE ! REVISION APPROVED � Reviewed for Code Compliance ; �'0 0 L4. DATE: 2/22/2017 kFl Jco 2000 Wadsworth Blvd #201_ �ruI- 3-1� 46681 POans E_y�a3minC er P� Daft ; O' Yli�ammR: rhensuoncea/ooravwoweo(pl�s�Ps �� � : �` awdarrpototions short not beaPn�h:aow opwowtsL M!'�oYOMro _ ' n - rrMMepoMs%aes of NKDuNdnpcodroroJanwCdyaJiwaa!►rwib 0,;AL t> toaweouth-0rowokarcfconceroearro"mslow IW16iy c"W Or of f or^wmn after CW sWma be wad SK VJa!! Design NO, DATE ! REVISION � TITLE: TITLE SHEET DATE: 2/22/2017 SHEET NO. 2000 Wadsworth Blvd #201_ 1 3-10-17 Revised Sheets RN- 11 to RW -46. JOB NAME: PREPARED FOR: PROJECT NO: 17008 Lakewood, CO 80214 303-900-8714 _ Deleted Sheets RW 47 & RW -48 KING SOOPERS FUEL PAD COLORADO BEST BLOCK DESIGNED BY: SJK RW -1 www.skwalidesign.com 9 >: s _' wR Know whale's below. WHEAT RIDGE, CO 8227 BLAKELAND DRIVE NTS steve@skwalldesign.corn DE.SIG" I I I :j Call before you dig. I LITTLETON, CO 80125 SCALE: General Notes: 1) Contractor shall contact all utility companies prior to construction for location of all underground utilities (i.e. water, sewer, electric, gas, telephone, & cable TV). 2) The subgrade at the base of the proposed retaining walls shall be native, undisturbed material or well compacted, controlled fill material (95% of Maximum Standard Proctor ASTM D698, and ±2.0% of optimum moisture content). Consult with site geotechnical engineer as necessary. 3) All segmental retaining wall units shall be Keystone Compac III (8 degree batter - rear pin configuration). The manufacturer's specifications for each product shall be used during construction. Should a conflict occur between the manufacturer's specifications and the normal construction methods used by the contractor, the contractor shall contact the engineer to resolve said conflicts prior to construction. 4) Drainage fill shall be installed a minimum of 12" behind all block facing. 5) This Retaining Wall Design is based on a Detailed Grading Plan prepared by Kimley Horn, Job No. 096060016, dated 1/26/2017. SK Wall Design assumes no responsibility for grading, finished wall heights or lengths, easement or property line encroachments, or landscape irrigation removals & improvements. 6) The soil assumptions in this design are based on a geotechnical report prepared by Kumar & Associates, Job No. 15-3-170, dated 9/28/2015. The soil design parameters are assumed to be as follows: 10) The engineer shall not be held responsible for the retaining wall design when subjected to concentrated drainage due to direct runoff, or broken water, irrigation, or sewer lines. Trees shall never be installed over the reinforced backfill or within 5 feet of the face of wall. 11) The engineer shall not be responsible for providing adequate surface drainage, grading, and erosion control during and upon completion of retaining wall construction. Proper drainage must be maintained to avoid damage to retaining walls. 12) This mechanically stabilized earth retaining wall design is based on an "active condition"; i.e. wall movement between 0.5% and 1.0% of the wall height can be expected. 13) All soil backfill shall be tested by others for moisture, density and compaction periodically (every 2' vertically, 100'-200'c/c) meeting minimum requirements. 14) The owner or owner's representative is responsible for reviewing and verifying that the actual site conditions are as described in General Note #6 prior to and during construction. If imported fill is used, contractor shall supply test data to show that material meets parameters in note #6. The owner or owner's representative shall be on- site to assure the provisions of the construction notes are followed. 15) If any rock formations and/or ground water are encountered during construction, immediately contact SK Wall Design and the owner's representative. Area 0 Unit Weight Soil Description Reinforced Soil 340 125 pcf Well -Compacted Imported . PREPARED FOR: COLORADO BEST BLOCK 8227 BLAKELAND DRIVE LITTLETON, CO 80125 Structural Fill Retained Soil 300 130 pcf Onsite soil INhaatR/a9r Foundation Soil 300 130 pcf Onsite soil BUj�p� n9 pf�Js�On 7) The retaining wall design assumes zero hydrostatic pressure. Water should be managed so that no water build-up occurs behind wall. 8) Retaining wall design calculations are in accordance with NCMA. 9) The retaining wall contractor shall notify the SK Wall Design prior to construction to coordinate site observations and associated fees, should conformance by SK Wall Design be required. ^2-4`�la' 46681 W�NA�. SK wall design 2000 Wadsworth Blvd #201 Lakewood, CO 80214 k 303-900-8714KING www.skwalldesln.com WA" www.skwaildesign.com � steve@skwalidesign.com D�S,gi NO. DATE REVISION Know what's below. Call before you dig. TITLE: GENERAL NOTES DATE: 2/22/2017 PROJECT NO: 17008 DESIGNED BY: SJK SCALE: NTS SHEET NO. —2 JOB NAME: SOOPERS FUEL PAD WHEAT RIDGE, CO PREPARED FOR: COLORADO BEST BLOCK 8227 BLAKELAND DRIVE LITTLETON, CO 80125 Retaining Wall Specifications: SECTION 1 PART 1: GENERAL 1.1 Scope Work includes furnishing and installing modular concrete block retaining wall units to the lines and grades designated on the construction drawings and as specified herein. 1.2 Applicable Sections of Related Work Geogrid Wall Reinforcement (see section 2) 1.3 Reference Standards A. ASTM C-1372 Specification for Segmental Retaining Wall Units B. ASTM D-422 Particle Size Analysis C. ASTM D-698 Laboratory Compaction Characteristics of Soil Standard Effort D. ASTM D-4318 Liquid Limit, Plastic Limit and Plasticity Index of Soils 1.4 Delivery Storage and Handling A. Contractor shall check the materials upon delivery to assure proper material has been received. B. Contractor shall prevent excessive mud, wet cement, and like materials from coming in contact with the materials. C. Contractor shall protect the materials from damage. Damaged material shall not be incorporated in the project. PART 2: MATERIALS 2.1 Modular Wall Units A. Wall units shall be Keystone Compac III (8 degree batter - rear pin configuration) units as produced by Colorado Best Block. B. Wall units shall have minimum 28 day compressive strength of 3000 psi in accordance with ASTM C1372-97. C. Exterior dimensions shall be uniform and consistent. Maximum dimensional deviations shall be 1/8 inch, not including textured face. D. Exterior face shall be textured. Color shall be a standard color as manufactured by Colorado Best Block, and selected by owner. Block color shall be approved by the local jurisdiction. 2.2 Wall Rock A. Unit Fill and drain rock shall consist of crushed recycled concrete or similar crushed stone meeting the following gradation tested in accordance with ASTM D-422: Sieve Size Percent Passing 1" 90-100 3/4" 75-100 No. 4 0-10 No. 50 0-5 No. 200 0-3 PART 3: WALL CONSTRUCTION 3.1 Excavation A. Contractor shall excavate to the lines and grades shown on the construction drawings. Contractor shall use caution not to over -excavate beyond the lines shown, or to disturb the base elevations beyond those shown. 3.2 Foundation Soil Preparation A. Foundation soil shall be native, undisturbed soil, or fill material compacted to 95% minimum Standard Proctor density per ASTM D-698. B. Foundation soil shall be examined by the Site Geotechnical Engineer to insure that the actual foundation soil strength meets or exceeds assumed design strength. Soil not meeting the required strength shall be removed and replaced with acceptable material. 3.3 Base A. Base material shall be placed as shown on construction drawing. Top of base shall be located to allow bottom wall units to be buried to proper depths as per wall heights and specifications. B. Base material shall be installed on undisturbed native soils or suitable replacement fills compacted at 95% Standard Proctor density. C. Base shall provide a level surface on which to place the first course of blocks. The base shall be constructed to insure proper wall embedment and the final elevation shown on the plans. D. Base material shall be a 6 inch minimum depth for all walls. 3.4 Unit Installation A. The first course of wall units shall be placed on the prepared base with the front edges tight together. The units shall be checked for level and alignment as they are placed. B. Insure that units are in full contact with base. Proper care shall be taken to develop straight lines and smooth curves on base course as per wall layout. C. All cavities in and around the base row shall be filled with base materials. Backfill front and back of entire base row to firmly lock in place. Check again for level and alignment. All excess material shall be swept from top of units. D. Install next course of wall units on top of base row. Check each block for proper alignment and level. Fill all cavities in and around wall units and to a 12 inch depth behind block with drainage material. Spread backfill in uniform lifts not exceeding 8 inches in thickness and compact to 95% of Standard Proctor density per ASTM D-698. Employ methods using lightweight compaction equipment that will not disrupt the stability or batter of the wall. Only hand -operated, plate compaction equipment shall be used within 3 feet of wall face. E. Install each subsequent course in like manner. Repeat procedure to the extent of wall height. F. Allowable construction tolerance at the wall face is 1 inch in 10 feet vertically and 1 inch in 10 feet horizontally. SECTION 2: GEOGRID REINFORCED WALLS PART 1: GENERAL 1.1 Scope Work includes furnishings and installing geogrid reinforcement, wall fill, and backfill to the lines and grades designated on the construction drawings and as specified herein. 1.2 Applicable Section of Related Work Section 1: Keystone Compac III (8 degree batter - rear pin configuration) Retaining Wall Systems. 1.3 Reference Standards A. ASTM D-4595 - Tensile Properties of Geotextiles, Wide Width Strip B. ASTM D-5262 - Unconfined Tension Creep Behavior of Geosynthetics C. GRI-GG4 - Determination of Long Tern Design Strength of Geogrids D. GRI-GGS - Determination of Geogrid (soil) Pullout E. NCMA SRWU-1 - Test Method for Determining Connection Strength of SRW F. NCMA SRWU-2 - Test Method for Determining Shear Strength of SRW 1.4 Delivery Storage and Handling A. Contractor shall check the geogrid upon delivery to assure that the proper material has been received. B. Geosynthetic labeling, shipment, and storage shall follow ASTM D- 4873. Product labels shall clearly show the manufacturer or supplier name, style name, and roll number. C. Each geosynthetic roll shall be wrapped with a material that will protect the geosynthetic from damage due to shipment, water, sunlight, and contaminants. D. During storage, geosynthetic rolls shall be elevated off the ground and adequately covered to protect them from the following: site construction damage, precipitation, extended ultraviolet radiation including sunlight, chemicals that ore strong acids or strong bases, flames including welding sparks, excess temperatures, and any other environmental conditions that may damage the physical property values of the geosynthetic. IV ,, �Q,FD fir,✓s fteat Rid- r, � sion co 2-2 46681 SK Wali Design NO. DATE REVISION TITLE: SPECIFICATIONS (1 of 2) DATE: 2/22/2017 SHEET NO. 2000 Wadsworth Blvd #201' vgwsawft-,_ Lakewood, CO 80214 JOB NAME: PREPARED FOR: PROJECT NO: 17008 `A, 303-900-8714 KING SOOPERS FUEL PAD COLORADO BEST BLOCK DESIGNED BY: SJK R v 1► "3 WR 8227 BLAKELAND DRIVE wwwskwalldesign.corr — - - Know what'sbelOW. WHEAT RIDGE, CO steve@skwalidesign.com 4" Cell before you dig. I LITTLETON, CO 80125 SCALE: NTS Retaining Wall Specifications, cont'd PART 2: GRID MATERIALS 2.1 Definitions A. Concrete retaining wall units are as detailed on the drawings and shall be Keystone Compac III (8 degree batter - rear pin configuration) Units. B. Drainage material is free draining material as defined in section: Modular Concrete Retaining Wall systems as "Drainage Material." C. Backfill is defined as the soil used as fill for the reinforced soil mass. D. Foundation soil is the in-situ soil. 2.2 Products A. Geogrid shall be Synteen SF35 and SF55 minimum or pre -approved equivalent structural geogrid reinforcement as shown on the construction drawings. PART 3: WALL CONSTRUCTION 3.1 Foundation Soil Preparation A. Foundation soil shall be excavated to the lines and grades as shown on the construction drawings, or as directed by the Engineer. B. Foundation soil shall be examined by the Site Geotechnical Engineer to assure that the actual foundation soil strength meets or exceeds assumed design strength. C. Over -excavated areas shall be filled with approved compacted backfill material. 3.2 Wall Construction A. Wall construction shall be as specified under Section 1, Part 3, Wall Construction. 3.3 Geogrid Installation A. Install block wall to designated height of first geogrid layer, backfill and compact behind wall to depth equal to designed grid length. B. Cut geogrid to designed embedment length and place on top of block. Extend horizontally on compacted backfill. C. Place next course of block on top of grid and fill block cores with drainage fill to lock in place. Remove slack in grid and stoke as necessary to maintain tension. D. Lay geogrid at the proper elevation and orientations shown on the construction drawings or as directed by the Engineer. E. Correct orientation (strength direction) of the geogrid shall be verified by the contractor. F. Follow manufacturer's guidelines for overlap requirements. 3.4 Fill Placement and Backfill Placement A. Backfill material shall be placed in 8" maximum lifts and compacted to 95% of the maximum Standard Proctor Density per ASTM D-698. B. Backfill shall be placed, spread and compacted in such a manner that minimizes the development of wrinkles in and/or movement of the geogrid. C. Only hand -operated equipment shall be allowed within 3 feet, of the wall face. D. Tracked construction equipment shall not be operated directly on the geogrid. A minimum backfill thickness of 8 inches is required prior to operation of tracked vehicles over the geogrid. Turning of tracked vehicles should be kept to a minimum to prevent tracks from displacing the fill and damaging the geogrid. E. Rubber -tired equipment may pass over the geogrid reinforcement at slow speeds, less than 10 MPH. Sudden braking and sharp turning shall be avoided. F. The backfill shall be placed in 8" maximum lifts. The Engineer may direct the contractor to remove, correct or amend any soil found not in compliance with these specifications. SECTION 3 PART 1: QUALTY CONTROL 1.1 Quality Assurance A. The Owner's geotechnical engineer will provide compaction testing based upon general note number 13 on Sheet RW -2. 1.2 Field Quality Control A. Owner's geotechnical engineer will provide compaction testing based upon general note number 13 on Sheet RW -2. B. Quality control inspection and testing shall include soil and backfill testing to verify soil types and compaction, and verification that the retaining walls are being constructed in accordance with the design plans and project specifications. 46681 SK Wail Design NO. DATE REVISION ! TITLE: SPECIFICATIONS (2 of 2) DATE: 2/22/2017 SHEET NO. 2000 Wadsworth Blvd #.201 JOB NAME: PREPARED FOR: PROJECT NO: 17008 Lakewood, CO 80214 303-900-8714 _ ,_ KING SOOPERS FUEL PAD COLORADO BEST BLOCK DESIGNED BY: SJK -4 www.skwalldesign.com Wp" Know what's below. WHEAT RIDGE, CO 8227 BLAKELAND DRIVE steve@skwalldesign.com '4" Call before you dig. I LITTLETON, CO 80125 SCALE: NTS APPROXIMATE LIMITS OF EXCAVATION RETAINED SOIL 8" MIN LOW PERMEABLE SOIL GEOGRID 24„ REINF. TYP-\ REINFORCED SOIL GRID DEPTH LI�'b�l�Ll�i111�1►1�1 KEYSTONE UNIT UNIT DRAINAGE FILL FREE DRAINING = CRUSHED STONE OR RECYCLED CONCRETE = 1 " - 1 1/4" Z 8„ 0 2 8" MIN LOW FINISHED GRADE FOUNDATION SOIL UNREINFORCED CONCRETE OR CRUSHED STONE LEVELING PAD OR RECYCLED CONCRETE 6" MIN. HEIGHT 4" PERFORATED DRAIN TILE, VENTED TO DAYLIGHT ON 50 -FEET CENTERS TYPICAL REINFORCED WALL SECTION TYPICAL GRAVITY WALL SECTION SK Wail Design NO. I GATE REVISION TITLE: CONSTRUCTION DETAILS DATE: 2/22/2017 SHEET NO. 2000 Wadsworth Blvd #201 � � � � .;OB NAME: � PREPARE=D FOR: PROJECT NO: 17008 Lakemoccl, CO 80214 -- � -L "CA KING SOOPERS FUEL PAD COLORADO BEST FLOCK RW -5303-600-8.14 DESIGNED BY: SJK www.skwalldesign.com - WR" i(nowwhat'sbelarE�. WHEAT RIDGE, CCS 8227 f LAKELAfvD DRI`JE steve@skwa!ldesign.com C SWNL-+ Call before you dig. LITTLETON, CO 80125 SCALE: NTS C� Lu 2 8" MIN LOW KEYSTONE CAP UNIT z PERMEABLE SOIL KEYSTONE w UNIT o RETAINED SOIL 8„ 24° FINISHED GRADE FREE DRAINING CRUSHED STONE OR RECYCLED CONCRETE APPROXIMATE LIMITS OF EXCAVATION UNREINFORCED FOUNDATION SOIL CONCRETE OR CRUSHED 4" PERFORATED STONE LEVELING PAD DRAIN TILE, VENTED OR RECYCLED CONCRETE TO DAYLIGHT ON 50 -FEET CENTERS TYPICAL GRAVITY WALL SECTION SK Wail Design NO. I GATE REVISION TITLE: CONSTRUCTION DETAILS DATE: 2/22/2017 SHEET NO. 2000 Wadsworth Blvd #201 � � � � .;OB NAME: � PREPARE=D FOR: PROJECT NO: 17008 Lakemoccl, CO 80214 -- � -L "CA KING SOOPERS FUEL PAD COLORADO BEST FLOCK RW -5303-600-8.14 DESIGNED BY: SJK www.skwalldesign.com - WR" i(nowwhat'sbelarE�. WHEAT RIDGE, CCS 8227 f LAKELAfvD DRI`JE steve@skwa!ldesign.com C SWNL-+ Call before you dig. LITTLETON, CO 80125 SCALE: NTS (2) 4" CAP UNITS OR (1) 8" CAP UNIT -1 4" KEYSTONE CAP UNIT -ONE UNIT NOTE: SECURE ALL CAP UNITS WITH KEYSTONE KAPSEAL OR EQUAL TOP OF WALL STEPS \`-8" OR 16" WALL STEP LEVELING PAD EXCAVATION LIMITS NOTE: THE LEVELING PAD IS TO BE CONSTRUCTED OF CRUSHED STONE OR 2000 PSI t UNREINFORCED CONCRETE GI G\/ATIr)KI W x51 FIBBERGLAA SS PINS 6" 1 6" LEVELING PAD .,--FRONT FACE EXCAVATION W + 12" LIMITS SECTION LEVELING PAD DETAIL COMPAC III ELEVATION GEOGRID IS TO BE PLACED ON LEVEL BACKFILL AND EXTENDED OVER THE FIBERGLASS PINS. PLACE NEXT UNIT. PULL GRID TAUGHT AND BACKFILL. STAKE AS REQUIRED. COMPAC III PLAN GRID & PIN CONNECTION COMPAC III UNIT 18"/12" CAP UNIT ELEVATION 12" 18" CAP UNIT PLAN I IKII\/CQCAI CAP UNIT OPTION * DIMENSIONS & AVAILABILITY WILL CARY BY REGION DIMENSIONS & AVAILABILITY WILL CARY BY REGION I 18" CAP UNIT ELEVATION CAP UNIT PLAN STRAIGHT SPLIT CAP UNIT OPTION * DIMENSIONS & AVAILABILITY WILL CARY BY REGION kNG kF,Ls�° 46681 No / N4 c i� ..` SK Wail Design NO. DATE REVISION TITLE: CONSTRUCTION DETAILS DATE: 2/22/2017 SHEET NO. 2000 Wadsworth Blvd #201 ­spq Lakewood, CO 80214 � JOB NAME PREPARED FOR: PROJECT NO: 17008 �,s_ � 303-900-8714 KING SOOPERS FUEL PAD COLORADO BEST BLOCK DESIGNED BY: SJK RW -6 www.skwalldesign.com - WALL Know whops b@IOW. WHEAT RIDGE, CO 8227 BLAKELAND DRIVE steve@skwalidesign.com Dom" Cell before you dig. LITTLETON, CO 80125 SCALE: NTS t�Pp0 L/C' Zld�'_ 46681 ' %Q 3" OF SOIL FILL IS REQUIRED BETWEEN OVERLAPPING GEOGRID FOR PROPER H / 4 ADDITIONAL GEOGRID OVERLAP ANCHORAGE, TYPICAL �� /-EXTEND WALL HEIGHT/ 4 ADDITIONAL DRAINAGE FILL, EXTEND WALL HEIGHT / 2 -7 DRAINAGE FILL NOTE: -CHECK WITH MANUFACTURER SPECIFICATIONS ON CORRECT DIRECTION OF ORIENTATION FOR GEOGRID TO OBTAIN PROPER STRENGTH -CORNER UNITS RECOMMENDED FOR OUTSIDE CORNERS. AVAILABILITY MAY VARY H/2 Slir Wall Design 2000 NNadsworkh Blvd #201 . m Lakewood. -8 X30214 - 30:? -9G0-8714 ���`}�..S,S�S� WRLL www.sk,6validesign.com � 0 �� g steve@skwalldesign.com D NO. DATE I REVISION � Know whaPs b@I®W. Call before you dig. TITLE: CONSTBUCTiON DETAILS DATE: 2/22/2017 PROJECT NO: 1700$ DESIGNED BY: SJK SCALE: NTS SHEET NO. i ^, � V V '7 ` JOB NAME: KING SOOPERS FUEL PAD WHEAT RIDGE, CO PREPARED FOR: COLORADO BEST BLOCK 8227 BLAKELAND DRIVE LITTLET'ON, CO 80125 - A[ E> F PLACE ADDITIONAL PIECES SK VvIall Design NO. DATE 2000 Wadsworth Bind #201 " Lakewood, CO 80214 —� 303--000.6714 _- _ w,+vw.sk-walidesign.cum _ �WALL steve@skwalldesign.com rEs^ REVISION TITLE: CONSTRUCTION DFTA:LS DATE: 2/22/2017 i JOB NAME: PREPARED FOR: PROJECT NC'1.: 17005 KiNG SOOPERS FUEL PAD COLORADO BEST BLOCK DESIGNED BY: SJK Know what's below. WHEAT RIDGE, CO 5227 BLAKELAND DRIVE Call before you dig. I LITTLETON, CO 50125 SCALE: NTS SHEET NO. • KEYSTONE BLOCK CUT NOTCH IN UNIT BLOCK TO ALLOW FOR DRAIN PIPE. RODENT SCREEN AS REQUIRED.--\ FINISHED GRADE TO SLOPE AWAY FROM THE WALL FACE WITH IMPERVIOUS SOIL OR SURFACE LOW PERMEABILITY GRANULAR MATERIAL PLACED IN CORES OF THE MESA BLOCK AS WELL AS IN THE INFILL SOIL 4 in (100 mm) TOE DRAIN PIPE VENTED THROUGH THE FACE OF THE WALL AT THE LOWEST POSSIBLE ELEVATION ON 50 ft ( 15 m) CENTERS MAXIMUM LEVEL GRADE BELOW WALL KEYSTONE BLOCK UNIT CONCRETE COLLAR r—RODENT SCREEN FINISHED GRADE ----------------------- WELL-GRADED GRAI ROCK 0.25 in to 1.5 in (5 mm to 38 mm) LESS THAN 10% FINE ----------------------- 8 _____ ____________________ d d a a� SHEET NO. d _ a / 4 in ( 100 mm) TOE DRAIN PIPE VENTED TO DAYLIGHT I 112 in ( 300 mm) SLOPED GRADE BELOW WALL Alternate Drain Details SK, Wall Design NO. DATE REVISION TITLE: CONSTRUCTION DETAILS DATE: 2/22/2017 SHEET NO. 2000 Wadsworth Blvd #201 _ JOB NAME: PREPARED FOR: PROJECT NO: 17008 Lakewood, CO 80214 303-900-8714 �� KING SOOPERS FUEL PAD COLORADO BEST BLOCK DESIGNED BY: SJK RW -9 www.skwaildesign.com W^ = – Knowwhafsbelow. WHEAT RIDGE, CO 8227 BLAKELAND DRIVE NTS steve@skwalidesign.com D '4" C81l before you dig. LIT EETON, CO 80125 SCALE: r Fence Plan Detail Backfill or C Post in Plac Steel Fenc( 13C2%, III VI LVIII/VLV 71 RA: -. vr_UUI Iu Fence Section Detail TYPICAL RAILING DETAIL - BY OTHERS Keystone 4" Cap Unit Keystone Compac Unit FENCE POST* SET POSITION OF SLEEVE IMMEDIATELY BEHIND TOPMOST SRW UNIT. CAP UNIT ---- E SRW UNIT SLEEVE-ITTM 1224R 12"0X24" DEEP FILL SLEEVE WITH CONCRETE, SET FENCE POST------ SRW OST REINFORCED BACKFILL ZONE CUT THE GEOGRID AROUND THE SLEEVE -IT TM SYSTEM AS NECESSARY COMPACT TO 95% MDD PER ASTM D698. GEOGRID *FENCING SYSTEMS APPROVED FOR USE WITH SLEEVE-ITTm 1224R ARE LIMITED TO THE FOLLOWING HEIGHTS: CHAIN LINK - UP TO 8 -FT, PRIVACY - UP TO 6 -FT (WOODEN, PVC, METAL). POST SIZE 4"X4" MAX. DETAIL OF FENCE POST INSTALLATION USING SLEEVE -IT TM 1224R N.T.S. FOR PEDESTRIAN RAILINGS DIRECTLY BEHIND BLOCKS BY OTHERS 46681 ,� 4r SK Wall Design NO. DATE REVISION � TITLE: CONSTRUCTION DETAILS DATE: 2/22/2017 SHEET NO. 2000 Wadsworih Blvd #201 } ®B NAME: PREPARED FOR: PROJECT NO: 17008 Lakewood, CO 80214 303-900-8714 � KING SOOPERS FUEL PAD COLORADO BEST BLOCK DESIGNED BY: SJK —1 _ WALL wwwskwalldesign.com - Know whafsbelow. WHEAT RIDGE, CO 8227 BLAKELAND DRIVE NTS steve@skwalldesign.com °ES14" Cell before you dig. I LITTLETON, CO 80125 SCALE: 100 -YR WSE = 54 -18" OUTLET PIPE STATI NOTE: THIS SHEET IS FOR WALL IDENTIFICATION ONLY. ACTUAL WALL LAYOUT SHOULD BE BASED ON THE CONTRACT SITE PLANS O INV = 84.6 - TW = 5492.0 BW = 5492.0 WALL 8 STATION 85.5 TW b49 II PW rl&ao 8 WALL 9 -� STATION 51.8 TW = 5501.0 WALL 4 --BW = 5494.5 N 232.5 TW 5498.0 of 4.95.0 Ss. WALL 3 4.0 STATION 201.0 5 WALL 2 STATION 366.0 - TW_= 550 1� WALL 1\�Q STATION 203.3 \ 5510.0 BW = 5507.0 TW = 5506.0 BW = 5503.0 TW = 5502.0 BW = 5499.0 TW = 5598.0 BW = 5495.0 N I I ' EXIS i i 10000 0 0 V 00o e0�p o00 J °0°0 0 - UU I LL 15 I KLIG I UKL I �5� - 8•3�� RIM=5484.6 - -� _.. 0 0 (T \ oa4° 0 10 �• o (5485- INV OUT 18" (S)=5475.95 1 3-10-17 Revised Walls 1-7, Added Walls 8 8 9 V 000° �b�oo��p��� 00° °� �5�g7� 4 (SEE DETAIL #1 BELOW) y - 0 �.�,° 0 00a� kk ,°� ° ° 5485 _ - - 86 \ MICROPO WALL 7 ' - RIM- s' �` `� ` °° -Q�� _ 5485 -^ , � � D #1 STATION 0 �� !Id [l _ a°Jam_- N° _ WALL 9 5484 - (5489) _ - 5oo - - ttV l� °o BW WALL 6� �E ° .0° o o STATION 0 STATION 0 - - 0 0�o° °°0 TW = 54 BW 483.0 ° ° °° ° ° 5478 -BW = 5487.0 X 54720 5490 B 483.0 WALL 6 X 547 6'22 6.25 �' - - WALL 5 x B 5483 STATION 275.3 STATION 0 i WALL 5 69 LF TRICKLE _ 3.0 ' STATION 231.8 CHANNEL PER- = 5486.0 \\ \,\,I `BW = 5483.0 �`� X 5476 54 DETAIL #2 BELOW - - �pW; _ WALL 4\1 WALL 7 - �1 STATION 277.5 =- <-Dtx _---_00r r- 00 00 ,n LO _ �n WALL 8 ENERGY__ STATION 0 DISSIPATOR/ TW = 5490.0 FOREBAY BW = 5487.0 DETAIL #3 TW = 5494.0 BELOW BW = 5491.0 TW = 5486.0 BW = 5483.0 TW = 5490.0 BW = 5487.0 Ci RETAIL TW = 5494.0 PER � STATION 0 AL 3 I-ATION 0 -TW = 5 .0 \ BW = 549 WALL 1 y TW = 5406.0 STATION 0 BW = 5503.0 TW = 5510.0 LOT 3 12 >S ypf FWALL2 ATION 0 C�5 86 ME. ----FL: SK Wali Design 2000 Wadsworth Blvd #201 q-;m_gg��' � Lakewood, CO 80214 303-900-8714 h= -. wR www.skwalldesign,com -- - _�.Y- steve@skwalidesign.com NO. DATE REVISION � KnowwhaYsi?@IOW. Call before you dig. TITLE: WALL IDENTIFICATION DATE: 2/22/2017 PROJECT NO: 17008 DESIGNED BY: SJK SCALE: NTS SHEET NO. RW -1 1 1 3-10-17 Revised Walls 1-7, Added Walls 8 8 9 JOB NAME: KING SOOPERS FUEL PAD WHEAT RIDGE, CO I PREPARED FOR: COLORADO BEST BLOCK 8227 BLAKELAf'�D DRIVE LITTLETON, CO 80125 513 512 511 510 503 502 WALL -1 ELEVATION -A SCALE: 1" = 5' SCALE C'_ Lo7 s 10, is' 4NOTES: /y -SEE AREA GRADING, EROSION AND SEDIMENT CONTROL PLANS FOR ALL GEOMETRY, DRAINAGE, EROSION CONTROL, UTILITYAND SURVEYTIONS SHOWN NG WALL PROFILE ARE BASED ON INORMATON BYO OTHERS IAND ARE APPROXIMATE. INSTALL RETAINING WALL AS NECESSARY TO MEET THE INTENT OF THE SITE GRADING ENGINEER. - GEOGRID TYPE IS SYNTEEN SF 35 OR SF 55 OR GREATER SK Wall Design 2000 Wadsworth 81ud #201 Lakewood, -8 80214 - 303-900-8714 www.skwaildesign.com _ � steve@skwalldesign.com D tiN NO. DATE REVISION , Know wheesbelow. Cell before you dig. TITLE: ELEVATION PROFILE - WALL 1 A DATE: 2/22/2017 PROJECT NO: 17008 DESIGNED BY: SJK SCALE: 1 = 5 SHEET NO. RW -12 1 3-10-17 Revised Wall Profile JOB NAME. KING SOOPERS FUEL PAD WHEAT RIDGE, CO PREPARED FOR: COLORADO BEST BLOCK 8227 BLAKELAND DRIVE LITTLETON, CO 80125 51 51 51 51 50 503 502 WALL -1 ELEVATION -B SCALE: 1" = 5' SCALE p' 5' 10' 15' NOTES: -SEE AREA GRADING, EROSION AND SEDIMENT CONTROL PLANS FOR ALL GEOMETRY, DRAINAGE, EROSION CONTROL, UTILITY AND SURVEY -STEP LOCATIONS SHOWN ON RETAINING WALL PROFILE ARE BASED ON INFORMATION BY OTHERS, AND ARE APPROXIMATE. INSTALL RETAINING WALL AS NECESSARY TO MEET THE INTENT OF THE SITE GRADING ENGINEER. - GEOGRID TYPE IS SYNTEEN SF 35 OR SF 55 OR GREATER Apo LICFN 4668] n � r - -- «<ySSrO SK Wa!I Design NO. DATE REViSiON ` TITLE: ELEVATION PROFILE - WALL 1 B DATE: 2122/2017 SHEET NO. 2000 Wadsworth Blvd #201 PROJECT NO: 17008 1 3-10-17 Revised Wall Profile JOB NAME: PREPARED FOR: Lakewood, CO $0214 303-900-8714'._ KING SOOPERS FUEL PAD COLORADO BEST BLOCK DESIGNED BY: SJK ® RW -1 3 www.skwalidesign.com _ wR" Know below. WHEAT RIDGE, CO 8227 BLAKELAND DRIVE 1 �� 5' steve@skwalidesign.com D�S�N Call before you dig. LITTLETON, CO 80125 SCALE: = 513 512 511 510 509 508 507 503 502 WALL -1 ELEVATION -C SCALE: 1" = 5' SCALE Ll p' S' 10' 15' NOTES: -SEE AREA GRADING, EROSION AND SEDIMENT CONTROL PLANS 46681 FOR ALL GEOMETRY, DRAINAGE, EROSION CONTROL, UTILITY AND SURVEY -STEP LOCATIONS SHOWN ON RETAINING WALL PROFILE ARE o� 4 BASED ON INFORMATION BY OTHERS, AND ARE APPROXIMATE. `��NAL �p1 INSTALL RETAINING WALL AS NECESSARY TO MEET THE INTENT OF THE SITE GRADING ENGINEER. - GEOGRID TYPE_ IS SYNTEEN SF 35 OR SF 55 OR GREATER SK Wall Design 2000 Wadsworth Bled 4201 � _ � Lakewood, CO 80214 303-900-8714 www.skwalldesign.cam -`= "R" steve@skwalidesign.com nesgN NO. DATE REVISION Knowwha�YslaelOW. 02111 before you dig. TITLE: ELEVATION PROFILE - WALL 1 C DATE: 2/22/2017 PROJECT NO: 17008 DESIGNED BY: SJK �� SCALE: 1 = 5 SHEET NO. ,/��I V 1 3-10-17 Revised Wall Profile JOB NAME: KING SOOPERS FUEL PAD WHEAT RIDGE, CO PREPARED FOR: COLORADO BEST BLOCK 8227 BLAKELAND DRIVE LITTLETON, CO 80125 c) 513 W�! Wi = i GEOGRID, TY.P. j 512 Ali i 511 510.00 ' 510 509.3$ 509l 508.67 YM EE SF3_5 - 1j.00 508.Q0 508 SY , TE N S 35 - 1 x.00 ft , 507.33 507 f 506 --- - - -AL —-- 505 i i BOW 50.67 504 503 z i FINISH GRAD @ B.O.W. TYP. iRE:CIVIL 502 Q ! LEVELING PAP @ BOT. OF WALL NOT SHOWN, RE: CONSTRUCTION DETAILS SHEET RW -5 D D D D N N co 01 O cn O �W N cn WALL -1 ELEVATION -D SCALE: 1" = 5' SCALE 0' 5' 10' 15' NOTES: -SEE AREA GRADING, EROSION AND SEDIMENT CONTROL PLANS FOR ALL GEOMETRY, DRAINAGE, EROSION CONTROL, UTILITY AND SURVEY -STEP LOCATIONS SHOWN ON RETAINING WALL PROFILE ARE BASED ON INFORMATION BY OTHERS, AND ARE APPROXIMATE. INSTALL RETAINING WALL AS NECESSARY TO MEET THE INTENT OF THE SITE GRADING ENGINEER. - GEOGRID TYPE IS SYNTEEN SF 35 OR SF 55 OR GREATER OrND 0- L "NJ.k 46681 ; ke'/ONM_ SK Wall Design NO. DATE REVISION ` TITLE: ELEVATION PROFILE - WALL 1 D DATE: 2/22/2017 SHEET NO. 2000 Wadsworth Blvd #201 ` �-,���_ 1 3-10-17 Revised Wall Profile JOB NAME: PREPARED FOR: PROJECT NO: 17008 Lakewood, CO -8 80214 COLORADO BEST BLOCK RW -15 303-g00-8714 � KING SOOPERS FUEL PAD DESIGNED BY: SJK www.skwaildesign.com r WR" WHEAT RIDGE, CO 8227 BLAKELAND DRIVE g Know wears below. steve@skwalldesign.com p�" Cell before you dig. LITTLETON, CO 80125 SCALE: 1 " = 5' 509 508 507 50 50 501 49! 497 496 49 489 NOTES: -SEE AREA GRADING, EROSION AND SEDIMENT CONTROL PLANS FOR ALL GEOMETRY, DRAINAGE, EROSION CONTROL, UTILITY AND SURVEY -STEP LOCATIONS SHOWN ON RETAINING WALL PROFILE ARE BASED ON INFORMATION BY OTHERS, AND ARE APPROXIMATE. INSTALL RETAINING WALL AS NECESSARY TO MEET THE INTENT OF THE S TE G RAD'+NG ENGINEER. - GEOGRiD TYPE !S SYN T EEN SF 35 OR SF 55 OR GREATER WALL -2 ELEVATION -A SCALE: 1" = 5' SCALE o' s' 10, 15' SK Wall Design NO. DATE REVISION T!TL E: ELEVATION PROFILE - WALL 2A DATE: 2,22/2017 SHEET NO. 2000 Wad3wor,h Blvd #201 1 3-10-17 Revised Wali Profile5JOB NAME: PREPARED FOR: PROJECT NO: 17008 Lakewood, CO 80214 303-J00-8714 KING SOOPERS FUEL PAD COLORADO BEST BLOCK DESIGNED BY: SJK FEW- 1 6 www.skwaildesign.com wR" 9 Know what's below. WHEAT RIDGE, CO 8227 BLAKELAND DRIVE 1 ' steve@skwalldesign.com °ES'4" Gall before you dig. I LITTLETON, CO 80125 SCALE: =5 507 506 505 50 50 498 497 496 495 494 493 492 491 490 489 NOTES: -SEE AREA GRADING, EROSION AND SEDIMENT CONTROL PLANS FOR ALL GEOMETRY, DRAINAGE, EROSION CONTROL, UTILITY AND SURVEY -STEP LOCATIONS SHOWN ON RETAINING WALL PROFILE ARE BASED ON INFORMATION BY OTHERS, AND ARE APPROXIMATE. INSTALL RETAINING WALL AS NECESSARY TO MEET THE INTENT OF THE SITE GRADING ENGINEER. - GEOGRID TYPE IS SYNTEEN SF 35 OR SF 55 OR GREATER WALL -2 ELEVATION -B SCALE: 1" = 5' SCALE 0' 5' 10' 15' Poo LrCF ' �kp_ ;� 46681 SK Wall Design 2000 Wadsworth Blvd #2014 Lakewood, CO 80214 �'W � 303-900-8714 www.skwalldesign.com "'" steve@skwalldesign.com DtiN NO. DATE REVISION Know what's below. Cal before you dig. TiTLE: ELEVATION PROFILE - WALL 2B DATE: 2/22/2017 PROJECT NO: 17008 DESIGNED BY: SJK SCALE: 1 = 5' SHEET NO. RW -17 1 3-10-17 Revised Wal! Profile i06 NAME: KING SOOPERS FUEL PAD WHEAT RIDGE, CO I PREPARED FOR: COLORADO BEST BLOCK 8227 BLAKELAND DRIVE LITTLETON, CO 80125 5 5 5 5 50 497 49 491 490 489 NOTES: -SEE AREA GRADING, EROSION AND SEDIMENT CONTROL PLANS FOR ALL GEOMETRY, DRAINAGE, EROSION CONTROL, UTILITY AND SURVEY -STEP LOCATIONS SHOWN ON RETAINING WALL PROFILE ARE BASED ON INFORMATION BY OTHERS, AND ARE APPROXIMATE. INSTALL RETAINING WALL AS NECESSARY TO MEET THE INTENT OF THE SITE GRADING ENGINEER. - GEOGRID TYPE IS SYNTEEN SF 35 OR SF 55 OR GREATER WALL -2 ELEVATION—C SCALE: 1" = 5' SCALE 0' 5' 10' 15' PD0 Ll�F ��• JEN Jco 46681 -I S/4NAl. E SK Wall Design 2000 Wadsworth Blvd #201 ME Lakewood,03-9-8 80214 � 303-900-8714 www.skwalidesign.com Wm' wR" 9Know steve@skwalldesign.com D�tiN NO. DATE REVISION � r what's b@IOW. Call before you dig. TITLE: ELEVATION PROFILE - WALL 2C DATE: 2/22/2017 PROJECT NO: 17008 DESIGNED BY: SJK �� SCALE: 1 = 5 SHEET NO. RW -1 8 1 3-10-17 Revised Wall Profile JOB NAME: KING SOOPERS FUEL PAD WHEAT RIDGE, CO PREPARED FOR: COLORADO BEST BLOCK 8227 BLAKELAND DRIVE LITTLETON, CO 80125 508 507 506 505 504 503 502 501 500 499 498 497 496 495 494 493 WALL -2 ELEVATION -D SCALE: 1" = 5' SCALE �Pp O- L 0' 5' 10' 15' NOTES: K��� �'�� '_.1 l� -SEE AREA GRADING, EROSION AND SEDIMENT CONTROL PLANS 46681 FOR ALL GEOMETRY, DRAINAGE, EROSION CONTROL, UTILITY ; AND SURVEY -STEP LOCATIONS SHOWN ON RETAINING WALL PROFILE ARE �o J BASED ON INFORMATION BY OTHERS, AND ARE APPROXIMATE. ss/ONM_ \ INSTALL RETAINING WALL AS NECESSARY TO MEET THE INTENT OF THE SITE GRADING ENGINEER. - GEOGRID TYPE IS SYNTE'EN SF 35 OR SF 55 OR GREATER SK Wall Design 2000 Wadsworth Blvd #201 '4 Lakewood, CO 80214 VA_� , 303-900-8714 ` www.skwaildesign.com WALL �� steve@skwalidesign.com D AN s NO. DATE REVISION b . IOW. Know before Cali before you dig. TITLE: ELEVATION PROFILE - WALL 2D DATE: 2/22/2017 PROJECT NO: 17008 DESIGNED BY: S,1K SCALE: 1 = 5 SHEET NO. RW -1 9 1 3-10-1- Revised Wall Profile JOB NAME: KING SOOPERS FUEL PAD WHEAT RIDGE, CO I PREPARED FOR: COLORADO BEST BLOCK 8227 BLAKELAND DRIVE LITTLETON, CO 80125 509 508 507 506 501 500 499 498 497 49 WALL -2 ELEVATION -E SCALE: 1 " = 5' SCALE 0��'o 0_ LIC p' 5' 10' 15' N J !( 4� NOTES: -SEE AREA GRADING, EROSION AND SEDIMENT CONTROL PLANS 46681 FOR ALL GEOMETRY, DRAINAGE, EROSION CONTROL, UTILITY AND SURVEY -STEP LOCATIONS SHOWN ON RETAINING WALL PROFILE ARE BASED ON INFORMATION BY OTHERS, AND ARE APPROXIMATE. S/ NAL ESC^ INSTALL RETAINING WALL AS NECESSARY TO MEET THE INTENT OF THE SITE GRADING ENGINEER. - GEOGRID TYPE IS SYNTEEN SF 35 OR SF 55 OR GREATER SK Wall Design 2000 Wadsworth Blvd #201 Lakewood, CO 80214 303-900-8714 www.st,walldesign.com i - wR" steve@skwalldesign.com nasi9" NO. DATE REVISION Know whafsbelow. Cell before you dig. TITLE: ELEVATION PROFILE - WALL 2E DATE: 2/22/2017 PROJECT NO: 1700$ DESIGNED BY: "SJK SCALE: 1 =5 SHEET NO. RW -20 1 3-10-17 Revised Wall Profile JOE NAME: KING SOOPERS FUEL PAD WHEAT RIDGE, CO PREPARED FOR: COLORADO BEST BLOCK 8227 BLAKELAND DRIVE LITTLETON, CO 80125 509 508 507 506 505 504 503 502 501 500 499 498 497 496 495 A&A NOTES: -SEE AREA GRADING, EROSION AND SEDIMENT CONTROL PLANS FOR ALL GEOMETRY, DRAINAGE, EROSION CONTROL, UTILITY AND SURVEY -STEP LOCATIONS SHOWN ON RETAINING WALL PROFILE ARE BASED ON INFORMATION BY OTHERS, AND ARE APPROXIMATE. INSTALL RETAINING WALL AS NECESSARY TO MEET THE INTENT OF THE SITE GRADING ENGINEER. - GEOGR!.O TYPE IS SYNTEEN SF 35 OR SF 55 OR GREATER WALL -2 ELEVATION -F SCALE: 1" = 5' SCALE 0' 5' 10' 15' SK Wall Design NO, DATE REVISION � TITLE: ELEVATION PROFILE - WALL 2F DATE: 2/22/2017 SHEET NO. 2QLakewood,WadswCOBlvd #201 1 � 3-1:)-17 Revised Wall Profile � JOB NAME: PREPARED FOR: PROJECT NO: 17008 Laewood, -8 80?_14 303-900-8714 --- KING SOOPERS FUEL PAD COLORADO BEST BLOCK DESIGNED BY: SJK RW -21 www.skwalidesign.com 9 - WAL" Know WHEAT RIDGE, CO 8227 BLAKELAND DRIVE steve@skwalldesign.com Des4N what'sbelOw. Cell before you dig. LITTLETON, CO 80125 V. SCALE: i = 5' 504 503 50 499 498 497 496 495 494 WALL -3 ELEVATION -A SCALE: 1" = 5' SCALE o s' io, is' LICe NOTES: ®¢Pp0 �, �N J -SEE AREA GRADING, EROSION AND SEDIMENT CONTROL PLANS FOR ALL GEOMETRY, DRAINAGE, EROSION CONTROL, UTILITY 46681 AND SURVEY -STEP LOCATIONS SHOWN ON RETAINING WALL PROFILE ARE o `, %11x c� BASED ON INFORMATION BY OTHERS, AND ARE APPROXIMATE. _p INSTALL RETAINING WALL AS NECESSARY TO MEET THE INTENT SS/GNAT OF THE SITE GRADING ENGINEER. - GEOGRID TYPE IS SYNTEEN SF 35 OR SF 55 OR GREATER SK Wall Design NO. DATE REVISION � TITLE: ELEVATION PROFILE - WALL 3A DATE: 2/22/2017 SHEET NO, 2000 Wadsworth Blvd #201 PROJECT NO: 17008 1 3-10-17 Revised Wall Profile JOB NAME: PREPARED FOR: Lakewood,03-9CO8 80214 303-900-8714 KING SOOPERS FUEL PAD COLORADO BEST BLOCK DESIGNED BY: SJK RW -22 ----- www.skwalldesign.com - Know what's IOW. WHEAT RIDGE, CO 8227 BLAKELAND DR! VE SCALE: 1 =5 steve@skwalidesign.com nesi4N g or Call before you dig. I LITTLETON, CO 80125 504 501 500 498 497 496 495 494 NOTES: -SEE AREA GRADING, EROSION AND SEDIMENT CONTROL PLANS FOR ALL GEOMETRY, DRAINAGE, EROSION CONTROL, UTILITY AND SURVEY -STEP LOCATIONS SHOWN ON RETAINING WALL PROFILE ARE BASED ON INFORMATION BY OTHERS, AND ARE APPROXIMATE. INSTALL RETAINING WALL AS NECESSARY TO MEET THE INTENT OF THE SITE GRADING ENGINEER. - GEOGRID TYPE IS SYNTEEN SF 35 OR SF 55 OR GREATER WALL -3 ELEVATION -B SCALE: 1" = 5' SCALE 01 s' 10, is' PDO ,4 -5 46681 CONAL SK Wall Design 2000 Wadsworth Blvd #201 Lakewood, CO 80214 303-900-8714 t_ www.skwalldesign.com wR" steve@skwalldesign.com ➢'4" NO. DATE REVISION ! Know what'sbelOW. 0811 before you dig. TITLE: ELEVATION PROFILE - WALL 3B DATE: 2/22/2017 PROJECT NO: 1700$ DESIGNED BY: SJK SCALE: 1' = 5 SHEET NO. RW -23 1 3.10.17 Revised Wall Profile JOB NAME: KING SOOPERS FUEL PAD WHEAT RIDGE, CO I PREPARED FOR: COLORADO BEST BLOCK 8227 BLAKELAND DRIVE LITTLETON, CO 80125 504 501 500 499 498 497 494 NOTES: -SEE AREA GRADING, EROSION AND SEDIMENT CONTROL PLANS FOR ALL GEOMETRY, DRAINAGE, EROSION CONTROL, UTILITY AND SURVEY -STEP LOCATIONS SHOWN ON RETAINING WALL PROFILE ARE BASED ON INFORMATION BY OTHERS, AND ARE APPROXIMATE. INSTALL RETAINING WALL AS NECESSARY TO MEET THE INTENT OF THE SITE GRADING ENGINEER. - GEOGRID TYPE IS SYNTEEN SF 35 OR SF 55 OR GREATER WALL -3 ELEVATION -C SCALE: 1" = 5' SCALE 01 5' 10, 15' SI' Wall Design NO. DATE REVISION TITLE: ELEVATION PROFILE - WALL 3C DATE: 2/22/2017 SHEET NO. 2000 Wadsworth Blvd #20-1 ce 1 3-10-1, Revised Nall Profile JOB NAME: PREPARED FOR: PROJECT NO: 17008 Lakewood, CO 80214 COLORADO BEST BLOCK �W-2� 303-900-8714 10 KING SOOPERS FUEL PAD DESIGNED BY: SJK www.skwalldesign.com - "A" Know whatsbelow. WHEAT RIDGE, CO 8227 BLAKELAND DRIVE sieve@skwalldesign.com C81i before you dig. I LITTLETON, CO 80125 SCALE: 1 =5 U ! � W ! W W I W 504 U U) 503 50 50 GEOGRID, TYP. 2.00 11 J SF35 - 18.00 c o 0 J SF35 - 18.00 498 II i i - 497 W BOW 497.67 496 � FINISH GRADE @ B.O.W!,i TYP. RE:CIVIL 495 U JOB NAME: PREPARED FOR: Lakewood, CO 80214 � 30ood, CO 80 494 Q; i LEVELING PAD @BOT. OF WALL NOT SHOWN, RE: E h r R V � -2 - CONSTRUCTION DETAII}S SHEET RW -5 D D D D D N N t t t t t co C0 (0 O O CJT O (n CD WALL -3 ELEVATION -D SCALE: 1" = 5' SCALE 0' 5' 10' 15' NOTES: -SEE AREA GRADING, EROSION AND SEDIMENT CONTROL PLANS FOR ALL GEOMETRY, DRAINAGE, EROSION CONTROL, UTILITY AND SURVEY -STEP LOCATIONS SHOWN ON RETAINING WALL PROFILE ARE BASED ON INFORMATION BY OTHERS, AND ARE APPROXIMATE. INSTALL RETAINING WALL AS NECESSARY TO MEET THE INTENT OF THE SITE GRADING ENGINEER. - GEOC�RID TYPE IS SYNTEEN SF 35 OR SF 55 OR GREATER O 466(81 o' 5 704A� SK Wali Design NO. DATE REVISION ` TITLE: ELEVATION PROFILE - WALL 3D DATE: 2/22/2017 SHEET NO. 2000 Wadsworth Blvd 4201 � L � E, -T NO: 17008 Pr�.OJe=.. 1 3-10-17 Devised Wall Profile JOB NAME: PREPARED FOR: Lakewood, CO 80214 � 30ood, CO 80 KING SOOPERS FUEL PAD COLORADO BEST BLOCK DESIGNED BY: SJK E h r R V � -2 - WALL www.skwalidesign.com - Know whaPsbelow. WHEAT RIDGE, CO 8227 BLAKELAND DRIVE 1 " 5' sieve@skwalldesign.com t1FSZN Call before you dig. LITTLETON, CO 80125 SCALE: - 500 499 498 497 496 495 49 491 490 WALL -4 ELEVATION -A SCALE: 1" = 5' SCALE N J. K; ✓ t ': NOTES: o. s' 10, is -SEE AREA GRADING, EROSION AND SEDIMENT CONTROL PLANS 46681 FOR ALL GEOMETRY, DRAINAGE, EROSION CONTROL, UTILITY �', '1:t - AND SURVEY -STEP LOCATIONS SHOWN ON RETAINING WALL PROFILE ARE BASED ON INFORMATION BY OTHERS, AND ARE APPROXIMATE. INSTALL RETAINING WALL AS NECESSARY TO MEET THE INTENT OF THE SITE GRADING ENGINEER. - GEOGRID TYPE_ IS SYNTEEN SF 35 OR SF 55 OR GREATER SK Wall Design 2000 Wadsworth Blvd #201 Lakewood, CO 80214 -- 303-900-8714 WALL www.skwalldesign.com 1 sieve@skwalldesign.com nEs14N NO. DATE REVISION � Know what's below. Call before you dig. TITLE: ELEVATION PROFILE - WALL 4A DATE: 2/22/2017 PROJECT NO: 17008 DESIGNED BY: SJK SCALE: 1' = 5 SHEET NO. RW -26 1 3-10-17 Revised Wall Profile JOB NAME: KING SOOPERS FUEL PAD WHEAT RIDGE, CO I PREPARED FOR: COLORADO BEST BLOCK 8227 BLAKELAND DRIVE LITTLETON, CO 80125 500 499 498 497 496 495 49 491 490 NOTES: -SEE AREA GRADING, EROSION AND SEDIMENT CONTROL PLANS FOR ALL GEOMETRY, DRAINAGE, EROSION CONTROL, UTILITY AND SURVEY -STEP LOCATIONS SHOWN ON RETAINING WALL PROFILE ARE BASED ON INFORMATION BY OTHERS, AND ARE APPROXIMATE. INSTALL RETAINING WALL AS NECESSARY TO MEET THE INTENT OF THE SITE GRADING ENGINEER. - GEOGRiD TYPE IS SYNTEEN SF 35 OR SF 55 OR GREATER SK Wali Design NO 2000 Wadsworth Blvd #201 1 Lakewood, CO 80214 303-900-8.714 WAU- www.skwalldesig n. com steve@skwarrdesign.com D4N DATE REVISION 3-10-17 i Revised Wall Profile WALL -4 ELEVATION -B SCALE: 1" = 5' SCALE p' 5' 10' 15' f Know what's below. Call before you dig. TITLE: ELEVATION FROFILE - WALL 4B .lOE NAME: PREPARED FOR: KING SOOPERS FUEL PAD COLORADO BEST BLOCK WHEAT RIDGE, CO 8227 BLAKELAND DRIVE LITTLETON, CO 80125 DATE: 2/22/2017 PROJECT NO: 17008 DESIGNED BY: SJK SCALE: 1" = 5' SHEET NO. RW -27 500 499 497 494 493 491 490 NOTES: -SEE AREA GRADING, EROSION AND SEDIMENT CONTROL PLANS FOR ALL GEOMETRY, DRAINAGE, EROSION CONTROL, UTILITY AND SURVEY -STEP LOCATIONS SHOWN ON RETAINING WALL PROFILE ARE BASED ON INFORMATION BY OTHERS, AND ARE APPROXIMATE. INSTALL RETAINING WALL AS NECESSARY TO MEET THE INTENT OF THE SITE GRADING ENGINEER. - GEOGRID TYPE IS SYNTEEN SF 35 OR SF 55 OR GREATER WALL -4 ELEVATION -C SCALE: 1" = 5' SCALE 0' 5' 10' 15' SK Wall Design NO. DATE REVISION ` TITLE: ELEVATION PROFILE - WALL 4C DATE: 2/22,2017 SHEET NO. 2000 Wadsworth 8!vd #201 ` ,, { . 1 3 10-1 Revised Wall Profile JOB NAME: PREPARED FOR: PROJECT NO: 17008 Lakewood. CO >302i4 303-900-8714 KING SOOPERS FUEL PAD COLORADO BEST BLGCK DESIGNED BY: SJK FEW -28 www.slcwaildesign.com 9 . WA_ Know what's below, WHEAT RIDGE, CO 8227 BLAKELAND DRIVE �� steve@skwalldesign.com n4N 0811 before you dig. LITTLETON, CO 80125 SCALE: 1 = 5 500 499 497 496 495 491 490 NOTES: -SEE AREA GRADING, EROSION AND SEDIMENT CONTROL PLANS FOR ALL GEOMETRY, DRAINAGE, EROSION CONTROL, UTILITY AND SURVEY -STEP LOCATIONS SHOWN ON RETAINING WALL PROFILE ARE BASED ON INFORMATION BY OTHERS, AND ARE APPROXIMATE. INSTALL RETAINING WALL AS NECESSARY TO MEET THE INTENT OF THE SITE GRADING ENGINEER. - GEOGRID TYPE IS SYNTEEN SF 35 OR SF 55 OR GREATER WALL -4 ELEVATION -D SCALE: 1" = 5' U. M1o0 Llf�+ Off-. J. SCALE kFl F' p' S' 10' 15' � co � 6681 AA - SK Wall Design NO. DATE REVISION TITLE: ELEVATION PROFILE - WALL 4D DATE: 2/22/2017 SHEET NO. 2000 VVadsworth Blvd #201 � �.. 1 3-10-17 Revised Wail Profile� JOB NAME: PREPARED FOR: PROJECT NO: 17008 Lakewood, CO 80214 303-900-8714 � _ = KING SOOPERS FUEL PAD COLORADO BEST BLOCK DESIGNED BY: SJK t RW -29 www.skwaildesign.com 9 - wA" Know what's below. WHEAT RIDGE, CO 8227 BLAKELAND DRIVE 1 �� 5 Steve@skwalldesign.com °�S'4" Call before you dig. LITTLETON, CO 80125 SCALE: = 49 49 49 486 NOTES: -SEE AREA GRADING, EROSION AND SEDIMENT CONTROL PLANS FOR ALL GEOMETRY, DRAINAGE, EROSION CONTROL, UTILITY AND SURVEY -STEP LOCATIONS SHOWN ON RETAINING WALL PROFILE ARE BASED ON INFORMATION BY OTHERS, AND ARE APPROXIMATE. INSTALL RETAINING WALL AS NECESSARY TO MEET THE INTENT OF THE SITE GRADING ENGINEER. - GEOGRID TYPE IS SYNTEEN SF 35 OR SF 55 OR GREATER WALL -5 ELEVATION -A SCALE: 1" = 5' NO 0- L / �- SCALE 0' 5' 10' 15' co 46681 € /ONAL ` SK Wall Design NO. I DATE REVISION ' TITLE: ELEVATION PROFILE - WALL 5A DATE: 2/22/2017 SHEET NO. 2000 Wadsworth B'vd #201 x Y` 1 3-10-17 Revised Wail Profile i JOB NAME: PREPARED FOR: PROJECT NO: 17008 Lakewood, CO 80214 303-900-•8714 KING SOOPERS FUEL PAD COLORADO BEST BLOCK DESIGNED BY: SJK RW -30 vi".skwalldesign.com WA - xoowwnat`�below. WHEAT RIDGE, CO 8227 BLAKELAND DRIVE , steve@skwalldesign.com °FS'4N 0811 before you dig. LITTLETON, CO 80125 SCALE: 1' = 5 49 489 488 487 486 WALL -5 ELEVATION -B SCALE: 1" = 5' SCALE 0' 5' 10' 15' NOTES: -SEE AREA GRADING, EROSION AND SEDIMENT CONTROL PLANS FOR ALL GEOMETRY, DRAINAGE, EROSION CONTROL, UTILITY AND SURVEY -STEP LOCATIONS SHOWN ON RETAINING WALL PROFILE ARE BASED ON INFORMATION BY OTHERS, AND ARE APPROXIMATE, INSTALL RETAINING WALL AS NECESSARY TO MEET THE INTENT OF THE SITE GRADING ENGINEER. - GEOGRID TYPE IS SYNTEEN SF 35 OR SF 55 OR GREATER o�PD 0 L lC� N J 46681 S/QP;',4L E1 SI( Wall Design NO. DATE REVISION TITLE: ELEVATION PROFILE - WALL 5B DATE: 2/22/2017 SHEET NO. 2000 Wadsworth Blvd #2011 3-10-17 Revised Wall Profile 10 JOS NAME: PREPARED FOR: PROJECT NO: 1700$ Lakewood,pp- - _ COs714 80214n.com 303-9Q0--8 KING SOOPERS FUEL PAD COLORADO BEST BLOCK BY: SJK RW -31 � WALL www.skwaildesi Know. mars below. WHEAT RIDGE, CO 8227 BLAKELAND DRIVE steve@skwalldesign.com DESI"N Cell before you dig. I LITTLETON, CO 80125 SCALE: 1 =5 49 m M WALL -5 ELEVATION -C SCALE: 1" = 5' SCALEQO LIC e O: �s o. s' 10, 15' NOTES: v -SEE AREA GRADING, EROSION AND SEDIMENT CONTROL PLANS c T46681 ; FOR ALL GEOMETRY, DRAINAGE, EROSION CONTROL, UTILITY AND SURVEY -STEP LOCATIONS SHOWN ON RETAINING WALL PROFILE ARE BASED ON INFORMATION BY OTHERS, AND ARE APPROXIMATE. GtiA, INSTALL RETAINING WALL AS NECESSARY TO MEET THE INTENT'- OF THE SITE GRADING ENGINEER. - GEOGRID TYPE IS SYNTEEN SF 35 OR SF 55 OR GREATER SK Wail Design 2000 Wadsworth Blvd #201 Ria :. Lakewood, CO 80214 303-900-8714 www.skwalldesign.com `. wR" steve@skwalldesign.com pasf4N NO. DATE REVISION !Snow what's below. Call before you dig. TITLE: ELEVATION PROFILE - WALL 5C DATE: 2/22/2017 PROJECT NO: 17008 DESIGNED BY: SJK �� SCALE: 1 = 5' SHEET NO. RW -32 1 3.10-17 Revised Wall Profile JOB NAME: KING SOOPERS FUEL PAD WHEAT RIDGE, CO PREPARED FOR: COLORADO BEST BLOCK 8227 BLAKELAND DRIVE LITTLETON, CO 80125 496 495 494 493 492 491 490 489 488 487 486 NOTES: -SEE AREA GRADING, EROSION AND SEDIMENT CONTROL PLANS FOR ALL GEOMETRY, DRAINAGE, EROSION CONTROL, UTILITY AND SURVEY -STEP LOCATIONS SHOWN ON RETAINING WALL PROFILE ARE BASED ON INFORMATION BY OTHERS, AND ARE APPROXIMATE. INSTALL RETAINING WALL AS NECESSARY TO MEET THE INTENT OF THE SITE GRADING ENGINEER. - GEOGRID TYPE IS SYNTEEN SF 35 OR SF 55 OR GREATER WALL -5 ELEVATION -D SCALE: 1" = 5' SCALE 0' 5' 10' 15' 46681 ; S/ANAL Ems' SK Wall Design NO. DATE REVISiON TITLE: ELEVATION PROFILE - WALL 5D DATE: 2/22/2017 SHEET NO. 2000 Wadsworth Blvd #201 1 3-10-17 Revised Wall Profile fell I JOB NAME: PREPARED FOR: PROJECT NO: 17008 Lakewood, CO 80214 303-900-8714 KING SOOPERS FUEL PAD COLORADO BEST BLOCK DESIGNED BY: SJK R/�' V y —33 www.skwalldesign.com WR" Know what's below. WHEAT RIDGE, CO 8227 BLAKELAND DRIVE �� steve@skwalldesign.com � ,4N Call before you dig. LITTLETON, CO 80125 SCALE: 1 =5 491 490 489 488 487 I 483 482 WALL -6 ELEVATION -A SCALE: 1" = 5' SCALE 0' 5' 10' 15' NOTES: -SEE AREA GRADING, EROSION AND SEDIMENT CONTROL PLANS FOR ALL GEOMETRY, DRAINAGE, EROSION CONTROL, UTILITY AND SURVEY -STEP LOCATIONS SHOWN ON RETAINING WALL PROFILE ARE BASED ON INFORMATION BY OTHERS, AND ARE APPROXIMATE. INSTALL RETAINING WALL AS NECESSARY TO MEET THE INTENT OF THE SITE GRADING ENGINEER. - GEOGRID TYPE IS SYNTEEN SF 35 OR SF 55 OR GREATER 0 SPD LIEF. -�0 46681 �s/ANAL Er. SK Wall Design 2000 Wadsworth Blvd #201 Lakewood, CO 80214 t= 303-900-8714 www.skwalidesign.com WALL steve@skwalldesign.com pati" NO. DATE REVISION i�nowwharsbelow. Call before you dig. TITLE: ELEVATION PROFILE - WALL 6A DATE: 2122/2017 PROSECT NO: 17008 DESIGNED BY: SJK SCALE: 1 ' =5 SHEEN- NO. RW -3 1 3-10-17 Revised Wal! Profile JOB NAME: KING SOOPERS FUEL PAD WHEAT RIDGE, CO PREPARED FOR: COLORADO BEST BLOCK 8227 LETON,BLAKELCO DRIVE LITTLETON, CO 80125 49 49, 488 rJj- 487 F3�—_ 483 482 Lu z_ J U H Q GEOGRID, Sy 490.00 i q SFo35 -o18.Q lft i q SFo-35-o-18.0Qift EENo SF3o5 - -EE�= -_ __ $OW 485.67 e FINISH GRA�E @ B.O.W. T4 RE -CIVIL i i LEVELING Pj D @ BOT. OF VIJALL NOT SH01/VN, RE: i CONSTRUCtION DETAILS SHEET RW -5 i i i i I i i i r 1 i U U) U U U U U U cn m cn D D D D D D D D D D D 0 0 0 0 0 0 0 + + + + + + + + + + + rn v w ao co cD o 0 cn o cn o cn o rr o cn o cn WALL -6 ELEVATION -B SCALE: 1" = 5' Ll CcF SCALE p' J K�C S' 10' 15' NOTES: 46681 ; -SEE AREA GRADING, EROSION AND SEDIMENT CONTROL PLANS FOR ALL GEOMETRY, DRAINAGE, EROSION CONTROL, UTILITY AND SURVEY -STEP LOCATIONS SHOWN ON RETAINING WALL PROFILE ARE SSS BASED ON INFORMATION BY OTHERS, AND ARE APPROXIMATE. NA INSTALL RETAINING WALL AS NECESSARY TO MEET THE INTENT OF THE SITE GRADING ENGINEER. - GEOGRID TYPE IS SYNTEEN SF 35 OR SF 55 OR GREATER SK Wall Design NO. DATE REVISION ` TITLE: ELEVATION PROFILE - WALL 66 DATE: 2/22/2017 SHEET NO. 2000 Wadsworth Blvd #201 Lakewood, CO 80214 NO, PROJECT NO: 17008 —35 1-.jp_17 Revised Wall Protiie JOB NAME: PREPARED FOR: COLORADO BEST BLOCK 303-900-8714 Wk KING SOOPERS FUEL PAD DESIGNED BY: SJK wwwskwalldesign.com Y� - "" Know what'sbelOw. WHEAT RIDGE, CO 8227 BLAKELAND DRIVE , SCALE: 1 = 5 Steve@skwalldesign.com DE51 N Call before you dig. LITTLETON, CO 80125 .,i 489 488 487 486 485 484 482 WALL -6 ELEVATION -C SCALE: 1" = 5' SCALE �� ^i0 0' 5' 10' 15' NOTES: 46681 � -SEE AREA GRADING, EROSION AND SEDIMENT CONTROL PLANS . FOR ALL GEOMETRY, DRAINAGE, EROSION CONTROL, UTILITY AND SURVEY -STEP LOCATIONS SHOWN ON RETAINING WALL PROFILE ARE BASED ON INFORMATION BY OTHERS, AND ARE APPROXIMATE. INSTALL RETAINING WALL AS NECESSARY TO MEET THE INTENT OF THE SITE GRADING ENGINEER. - GEOGRiD TYPE IS SYNTEEN SF 35 OR SF 55 OR GREATER SK Wall Design NO. DATE REVISION ` TITLE: ELEVATION PROFILE - WALL 6C DATE: 2/22/2017 SHEET NO. 2000 Wadsworth Blvd #201 1 3-10-17 Revised Wall Profile JOB NAME: PREPARED FOR: PROJECT NO: 17008 Lakewood, CO 80214 - _ COLORADO BEST BLOCK RW -36 303-900-8714 KING SOQPERS FUEL PAD DESIGNED BY: SJK www.skwalldesign.com - '- w�" Know what's below. WHEAT RIDGE, CO 8227 BLAKELAND DRIVE steve@skwalldesign.com D�tiN Call before you dig. I LITTLETON, CO 80125 SCALE: 1 " = 5' 49 491 48 48 482 WALL -6 ELEVATION -D SCALE: 1" = 5' SCALE o�p D0 C /�F 141 J. NOTES: -SEE AREA GRADING, EROSION AND SEDIMENT CONTROL PLANS 466$ { FOR ALL GEOMETRY, DRAINAGE, EROSION CONTROL, UTILITY �', AND SURVEY ' c -STEP LOCATIONS SHOWN ON RETAINING WALL PROFILE ARE BASED ON INFORMATION BY OTHERS, AND ARE APPROXIMATE. ss� NAL INSTALL RETAINING WALL AS NECESSARY TO MEET THE INTENT OF THE SITE GRADING ENGINEER. - GEOGRID TYPE IS SYNTEEN SF 35 OR SF 55 OR GREATER SK Wall Design NO. DATE REVISION 'TITLE: ELEVATION PROFILE - WALL 6D DATE: 2/22/2017 SHEET NO. 2000 Wadsworth Blvd #201 1 3-10-17 Revised Wall Profile a JOB NAME: PREPARED FOR: PROJECT NO: 17008 Lakewood, CO 80214 � �` KING SOOPERS FUEL PAD COLORADO BEST BLOCK DESIGNED BY: SJK www.skwalldesign.com Name_ wA Know what's below. WHEAT RIDGE, CO 8227 BLAKELAND DRIVE �� steve@skwalldesign.com DtiN Cell before you dig. LITTLETON, CO 80`125 SCALE: 1 = 5 489 488 487 486 485 484 483 482 WALL -6 ELEVATION -E SCALE: 1" = 5' SCALE 0' 5' 10' 15' NOTES: -SEE AREA GRADING, EROSION AND SEDIMENT CONTROL PLANS FOR ALL GEOMETRY, DRAINAGE, EROSION CONTROL, UTILITY AND SURVEY -STEP LOCATIONS SHOWN ON RETAINING WALL PROFILE ARE BASED ON INFORMATION BY OTHERS, AND ARE APPROXIMATE. INSTALL RETAINING WALL AS NECESSARY TO MEET THE INTENT OF THE SITE GRADING ENGINEER. - GEOGRID TYPE IS SYNTEEN SF 35 OR SF 55 OR GREATER SK Wall Design 2000 Wadsworth Blvd #201 Lakewood, CO 80214 303-900-8714 www.skwaudesign.com w ` w.`_ steve@skwa!Idesign.com D4N NO. DATE i REVISION Know what's below. C811 before you dig. TITLE: ELEVATION PROFILE - WALL 6E DATE: 2/22/2017 PROJECT NO: 17008 DESIGNED BY: SJK SCALE: 1 =5 SHEET NO. pp, p e fl V s�� 1 3-10-1/ Revised Wali Profile JOB NAME: KING SOOPERS FUEL PAD WHEAT RIDGE, CO I PREPARED FUR: COLORADO BEST BLOCK 8227 BLAKELAND DRIVE LITTLETON, CO 80125 488 487 486 485 484 482 481 480 479 478 NOTES: -SEE AREA GRADING, EROSION AND SEDIMENT CONTROL PLANS FOR ALL GEOMETRY, DRAINAGE, EROSION CONTROL, UTILITY AND SURVEY -STEP LOCATIONS SHOWN ON RETAINING WALL PROFILE ARE BASED ON INFORMATION BY OTHERS, AND ARE APPROXIMATE, INSTALL RETAINING WALL AS NECESSARY TO MEET THE INTENT OF THE SITE GRADING ENGINEER. - GEOGRID TYPE IS SYNTEEN SF 35 OR SF 55 OR GREATER WALL -7 ELEVATION -A SCALE: 1" = 5' SCALE 0' 5' 10' 15' r R AN 1 46681 <: ��NALE_ SK Wall Design NO. DATE REVISION TITLE: ELEVATION PROFILE - WALL 7A DATE: 2/22/2017 SHEET NO. 2000 Wadsworth Blvd #201 1 3-10-17 Revised Wall Profile JOB NAME: PREPARED FOR: PROJECT NO: 17008 Lakewood, CO 80214 303-900-8714- -. KING SOOPERS FUEL PAD COLORADO BEST BLOCK DESIGNED BY: SJK FEW -39 www.skwalldesign.com s - " Know wears below. WHEAT RIDGE, CO 8227 BLAKELAND DRIVE " steve@skwalldesign.com DtiN 0811 before you dig. I LITTLETON, CO 80125 SCALE: 1 =5 487 486 485 484 483 482 481 480 479 478 NOTES: -SEE AREA GRADING, EROSION AND SEDIMENT CONTROL PLANS FOR ALL GEOMETRY, DRAINAGE, EROSION CONTROL, UTILITY AND SURVEY -STEP LOCATIONS SHOWN ON RETAINING WALL PROFILE ARE BASED ON INFORMATION BY OTHERS, AND ARE APPROXIMATE. INSTALL RETAINING WALL AS NECESSARY TO MEET THE INTENT OF THE SITE GRADING ENGINEER. - GEOGRIDD TYPE IS SYNTEEN SF 35 OR SF 55 OR GREATER WALL -7 ELEVATION -B SCALE: 1" = 5' SCALE p' 5' 10' 15' i UJ Z/ 46681 ; y -o ONAL SK Wall [resign NO. I DATE I REVISION / TITLE: ELEVATION PROFILE - WALL 7B DATE: 2/22/2017 SHEET NO. 2000 Wadsworth Blvd #201- �����- 1 3-10-17 j Revised Wall Profile JOB NAME: PREPARED FOR: PROJECT NO: 17008 Lakewood, CO 80214 303-900-8714 KING SOOPERS FUEL PAD COLORADO BEST BLOCK DESIGNED BY: SJK �W��O www.skwalldesign.com "� Know wears below. WHEAT RIDGE, CO 8227 BLAKELAND DRIVE 1 �� , 5 steve@skwalldesign.com pE�" N Cell before you dig. LITTLETON, CO 80125 SCALE: = 487 486 485 484 483 48 479 478 NOTES: -SEE AREA GRADING, EROSION AND SEDIMENT CONTROL PLANS FOR ALL GEOMETRY, DRAINAGE, EROSION CONTROL, UTILITY AND SURVEY -STEP LOCATIONS SHOWN ON RETAINING WALL PROFILE ARE BASED ON INFORMATION BY OTHERS, AND ARE APPROXIMATE. INSTALL RETAINING WALL AS NECESSARY TO MEET THE INTENT OF THE SIT E GRADING ENGINEER. - GEOGRID TYPE IS SYNTEEN SF 35 OR SF 55 OR GREATER WALL -7 ELEVATION -C SCALE: 1" = 5' �p�PD 0 /c, SCALE 01 s 10, 15' VO , JEN J. Ar , S `- ,r 46681 11V'S�l:, SK Wall Design NO. I DATE REVISION TITLE: ELEVATION PROFILE - WALL 7C DATE: 2/22/2017 SHEET NO. 2000 Wadsworth Blvd #201- Lakewood, CO 80214 3-10-17 P-evised Wall Profile JOB NAME: PREPARED FOR: PROJECT NO: 17008 303-900-8714 I � KING SOOPERS FUEL PAD COLORADO BEST BLOCK DESIGNED BY: SJK FEW -41 www.skwalldesign.com ""'` Know what's below, WHEAT RIDGE, CO 8227 BLAKELAND DRIVE , steve@skwalldesign.com DHS"' Call before you dig, LITTLETON, CO 80125 SCALE: 1 = 5 488 487 486 485 48: 48 479 478 NOTES: -SEE AREA GRADING, EROSION AND SEDIMENT CONTROL PLANS FOR ALL GEOMETRY, DRAINAGE, EROSION CONTROL, UTILITY AND SURVEY -STEP LOCATIONS SHOWN ON RETAINING WALL PROFILE ARE BASED ON INFORMATION BY OTHERS, AND ARE APPROXIMATE. INSTALL RETAINING WALL AS NECESSARY TO MEET THE INTENT OF THE SITE GRADING ENGINEER. - GEOGRID TYPE IS SYNTEEN SF 35 OR SF 55 OR GREATER WALL -7 ELEVATION -D SCALE: 1" = 5' SCALE NO - L /C, 0. 5' 10' 15' 46681 SK Wall Design NO. I DATE REVISION ! TITLE: ELEVATION PROFILE - WALL 7D DATE: 2/22/2017 SHEET NO. 2000 Wadsworth Blvd #201 1 3-10-17 Revised Wall Profile JOB NAME: PREPARED FOR: PROJECT NO: 17008 Lakewood, CO 80214 �i 303-900-8714_ KING SOOPERS FUEL PAD COLORADO BEST BLOCK DESIGNED BY: SJK RW -42 www.skwalidesign.com Wpu Know whar'sbelow. WHEAT RIDGE, CO 8227 BLAKELAND DRIVE steve@skwalldesign.com D 4N Call before you dig. I LITTLETON, CO 80125 SCALE: 1" = 5' 48, 48' 481 48; 48, 48 48: 48 479 478 NOTES: -SEE AREA GRADING, EROSION AND SEDIMENT CONTROL PLANS FOR ALL GEOMETRY, DRAINAGE, EROSION CONTROL, UTILITY AND SURVEY -STEP LOCATIONS SHOWN ON RETAINING WALL PROFILE ARE BASED ON INFORMATION BY OTHERS, AND ARE APPROXIMATE. INSTALL RETAINING WALL AS NECESSARY TO MEET THE INTENT OF THE SITE GRADING ENGINEER. - GEOGRID TYPE IS SYNTEEN SF 35 OR SF 55 OR GREATER WALL -7 ELEVATION -E SCALE: 1" = 5' PCS 0 L' SCALE�� J p' S' 10' 15' co (46681 a ', SK Wall Design NO, DATE REVISION e TITLE: ELEVATION PROFILE - WALL 7E DATE: 2/22/2017 SHEET NO. 2000 Wadsworth Blvd #201 :a. 1 3-10-17 Revised Wall Profile JOB NAME: PREPARED FOR: PROJECT NO: 17008 Lakewood. CO 80214 I a_ 303-900-8714 KING SOOPERS FUEL PAD COLORADO BEST BLOCK DESIGNED BY: SJK RW -43 www.skwaildesign.com -WRQ s Know what'sbeIQVY. WHEAT RIDGE, CO 8227 BLAKELAND DRIVE �, , steve@skwalldesign.com DAN Call before you dig. LITTLETON, CO 80125 SCALE: 1 = 5 507 ! 506.001 771 ' j 506 505.33!1 5054.6 'NTEE SF 5 - 700 g TE 504 I ,F3 503 'NTEE SF 5 - 700 ft! 9.0 ft i 502 'NTEE SF:1-5'= 7,00 ft 9.0p ft DESIIN 501 NTFSERY 0 ft! 9.0 ft i 500 'NTE�N SF35 - 4 ft! 9.00 ft i 499 ! I Alh 498 'NTE�N SF35 - 7,M ft i 9.00 ft � 497 I '9. Oft ! BOW 49. 13.0 496 I 3.0 ft / 485. 495 9.90 ft ! 13.01 494 3.0 ft ; 493 B 493.00 3.0 492 j TITLE: ELEVATION PROFILE 491 j 3.0 490 - 13.00 ft PREPARED FOR: COLORADO BEST BLOCK 8227 BLAKELAND DRIVE LITTLETON, CO 80125 489 488 I I BO\/y ! 487 j I 486 485 o aoo L/CF2 ! 484 J. S i 483 482 co 46681 4a1 480 ? j 479 478 j I I i i I i i 1 cn cn I 1 I � cn D D D 0 0 0 O O O m O SK Wall Design r3 I NO. DATE 2000 Wadsworth Blvd #201 �g j Mp ;F3 Lakewood, CO 80214 SVI TE 303-900-8714 wR LL ,F3 I - 1 50 www.skwalldesign.com -1150ft SF35 - steve@skwalldesign.com DESIIN - 1%p 37.33 ,� 496. 7 i ! F 496.00 495.3$ F35-- 13 50 fl 494.67 ! _ 494.00 F35_- 13.50 A - _ - S`YNTEE_35 3 - Si/ TE SF35 3 0 ft F - 13 50 r3 I - 11050 ft - EN ;F3 - 13 50 SVI TE SF35 - ' 3.00 ft ,F3 I - 1 50 I SYNTEEN -1150ft SF35 - J 3.00 ft 3 - 1%p SYNTEEN cn SF35 - 10Q ft F3 - 1 50 t S1(NTEEN SF35 - 10Q ft Ea _ 1 0 t SSI TE SF35 - I 3.0 ft / 485. 'I - 113.50 S! TE SF35 - 3.0 ft 10' 15' SF35 - 13.50 ft SVNTEEN SF35 -13.00 ft NOTES: -SEE AREA GRADING, EROSI6N AND SEDIMtNT CONTROL !PLANE FOR ALL GEOMETRY, DRAINAGE, EROSION CONTROL, UTILITY AND SURVEY -STEP LOCAT16NS SHOWN ON RETAINING WALL PROFILE ARE BASED ON INFORMATION BY jOTHERS, AND ARE APPROXIMATE. INSTALL RETAINING WALL ASj NECESSARY TO MEET THE INTENT OF THE SITE GRADING ENGINEER. - GEOGRID TYPE IS SYNTEEN SF 35 OR SF 5i5 OR GREATEO I GEOGRID, TYP. 493,33 ! ! -- i - 492.67 -ft- - --- --- - I EN S F3 - 11 50 ft SY TE i EN I+3` - 11.50 ft _ SYNTEEN EN r3 I - 11050 ft EN Blf3a - 11050 ft D EN BIT3 - 11,50 ft 1 EN f3 I -1150ft i 'EEN SF35 - 11-50 ft O BOW 481.67 FINISH !GRADE @ B.O.\! . TYP. RE:CIVI ! i LEVELING PAD @ BOTa OF WALL NOT CONSTRUCTION DETAILS SHEET RW. , RE: 5 71 0. iK 1h W z J U H Q 491. BOW 4 D D D D D D D D D 0 0 0 0 0 0 0 0 0 CT O cn O V7 O cn O 01 WALL -8 ELEVATION -A - SCALE SCALE: 1" = 5' 0' 5. 10' 15' REVISION ! Know whars below. Cell before you dig. TITLE: ELEVATION PROFILE - WALL 8A DATE: 2/22/2017 PROJECT NO: 17008 DESIGNED BY: SJK SCALE: 1 " = 5 SHEET NO. RW -44 k/o JOB NAME:. KING SOOPERS FUEL PAD WHEAT RIDGE, CO PREPARED FOR: COLORADO BEST BLOCK 8227 BLAKELAND DRIVE LITTLETON, CO 80125 494 493 492 ------- 491 �--o-- 490 _ 487 486 485 484 483 482 481 480 479 478 Ri .. M'%Iff 491.33 ! -- 490.67 490 B W 482. BOW 481.67 ;� GEOGRID, iTYP. -�-- -----489.33 488.47 - .00 488.00 ��o r-4 J 3 `SF3 YNT E - .00 ft SYNTIVENLSF35_.:�1.00 h 0 00 - .00.A--- E SF35 - 4.00h V O -L - I - - — BOW 404.33 00 O <3iW BOW. 483.67 I IBOW 483.0 FINISH GRADE @ B.O.W. TYP. RE:CIVIL I LEVELING Pf D @ BOT. OF WALL NOT SHOV CONSTRUCTION DETAILS SHEET RW -5 IN, RE: D D D D DD 0 0 0 0 00 0) V7 V O v Ut 00 O <3iW N J. F.L WALL -8 ELEVATION -B NOTES: -SEE AREA GRADING, EROSION AND SEDIMENT CONTROL PLANS SCALE: 1" = 5' 46 {' 681 ; FOR ALL GEOMETRY, DRAINAGE, EROSION CONTROL, UTILITY , AND SURVEY -STEP LOCATIONS SHOWN ON RETAINING WALL PROFILE ARE SCALE �s/ ANAL BASED ON INFORMATION BY OTHERS, AND ARE APPROXIMATE. EAG INSTALL RETAINING WALL AS NECESSARY TO MEET THE INTENT o' s' 10, is OF THE SITE GRADING ENGINEER. - GEOGRID TYPE IS SYNTEEN SF 35 OR SF 55 OR GREATER SK Wall Design NO, DATE REVISION , TITLE: ELEVATION PROFILE - WALL 8B DATE: 2/22,2017 SHEET NO. 2000 Wadsworth Blvd #201 = gggg _j �_-I0 l�q t JOE NAME: PREPARED FOR: PROJECT NO: 17008 Lakewood, CO 80214 �• 303-900-8714 KING SOOPERS FUEL PAD COLORADO BEST BLOCK DESIGNED BY: SJK RW-QI,�j w,xw.skwalldesign.com WRQ Know whaesbelow. WHEAT RIDGE, CO 82?_7 BLAKELAND DRIVE 1" 5' Steve@skwalldesign.com D tiN Cal before you dig. I LITTLETON, CO 80125 SCALE: = 506 505 501 500 499 498 497 496 495 494 493 492 491 490 489 488 487 D D D D D D D D D D D O o o O o O o o O o o O + + + + + + + + + + + + CD N NW W A CT U1 O cn O cn O CT O cn O CJ1 O N v cn WALL -9 ELEVATION SCALE: 1" = 5' SCALE 0�NDO L/0 0 NOTES:CO SEE AREA GRADING, EROSION AND SEDIMENT CONTROL PLANS 46681 y FOR ALL GEOMETRY, DRAINAGE, EROSION CONTROL, UTILITY a ✓Vf�eat AND SURVEY . `f � Ric1y -STEP LOCATIONS SHOWN ON RETAINING WALL PROFILE ARE BASED ON INFORMATION BY OTHERS, AND ARE APPROXIMATE. _ S��NAL EN �iu'1d"'s Uivislof. INSTALL RETAINING WALL AS NECESSARY TO MEET THE INTENT OF THE SITE GRADING ENGINEER. - GEOGRID TYPE IS SYNTEEN SF 35 OR SF 55 OR GREATER SK Wail Design NO, DATE REVISION TITLE: ELEVATION PROFILE - WALL 9 DATE: 2/22/2017 SHEET NO. 2000 Wadsworth Blvd #201 �� �, . � PROJECT NO: 17008 I f. �` JOB NAME: PREPARED FOR: Lakewo-od, CO 80214 0-8 303-90714 KING SOOPERS FUEL PAD COLORADO BEST BLOCK DESIGNED BY: SJK RW -46 www.skwaildesign.com F` WALL Know what's below. WHEAT RIDGE, CO 8227 BLAKELAND DRIVE 1 " 5' stave@skwalldesign.com D�� 0811 before you dig. LITTLETON, CO 80125 SCALE: = City of Wheat Ridge Residential Roofing PERMIT -'093540 PERMIT NO: 093540 ISSUED= 10/21/2009 70B ADDRESS: 3200 WRIGHT CT EXPIRES: 04/19/2010 DESCRIPTION: Reroof 20 sqs CONTACTS owner 303/237-0572 Drullner SUB 303/G79-0447 Thomas Youngberg 02-0125 Thomas Youngberg **PARCEL INFO ZONECODE: UA -USE: UA SUBDIVISION: 0695 BLOCK/LOT#: 0./ E* FEE SUMMARY ESTIMATED PROJECT VALUATION: 4,500.00. FEES Permit Fee 144.70 Total Valuation .00 Use Tax 81.00 F-7 i) a TOTAL 225.70 c 117 ".onditions: 5 nail installation mid roof inspection required Board sheathing spaced more :han a 1/2 of an inch apart requires plywood overlay on entire roof. Ice and ,7ater shield' required from eave edge to 2' inside exterior walls.: **Contractor/Property owner shall -provideladder(s) secured in place for npsections.. ~ubDect to field inspection. I hereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable _ ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown, and allegations made are accurate; that I have read and agree to abide; by all conditions printed on this application and that I assume full responsibility for compliance with the Wheat Ridge Building Code ll(I.B.C) and all other pplicable Wh at :Ri ge Ordinances, for work under this permit. Plans subject to field inspection. V c2 n --D- oc~ 5 ature o colitra t r/owner date This permit ;was issued: in accordance with the provisions set forth in your application and is subject to the laws of the ~oF "'"~'T City of Wheat Ridge Building Division m 7500 W. 291h Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 o~<oRAO~ ~ Inspection Line: 303-234-5933 Building Permit Applicati n Property Address: coy u Date: Plan Permit A Property Owner (please print): / Phone 3 Mailing Address: (if different than property address) Address: Zip: Ma Contractor: -6)5-27 Contractor License Phone: 3 OS) 677- Sub r Contractors: Electrical City License Company: Plumbing City License Mechanical City License Company Company: Exp. Date: Exp. Date: Approval: Approval: Use of space (description): Description of work-: ~J , o~ roa~ J~ / N (DPV AQ cr 0.~ e-5 O 9--- /1't ar k-/V Exp. Date: Approval: Construction Value: $ f t7 (as calculated per the Building Valuation Data sheet) Plan Review (due at time of submittal): $ Sq. Ft./L.Ft added: Squares 0 _ BTU's Gallons Amps OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT 1 hereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown, and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that Iassume full responsibility for compliance with the Wheat Ridge Building Code (I.B.C) and all other applicable Wheat Ridge Ordinances, for work under this permit. Plans subject to field inspection. CIRLCE ONE:: (OWNER) (CONTRACTOR) or PERSONAL REPR SENTA E of (OWNER) PRINT NAME: ~fJx~/~7L~ SIGNATURE: i -D Bldg Valuation: $