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CC - Entry Monument Structural Calculations Shelburne South Meridian, ID Project 291015008 STRUCTURAL CALCULATIONS FOR: Monument Sign Structure Prepared By: Lynn laquinta, P.E. Ph: 385-881-6455 Kimley-Horn and Associates, Inc. 111 E Broadway Suite 600 Salt Lake City, UT 84111 55\ONAL QUO �\CENSFO FF� P-15427 Px OF iV. I N(a Date: April 2020 Kimley ))) Horn Design References: 1. International Building Code 2015 Table of Contents Calculations DesignInput............................................................................................................................3 GeneralDetails........................................................................................................................6 WindLoading.......................................................................................................................... 9 Masonry Wall and Pilasters........... ........................................................................................ 11 Masonry Wall and Pilasters with Seismic........... .................................................................... 22 Appendix City of Meridian Design Criteria............................................................................................. 36 SeismicDesign Values............................................................................................................ 38 IBCSoil Loading..................................................................................................................... 41 Titen Screw Design Information............................................................................................. 44 GeotechnicalReport.............................................................................................................. 46 DESIGN INPUT SHELBURNE SOUTH DESIGNINPUT imLey} orn MERIDIAN,ID ENTRYMONUMENT PROJECT#:291015008 Soil Design Input: Design Soils Information based on 2015IBC. Active Earth Pressure(Equivalent Fluid Pressure): aefp:= 45•pcf Passive Earth Pressure(Equivalent Fluid Pressure): pefp:= 100•pcf 4 pefpsei5:= 3 pefp= 133.333 pcf Unit Weight of Backfill: 7:= 120pcf Allowable Bearing Capacity: Q1:= 2000psf Base Soil Friction Coefficient: c:= 0.25 Allmablekictioncoefficient Water Table Assumptions: Water table is belowwall foundation Determine� based on the provided equivalent fluid pressures for select backfill: K,,:- aefp K,,- 0.375 :- 2•[45 - 17r (atan(Ka0.5 I =27.036 Additional Dead Load due to Veneer and Pilasters: Total Area of Stone Veneer: Aston:= [(4ft+ 8in)•(10ft+ 4in)].2 ... = 192.444 ft2 +[(lft+ 4in)•(5ft+ 4in) ... ]•4 +(2ft+ 8in)•(6ft+ 4in) Weight of Stone Veneer(installed): wstone 20 lbf ft2 Weight of Masonry: wmaso ry:= 84psf Weight of Small Pilaster: wsp:= 2•(1 ft+ 4in)•(5 ft+ 4in)•wmasonry= 1.195•kip Weight of Large Pilaster: wtp:= 2•[(lft+ 4in) + (2ft+ 8in)]•(6ft+ 4in)•wmasonry=4.256 kip Total Additional Weight: P:= Aston wstone+ wsp+ wlp=9.3•kip Additional Weight Per Foot: wtotat:= P = 648.957• lbf 14.33ft ft Designed By:M.Runolfson Page I Checked By:N.Merrill Date: 712312020 Filename:K.IPHX Civi11291015008-Shelburne South Design I St ru ctu res I SHELBURNE SOUTH DESIGNINPUT iGilleyl Horn MERIDIAN,ID ENTRYMONUMENT PROJECT#:291015008 Seismic Desizn Base Shear: Acceleration Parameters for Meridian, ID Site Class: D Spectral Response Acceleration Parameter at Short Periods: SS:= 0.290 Spectral Response Acceleration Parameter ata S1:= 0.106 Period of 1-Second: Design erathquake spectral response acceleration parameter at short periods: SDS:= 0.303 Design erathquake spectral response acceleration parameter at 1-Second Period: SDI:= 0.168 Seismic Design Category: C Response Modification Coefficient: Ra:= 2.0 ASCE 7-10(Table 12.2-1) Seismic Importance Factor: I:= 1 ASCE 7-10(11.5.1)(Table 1.5-2) SDS Seismic Response Coefficient CS:= R 1 = 0.151 ASCE 7-10(12.8.1.1)(Eq.12.8-2) a Seismic Base Shear: Ushear:= CS W=0.151•W ASCE 7-10(12.8.1.1)(Eq.12.8-1) Seismic Design SDS Acceleration Coefficient: kh:= — = 0.121 2.5 Designed By:M.Runolfson Page 2 Checked By:N.Merrill Date: 712312020 Filename:K.IPHX_Civi11291015008-Shelburne South lDesignMructuresl GENERAL DETAILS GENERAL STRUCTURAL NOTES 1'-4" 10'-4" 2'-8" DESIGN SPECIFICATIONS 2015 INTERNATIONAL BUILDING CODE WITH CITY OF MERIDIAN AMENDMENTS. CONSTRUCTION SPECIFICATIONS B FULLY GROUT ALL CELLS IDAHO STANDARDS FOR PUBLIC WORKS CONSTRUCTION (SAPWC) WITH CITY OF MERIDIAN SUPPLEMENTAL 8"x8"x16" CMU BLOCK SPECIFICATIONS. BOND BEAM W/ 1—#4 DESIGN LOADS DEAD LOAD — WEIGHT OF BACKFILL = 120pcf #5©16" EQUIVALENT FLUID PRESSURE FOR ACTIVE SOIL PRESSURE = 45pcf �._o.. A ° EQUIVALENT FLUID PRESSURE FOR PASSIVE SOIL PRESSURE = 100pcf oo — I v N COEFFICIENT OF FRICTION = 0.25 8 x8 x16 CMU BLOCK ° ALLOWABLE SOIL BEARING PRESSURE = 2000psf FG SEISMIC RISK CATEGORY = 1 _ _ _ _ _ _ _ o0 SEISMIC IMPORTANCE FACTOR = 1.00 =III=III=III=III 11=III=III=III=1 MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETERS: - -� —� —� BOND BEAM W/ 1—#4 SS = 0.290g N z SI = 0.106g N SITE CLASS = D DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETERS: a SIDS = 0.303g m SDI = 0.168g xo SEISMIC DESIGN CATEGORY = C < z DESIGN BASE SHEAR: MONUMENT STRUCTURE ELEVATION NTS m R = 2 FG o [FG f ~ Cs = 0.151Cn V = 0.151 W (FRONT FACE) ID, (BACK FACE) ILI- ANALYSIS PROCEDURE USED: o EQUIVALENT LATERAL FORCE PROCEDURE — — WIND 15-4" III 111-1 1 I ° I III III III ULTIMATE DESIGN WIND SPEED = 115 MPH NOMINAL DESIGN WIND SPEED = 89 MPH 6" 1'-4" 10'-4" 2'-8" 6" RISK CATEGORY = II #5@16" ° WIND EXPOSURE = C DESIGN WIND PRESSURE = 37 PSF (STRENGTH LEVEL) 4—#5 AS SHOWN 8—#5 AS SHOWN ° IN FULLY GROUTED CELL _ a ° ° 4—#5 AS SHOWN FOUNDATIONS L11 /I IN FULLY GROUTED CELL o FOUNDATION DATA BASED ON CONSERVATIVE SOIL VALUES PER 2015 INTERNATIONAL BUILDING CODE. —o 1 ° ° TYPICAL BOND BEAM (o ° FOUNDATION PREPARATION EXCAVATION AND BACKFILL SHALL BE IN ACCORDANCE WITH THE RECOMMENDATIONS IN THE PREMOLDED JOINT FILLER REINFORCEMENT ° GEOTECHNICAL INVESTIGATION FOR SHELBURNE SOUTH, MERIDIAN, ID PREPARED BY ALLWEST TESTING & ENGINEERING, INC., J ° _ ALTERNATE HOOK PROJECT NO. 519-052G, DATED MARCH 4, 2019. 0 EVERY OTHER BAR ° CONCRETE AND REINFORCEMENT ej — — ° ° °} ° ao 1'-6" 8" 1'-6" N M f'c = 3000 psi — FOOTINGS (TYPE II CEMENT) fs = 24,000 psi — REINFORCING STEEL (fy = 60,000 psi) L8—#5 IN FULLY GROUTED 3'—g>, CELL AS SHOWN REINFORCING SHALL CONFORM TO ASTM A615, EXCEPT REINFORCING BARS WHICH ARE TO BE WELDED SHALL CONFORM TO A706. 1 1'-0" (o DETAIL, FABRICATE AND ERECT REINFORCEMENT BARS, INCLUDING BAR SUPPORTS, SPACERS, ETC. IN ACCORDANCE WITH "DETAILS 8%8%16" CMU BLOCK 3/a" PREMOLDED JOINT FILLER SECTION B NTS AND DETAILING OF CONCRETE REINFORCEMENT." (A.C.I. SP-66(04)). ALL BEND DIMENSIONS FOR REINFORCING STEEL SHALL BE OUT—TO—OUT OF BARS. ALL PLACEMENT DIMENSIONS FOR REINFORCING STEEL SHALL BE TO CENTER OF BARS UNLESS NOTED OTHERWISE. SECTION A NTS ALL REINFORCING SHALL HAVE 2" CLEAR COVER UNLESS NOTED OTHERWISE. ALL EXPOSED CONCRETE CORNERS SHALL BE CHAMFERED 3/4". W Z) Z)z MASONRY o� W STRUCTURAL CONCRETE MASONRY, AS SHOWN ON THESE DRAWINGS, SHALL HAVE A COMPRESSIVE STRENGTH (F'M) OF 1900 PSI. W QQ a0 MASONRY UNITS SHALL CONFORM TO ASTM C90, TYPE II NORMAL WEIGHT, HOLLOW UNLESS SPECIFICALLY NOTED OTHERWISE ON Q o THESE DRAWINGS, WITH A UNIT STRENGTH AS REQUIRED TO ACHIEVE COMPRESSIVE STRENGTH SPECIFIED ABOVE. E 3:Z ~¢ CONTRACTOR MAY REINFORCE MASONRY WITH 9 GAUGE LADDER REINFORCING SPACED AT 16" MAXIMUM, IN PLACE OF BOND Y4"x6" SIMPSON STRONG—TIE PHILLIPS FLAT ° =Of HEAD TITEN CONCRETE AND MASONRY SCREW COUNTERSINK ANCHORAGE SYSTEM NOTES: �r BEAMS SPACED AT 4'-0" MAX. OR APPROVED EQUIVALENT. INSTALL PER SCREW FLUSH 0J MANUFACTURERS RECOMMENDATIONS. 1. SEE ENTRY MONUMENT DETAILS ON SHEET 12 FOR ``y FULLY GROUT ALL CELLS. WALL FINISH AND STEEL AESTHETICS DETAILS. o wo STEEL PLATE z 0>1 WALL GEOMETRY: 2. CONTRACTOR MAY PROPOSE A DIFFERENT ANCHOR w SEE WALL GRADING SHEETS FOR WALL LAYOUT AND TOP OF WALL ELEVATIONS. HEIGHT OF WALL MAY VARY f2 INCHES. CONNECTION FOR THE STEEL LETTERING AND STEEL LOGO. SUBMIT ANCHORAGE SYSTEM DETAILS TO �� ALL WALL ELEVATIONS SHOWN ARE DEVELOPED ELEVATIONS. I I ENGINEER FOR APPROVAL. N �r I I z a� a 0m COORDINATION: STAINLESS STEEL 3 N= CONTRACTOR SHALL COORDINATE ALL EXISTING CONDITIONS DURING CONSTRUCTION OF PROJECT. UTILITY INFORMATION SHOWN ON THE VENEER (SEE ENTRY MONUMENT I I SPACERS N Plans Are Accepted For Public o =� PLANS MAY NOT BE COMPLETE OR ACCURATELY DEPICT THE LOCATION OF THE FACILITIES SHOWN. THE CONTRACTOR SHALL DETAILS ON SHEET 12) I I Street Construction Y 0 oZ COORDINATE THE LOCATION OF ALL EXISTING, NEW, RELOCATED AND ABANDONED UTILITIES WITH THE PROJECT PLANS AND NOTIFY I I U_ I U_( By stamping and signing the improvement plans, the Registered O Za RESPECTIVE OWNERS BEFORE COMMENCING THE WORK OF EXCAVATION, INCLUDING ANY DRILLING OR PILING REQUIRED FOR TEMPORARY Engineer ensures the District that the plans conform to all District a N OUO SHORING. CONFLICTS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER AND RESOLVED PRIOR TO PROCEEDING WITH THE WORK. policies and standards. Variances or waivers must be specifical— w zl oCO SEE CIVIL AND UTILITY DRAWINGS FOR ADDITIONAL INFORMATION. ly and previously approved by the District in writing. Acceptance o z a of the improvement plans by the District does not relieve the o ZQ VERIFY ALL DIMENSIONS AND ELEVATIONS PRIOR TO STARTING WORK. NOTIFY THE ENGINEER OF ANY DISCREPANCIES. Registered Engineer of these responsibilities. a 0 co 2jo= WALL FINISH REQUIREMENTS: BYADA COUNTY HIGHWAY DISTRICT DATE: W 0 LO o NM WALL FINISH SHALL BE PER THE ENTRY MONUMENT DETAILS ON SHEET 12. O a N zz CONTRACTOR SHALL PROVIDE RETAINING WALL FINISHES TO OWNER OR OWNER'S REPRESENTATIVE FOR APPROVAL. z O W :2O Z Na ABBREVIATIONS: SHELBURNE SOUTH - PHASE 1 Zo FACE OF MASONRY WALL PRE—DRILL PER MANUFACTURERS V)�/�// WITH � Q RECOMMENDATIONS `� o Q FG Z CLEAR GRADE ENTRY MONUMENT STR DETAILS � 0 CLR — o =N MIN MINIMUM Uj 0 MAX MAXIMUM WMERIDIAN, ID 2 Q NTS NOT TO SCALE 0 J (� W 0 dH 0 / W3Kiom ey >>> Horn z �� TYPICAL STEEL CONNECTION DETAIL NTS0 z~ © 2020 KIMLEY—HORN AND ASSOCIATES, INC. m Vz 950 Bannock Street, Suite 1100 W� Boise, Idaho 83702 208 297-2885 0 N Z" DESIGNED DRAWN CHECKED 5 o0 I =� =Z �� • Q� �� F� �� SCALE H N A o ��<cSS\�ENS�N%,� MR MSK LNI N ( ) / �� SCALE (V): N A w wZ P-15427 om=a Knowwharsbelow DATE: SHEET N0. /00 F-� Al 7 23 2020 N re you dig. 1 o w CALL 2 BUSINESSI DAYS O w >O~a IN ADVANCE BEFORE 'f',G9TE OF ��F�� PROJECT NO. z C)I x EXCAVATE FOR THE PQ� 1 1 5008 a-�Cz UNDERGROUND DWG. NAME X MARKING OF w /W n MEMBER UTILITIES w X=0 8—PH1—MON_SIGN—DTL. w 13 shts 1" OVERHANG, TYP. C 1'-8" WALL CAP STONE VENEER — WHITE BARK ANCHOR LETTER CUTOUTS TO STUCCO - CLIFFSTONE BY ELDORADO STONE PER DETAIL XX ON SHEET XX 1" OVERHANG, TYP. (SUBMIT SAMPLE TO OWNER FOR USING A MINIMUM OF 3 ANCHORS PER 1" OVERHANG, TYP. N STONE VENEER 1'-8" APPROVAL) 10 LETTER 3 1 WALL CAP a a CONCRETE CAP, COLOR TO N STONE VENEER MATCH STUCCO (SUBMIT SAMPLE TO OWNER FOR a A FINAL APPROVAL) Y4 PAINTED BLACK STEEL LETTERING v a a a (SUBMIT SAMPLE TO OWNER FOR N Y2" STUCCO, CLOUD GRAY APPROVAL) SAND FINISHED SAND FINISHED FINE SAND FINISH BY OMEGA FONT: TBD (SUBMIT SAMPLE TO OWNER B STUCCO STUCCO FOR APPROVAL) 2 Q0 1 N 2" Y4" STEEL a a Y4" STEEL a LETTERING, TYP. LETTERING, TYP. (o _ 00 1 0 CMU BLOCK, TYP. CMU BLOCK, TYP. SEE STRUCTURAL Y4" X 6" SIMPSON STRONG—TIE SEE STRUCTURAL 1 DETAIL FOR PHILLIPS FLAT HEAD TITEN DETAIL FOR 10" 8'-4" REINFORCING CONCRETE AND MASONRY SCREW, OR REINFORCING APPROVED EQUIVALENT. INSTALL PER MANUFACTURERS RECOMMENDATIONS, COUNTERSINK HOLES PER DETAIL xx a ° FINISHED GRADE ON SHEET xx FINISHED GRADE in a a I co co I ~ 0 _ a a CONCRETE FOOTING CONCRETE FOOTING a a 1 1 SEE STRUCTURAL a SEE STRUCTURAL DETAILS FOR SIZE DETAILS FOR SIZE 8" 4", TYP. AND REINFORCING AND REINFORCING ° d COMPACTED d d a =7Z COMPACTED E L B N E ° SUBGRADE ° ° SUBGRADE - d Y2" PAINTED BLACK STEEL LASER CUT LOGO ANCHOR LASER CUT LOGO TO THE WALL PER DETAIL XX ON SHEET XX (SUBMIT SAMPLE TO OWNER FOR APPROVAL) AMITY ROAD ENTRY MONUMENT SECTION - A AMITY ROAD ENTRY MONUMENT SECTION - B 2 SCALE: N.T.S. SCALE: N.T.S. 1 AMITY ROAD ENTRY MONUMENT ELEVATION SCALE: N.T.S. 1" OVERHANG, TYP. 3' CONCRETE WALL CAP N STONE VENEER D a a W(j w z_ L 0 W H E d U o �0 1 2„ �a N 4 4 C� v> ao 3:a N r z 4 4 N FOOTING OUTLINE N 3:" STEEL LOGO CUTOUT, a ° " N Y2 STEEL LOGO Y2 STEEL LOGO L_� TYP. CUTOUT, TYP. CUTOUT, TYP. �Y U wo N z �> - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - � - - - - - - - - - � zm I 1'-10" 9'-10" 3'-2" JWJ I I m I 0o CMU COLUMN WITH I 1 �� I STONE VENEER AND I Q0 �w I CONCRETE WALL CAP z a a o o U)= I I Y4" X 6" SIMPSON STRONG—TIE r PHILLIPS FLAT HEAD TITEN �z I I CONCRETE AND MASONRY SCREW, OR CMU BLOCK, TYP. APPROVED EQUIVALENT. INSTALL PER SEE STRUCTURAL Z¢ I I MANUFACTURERS RECOMMENDATIONS, DETAIL FOR 00 J COUNTERSINK HOLES PER DETAIL xx REINFORCING m 0 z Q �� N N I Q ON SHEET xx o -Z I i — — — — — — — — — i — — — — — I � o zQ z �Z I I C-�,j a ° wo I I o > s} FINISHED GRADE a a OW I t0 a mLO E oY I as 0 ~m I I ° ° z Z I z �� % �� I I SHELBURNE SOUTH - PHASE 1 Zo CMU WALL WITH I CONCRETE FOOTING N o za I STONE VENEER AND I CONCRETE WALL CAP CMU COLUMN WITH I a a SEE STRUCTURAL m ZZ I STONE VENEER AND I DETAILS FOR SIZE ENTRY MONUMENT DETAILS a w0 CONCRETE WALL CAP AND REINFORCING e N =N — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — I ° Id ° .1W ° ° a SUOBGRADED MERIDIAN ID i z::) STEEL LOGO CUTOUT, ° d d d ° co w Z TYP. a ° ° d o 0 Ofo a 8 Ln zU' 3 d ° Kiom ey >> orn z z O d ° w0 N 00 Q z~ © 2020 KIMLEY—HOITN AND ASSOCIATES, INC. m a3 W c�_j�z 950 Bannock Street, Suite 1100 0 �I i zo Rose, Idaho 83702 208 297-2995 N J OU o ..�■■■■■■11111 W cli x Q W m DESIGNED DRAWN CHECKED ��~ AMITY ROAD ENTRY MONUMENT PLAN AMITY ROAD ENTRY MONUMENT SECTION - C 811 / •••••P�ti of Io9••••'. SCAME (H): NONEMw ASD o a x z �� S� Dge �� •� z E o_o C e}'� 9� % SCALE V : NONE W ��wZ 4 SCALE: N.T.S. SCALE: N.T.S. ( ) Ld o �� Know�esbelow ; _ ; DATE: SHEET N0. LA-16 74 7 22 2020 U o Call before you dig. i 0 00 0�w CALL 2 BUSINESS DAYS �� w o za you ic,GRADE, •'•.,� P��••• PROJECT N0. z g EXCAVATE FOR THE •LAADSCA4�••• 291015008 0 U— 111■■■■■�� W E Cn 0z UNDERGROUND DWG. NAME a w a MEMBER UTILITIES 03/24/2020 W ix�0 5008—WALL—DTLS.dw 10f 12 shts WIND LOADING SHELBURNE SOUTH WIND DESIGN INPUT imle lfflorn MERIDIAN,ID PROJECT#:291015008 Wind Load Desirn Input: Wind Loar inz(ASCE7--10): General Wind Load Requirements for Retaininz Walls: Basic Wind Speed(Figure 26.5-1A): VN;nd:= 115mph Nominal Wind Speed: V...:= V vind V-6= 89•mph Risk Category(Table 1.5-1): II Velocity Pressure Exponent Kd:= 0.85 Coefficient(Table 26.6-1): Exposure Category(cl.26.7.3) C Gust Effect Factor: Gf:= 0.85 Topography Factor Not Significant: KZt:= 1.0 Net Force Coefficient(Figure 29.4-1): Cf:= 1.75 Velocity Pressure: Velocity Pressure Coefficient Kz:= 0.85 (Table 29.3-1): 2 Uwind Velocity Pressure: qh:= 0.00256 KZ KZf Kd mph •psf= 24.46•psf J Fstrength:= Ceil qh•Gf Cf 1 ft2, llbf = 37 lbf (Applied to Area of Wall) (Strength Level): Fservice:= 0.6•Fstrength=22.2•1bf (Applied to Area of Wall) (Service Level): Use 37 psf for strength and 23 psf for service Designed By:M.Runolfson Page I Checked By:N.Merrill Date: 712312020 Filename:K.IPHX_Civi11291015008-Shelburne South IDesign Mructures l MASONRY WALL AND PILASTERS Project Name/Number:shelburne ent Title Shelburne Entry Monument Wall Page: 1 Dsgnr: MR Date: 30 MAR 202C Description.... 5'-0"Max Entry Monument Wall This Wall in File:k:\phx_civil\291015008-shelburne south\design\structures\shelburne entry monume RetainPro(c)1987-2019, Build 11.19.07.30 License:KW-06059108 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To:KIMLEY-HORN AND ASSOCIATES Criteria Soil Data Retained Height = 1.17 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 5.00 ft Equivalent Fluid Pressure Method Slope Behind Wall 0.00 Active Heel Pressure - 45.0 psf/ft = Height of Soil over Toe = 14.00 in = Water height over heel = 0.0 ft Passive Pressure = 100.0 psf/ft Soil Density,Heel = 120.00 pcf Soil Density,Toe = 0.00 pcf FootingIlSoil Friction = 0.250 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Load Type = Wind(W) Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem (Service Level) Footing Type Line Load Base Above/Below Soil _ 0.0 ft Axial Dead Load = 649.0 Ibs Wind on Exposed Stem = 37.0 psf at Back of Wall Axial Live Load = 0.0 Ibs (Strength Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Bottom Stem OK Design Height Above Ftg ft= 0.00 Wall Stability Ratios Wall Material Above"Ht" = Masonry Overturning = 6.30 OK Design Method = LRFD Sliding = 2.98 OK Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 1,800 Ibs Rebar Spacing = 16.00 ...resultant ecc. = 0.00 in Rebar Placed at = Center Soil Pressure @ Toe = 490 psf OK Design Data Soil Pressure @ Heel = 490 psf OK + -Totalfb/FB Force 0.228 Allowable = 1,500 psf Total @Section Soil Pressure Less Than Allowable Service Level Ibs= ACI Factored @ Toe = 687 psf Strength Level Ibs= 234.3 ACI Factored @ Heel = 687 psf Moment....Actual Footing Shear @ Toe = 4.9 psi OK Service Level ft-#= Footing Shear @ Heel = 5.8 psi OK Strength Level ft-#= 698.2 Allowable = 75.0 psi Moment.....Allowable = 3,360.4 Sliding Calcs Shear.....Actual Lateral Sliding Force 201.3 Ibs Service Level psi= less 100%Passive Force = - 150.0 Ibs Strength Level psi= 2.6 less 100%Friction Force = - 450.0 Ibs Shear.....Allowable psi= 69.7 Added Force Req'd = 0.0 Ibs OK Anet(Masonry) in2= 91.50 ....for 1.5 Stability = 0.0 Ibs OK Rebar Depth 'd' in= 3.75 Masonry Data fm psi= 1,500 Fy psi= 60,000 Vertical component of active lateral soil pressure IS NOT Solid Grouting = Yes considered in the calculation of soil bearing pressures. Modular Ratio'n' = 21.48 Wall Weight psf= 78.0 Load Factors Building Code IBC 2015,ACI Equiv.Solid Thick. in= 7.60 Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = LRFD Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= Seismic,E 1.000 Fy psi= Project Name/Number:shelburne ent Title Shelburne Entry Monument Wall Page: 2 Dsgnr: MR Date: 30 MAR 202C Description.... 5'-0"Max Entry Monument Wall This Wall in File:k:\phx_civil\291015008-shelburne south\design\structures\shelburne entry monume RetainPro(c)1987-2019, Build 11.19.07.30 License:KW-06059108 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To:KIMLEY-HORN AND ASSOCIATES Footing Data Footing Design Results Toe Width = 1.50ft Toe Heel Heel Width = 2.17 Factored Pressure = 687 687 psf Total Footing Width = 3.67 Mu':Upward = 773 776 ft-# Footing Thickness = 10.00 in Mu':Downward = 437 440 ft-# Mu: Design = 335 -336 ft-# Key Width = 0.00 in Actual 1-Way Shear = 4.89 5.77 psi Key Depth = 0.00 in Allow 1-Way Shear = 40.00 40.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 16.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Footing Torsion,Tu = 0.00 ft-Ibs Cover @ Top 2.00 @ Btm.= 3.00 in Footing Allow.Torsion,phi Tu = 0.00 ft-Ibs If torsion exceeds allowable,provide supplemental design for footing torsion. Other Acceptable Sizes&Spacings Toe: #4@ 11.10 in,#5@ 17.21 in,#6@ 24.43 in,#7@ 33.32 in,#8@ 43.88 in,#9@ 5 Heel: Not req'd:Mu<phi*5'lambda'sgrt(f'c)*Sm Key: No key defined Min footing T&S reinf Area 0.79 in2 Min footing T&S reinf Area per foot 0.22 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in Summary of Overturning & Resisting Forces & Moments .....OVERTURNING.... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# HL Act Pres(ab water tbl) 90.3 0.67 60.3 Soil Over HL (ab.water tbl) 211.1 2.92 616.0 HL Act Pres(be water tbl) Soil Over HL (bel.water tbl) 2.92 616.0 Hydrostatic Force Watre Table Buoyant Force = Sloped Soil Over Heel = Surcharge over Heel = Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 649.0 1.83 1,189.8 Added Lateral Load = Axial Live Load on Stem = Load @ Stem Above Soil = 111.0 4.50 499.9 Soil Over Toe = 0.75 Surcharge Over Toe = Stem Weight(s) = 481.3 1.83 882.3 Earth @ Stem Transitions= Total = 201.3 O.T.M. = 560.2 Footing Weight = 458.8 1.84 841.8 Key Weight = Resisting/Overturning Ratio = 6.30 Vert.Component = Vertical Loads used for Soil Pressure 1,800.1 Ibs Total= 1,800.1 Ibs R.M.= 3,529.9 Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Project Name/Number:shelburne ent Title Shelburne Entry Monument Wall Page: 3 Dsgnr: MR Date: 30 MAR 202C Description.... 5'-0"Max Entry Monument Wall This Wall in File:k:\phx_civil\291015008-shelburne south\design\structures\shelburne entry monume RetainPro(c)1987-2019, Build 11.19.07.30 License:KW-06059108 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To:KIMLEY-HORN AND ASSOCIATES Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.030 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Project Name/Number:shelburne ent Title Shelburne Entry Monument Wall Page: 4 Dsgnr: MR Date: 30 MAR 202C Description.... 5'-0"Max Entry Monument Wall This Wall in File:k:\phx_civil\291015008-shelburne south\design\structures\shelburne entry monume RetainPro(c)1987-2019, Build 11.19.07.30 License:KW-06059108 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To:KIMLEY-HORN AND ASSOCIATES 8 --KY#5 1 B.' Solid Grout T-2" • 2 #5@16.in ' Toe @ Heel Project Name/Number:shelburne ent Title Shelburne Entry Monument Wall Page: 5 Dsgnr: MR Date: 30 MAR 202C Description.... 5'-0"Max Entry Monument Wall This Wall in File:k:\phx_civil\291015008-shelburne south\design\structures\shelburne entry monume RetainPro(c)1987-2019, Build 11.19.07.30 License:KW-06059108 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To:KIMLEY-HORN AND ASSOCIATES ,LL=O#. Ecc=C 37.WP5 f {Strength-Le•,re I �1# 1 a Hydrostatic F ce cLateral earth premura due to the soil BELOW water table- Project Name/Number:shelburne ent Title Shelburne Entry Monument Pilaster Page: 1 Dsgnr: MR Date: 30 MAR 202C Description.... 6'-4"Max Entry Monument Pilaster This Wall in File:k:\phx_civil\291015008-shelburne south\design\structures\shelburne entry monume RetainPro(c)1987-2019, Build 11.19.07.30 License:KW-06059108 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To:KIMLEY-HORN AND ASSOCIATES Criteria Soil Data Retained Height = 1.17 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 6.33 ft Equivalent Fluid Pressure Method Slope Behind Wall 0.00 Active Heel Pressure - 45.0 psf/ft = Height of Soil over Toe = 14.00 in = Water height over heel = 0.0 ft Passive Pressure = 100.0 psf/ft Soil Density,Heel = 120.00 pcf Soil Density,Toe = 0.00 pcf FootingIlSoil Friction = 0.250 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Load Type = Wind(W) Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem (Service Level) Footing Type Line Load Base Above/Below Soil _ 0.0 ft Axial Dead Load = 649.0 Ibs Wind on Exposed Stem = 37.0 psf at Back of Wall Axial Live Load = 0.0 Ibs (Strength Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Bottom Stem OK Design Height Above Ftg ft= 0.00 Wall Stability Ratios Wall Material Above"Ht" = Masonry Overturning = 4.73 OK Design Method = LRFD Sliding = 2.71 OK Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 1,904 Ibs Rebar Spacing = 16.00 ...resultant ecc. = 0.00 in Rebar Placed at = Center Soil Pressure @ Toe = 519 psf OK Design Data Soil Pressure @ Heel = 519 psf OK + -Totalfb/FB Force 0.333 Allowable = 1,500 psf Total @Section Soil Pressure Less Than Allowable Service Level Ibs= ACI Factored @ Toe = 726 psf Strength Level Ibs= 283.5 ACI Factored @ Heel = 726 psf Moment....Actual Footing Shear @ Toe = 5.5 psi OK Service Level ft-#= Footing Shear @ Heel = 6.4 psi OK Strength Level ft-#= 1,034.5 Allowable = 75.0 psi Moment.....Allowable = 3,360.4 Sliding Calcs Shear.....Actual Lateral Sliding Force 230.8 Ibs Service Level psi= less 100%Passive Force = - 150.0 Ibs Strength Level psi= 3.1 less 100%Friction Force = - 476.0 Ibs Shear.....Allowable psi= 69.7 Added Force Req'd = 0.0 Ibs OK Anet(Masonry) in2= 91.50 ....for 1.5 Stability = 0.0 Ibs OK Rebar Depth 'd' in= 3.75 Masonry Data fm psi= 1,500 Fy psi= 60,000 Vertical component of active lateral soil pressure IS NOT Solid Grouting = Yes considered in the calculation of soil bearing pressures. Modular Ratio'n' = 21.48 Wall Weight psf= 78.0 Load Factors Building Code IBC 2015,ACI Equiv.Solid Thick. in= 7.60 Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = LRFD Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= Seismic,E 1.000 Fy psi= Project Name/Number:shelburne ent Title Shelburne Entry Monument Pilaster Page: 2 Dsgnr: MR Date: 30 MAR 202C Description.... 6'-4"Max Entry Monument Pilaster This Wall in File:k:\phx_civil\291015008-shelburne south\design\structures\shelburne entry monume RetainPro(c)1987-2019, Build 11.19.07.30 License:KW-06059108 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To:KIMLEY-HORN AND ASSOCIATES Footing Data Footing Design Results Toe Width = 1.50ft Toe Heel Heel Width = 2.17 Factored Pressure = 726 726 psf Total Footing Width = 3.67 Mu':Upward = 817 821 ft-# Footing Thickness = 10.00 in Mu':Downward = 437 440 ft-# Mu: Design = 380 -381 ft-# Key Width = 0.00 in Actual 1-Way Shear = 5.50 6.39 psi Key Depth = 0.00 in Allow 1-Way Shear = 40.00 40.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 16.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Footing Torsion,Tu = 0.00 ft-Ibs Cover @ Top 2.00 @ Btm.= 3.00 in Footing Allow.Torsion,phi Tu = 0.00 ft-Ibs If torsion exceeds allowable,provide supplemental design for footing torsion. Other Acceptable Sizes&Spacings Toe: #4@ 11.10 in,#5@ 17.21 in,#6@ 24.43 in,#7@ 33.32 in,#8@ 43.88 in,#9@ 5 Heel: Not req'd:Mu<phi*5'lambda'sgrt(f'c)*Sm Key: No key defined Min footing T&S reinf Area 0.79 in2 Min footing T&S reinf Area per foot 0.22 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in Summary of Overturning & Resisting Forces & Moments .....OVERTURNING.... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# HL Act Pres(ab water tbl) 90.3 0.67 60.3 Soil Over HL (ab.water tbl) 211.1 2.92 616.0 HL Act Pres(be water tbl) Soil Over HL (bel.water tbl) 2.92 616.0 Hydrostatic Force Watre Table Buoyant Force = Sloped Soil Over Heel = Surcharge over Heel = Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 649.0 1.83 1,189.8 Added Lateral Load = Axial Live Load on Stem = Load @ Stem Above Soil = 140.5 5.17 726.3 Soil Over Toe = 0.75 Surcharge Over Toe = Stem Weight(s) = 585.0 1.83 1,072.5 Earth @ Stem Transitions= Total = 230.8 O.T.M. = 786.6 Footing Weight = 458.8 1.84 841.8 Key Weight = Resisting/Overturning Ratio = 4.73 Vert.Component = Vertical Loads used for Soil Pressure 1,903.8 Ibs Total= 1,903.8 Ibs R.M.= 3,720.1 Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Project Name/Number:shelburne ent Title Shelburne Entry Monument Pilaster Page: 3 Dsgnr: MR Date: 30 MAR 202C Description.... 6'-4"Max Entry Monument Pilaster This Wall in File:k:\phx_civil\291015008-shelburne south\design\structures\shelburne entry monume RetainPro(c)1987-2019, Build 11.19.07.30 License:KW-06059108 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To:KIMLEY-HORN AND ASSOCIATES Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.030 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Project Name/Number:shelburne ent Title Shelburne Entry Monument Pilaster Page: 4 Dsgnr: MR Date: 30 MAR 202C Description.... 6'-4"Max Entry Monument Pilaster This Wall in File:k:\phx_civil\291015008-shelburne south\design\structures\shelburne entry monume RetainPro(c)1987-2019, Build 11.19.07.30 License:KW-06059108 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To:KIMLEY-HORN AND ASSOCIATES Solid Grout 1'- :T-'2'-' • #516.in @ Toe Heel Project Name/Number:shelburne ent Title Shelburne Entry Monument Pilaster Page: 5 Dsgnr: MR Date: 30 MAR 202C Description.... 6'-4"Max Entry Monument Pilaster This Wall in File:k:\phx_civil\291015008-shelburne south\design\structures\shelburne entry monume RetainPro(c)1987-2019, Build 11.19.07.30 License:KW-06059108 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To:KIMLEY-HORN AND ASSOCIATES LLB*. E==0 3T.00 psf {Strength-Lev=-I' ?p= 154-.00# �31�# a Hp,drostatic Fcfce ti} uO r~ r~ Lateral earth pressure due tQ the sai I DELCM water table MASONRY WALL AND PILASTERS WITH SEISMIC Project Name/Number:shelburne ent Title Shelburne Entry Monument Wall Page: 1 Dsgnr: MR Date: 30 MAR 202C Description.... 5'-0"Max Entry Monument Wall-Seismic This Wall in File:k:\phx_civil\291015008-shelburne south\design\structures\shelburne entry monume RetainPro(c)1987-2019, Build 11.19.07.30 License:KW-06059108 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To:KIMLEY-HORN AND ASSOCIATES Criteria Soil Data Retained Height = 1.17 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 5.00 ft Equivalent Fluid Pressure Method Slope Behind Wall 0.00 Active Heel Pressure - 45.0 psf/ft = Height of Soil over Toe = 14.00 in = Water height over heel = 0.0 ft Passive Pressure = 100.0 psf/ft Soil Density,Heel = 120.00 pcf Soil Density,Toe = 0.00 pcf FootingIlSoil Friction = 0.250 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Load Type = Wind(W) Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem (Service Level) Footing Type Line Load Base Above/Below Soil _ 0.0 ft Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 649.0 Ibs (Strength Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method :Mononobe-Okabe/Seed-Whitman Kae for seismic earth pressure = 0.351 Added seismic base force 11.7 Ibs Design Kh = 0.121 g Kresc�e iprure = 0.302 = 0.049 Using Mononobe-Okabe/Seed-Whitman procedure Project Name/Number:shelburne ent Title Shelburne Entry Monument Wall Page: 2 Dsgnr: MR Date: 30 MAR 202C Description.... 5'-0"Max Entry Monument Wall-Seismic This Wall in File:k:\phx_civil\291015008-shelburne south\design\structures\shelburne entry monume RetainPro(c)1987-2019, Build 11.19.07.30 License:KW-06059108 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To:KIMLEY-HORN AND ASSOCIATES Design Summary Stem Construction Bottom Stem OK Design Height Above Ftg ft= 0.00 Wall Stability Ratios Wall Material Above"Ht" = Masonry Overturning = 31.47 OK Design Method = LRFD Sliding = 5.88 OK Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 1,800 Ibs Rebar Spacing = 16.00 ...resultant ecc. = 0.00 in Rebar Placed at = Center Soil Pressure @ Toe = 490 psf OK Design Data - Soil Pressure @ Heel = 490 psf OK fb/FB+fa/Fa - 0.033 Allowable = 1,500 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level Ibs= ACI Factored @ Toe = 687 psf Strength Level Ibs= 62.9 ACI Factored @ Heel = 687 psf Moment....Actual Footing Shear @ Toe = 4.9 psi OK Service Level ft-#= Footing Shear @ Heel = 5.8 psi OK Strength Level ft-#= 28.8 Allowable = 75.0 psi Moment.....Allowable = 3,360.4 Sliding Calcs Shear.....Actual Lateral Sliding Force 102.0 Ibs Service Level psi= less 100%Passive Force = - 150.0 Ibs Strength Level psi= 0.7 less 100%Friction Force = - 450.0 Ibs Shear.....Allowable psi= 69.7 Added Force Req'd = 0.0 Ibs OK Anet(Masonry) in2= 91.50 ....for 1.5 Stability = 0.0 Ibs OK Rebar Depth 'd' in= 3.75 Masonry Data fm psi= 1,500 Fy psi= 60,000 Vertical component of active lateral soil pressure IS NOT Solid Grouting = Yes considered in the calculation of soil bearing pressures. Modular Ratio'n' = 21.48 Wall Weight psf= 78.0 Load Factors Building Code IBC 2015,ACI Equiv.Solid Thick. in= 7.60 Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = LRFD Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= Seismic,E 1.000 Fy psi= Project Name/Number:shelburne ent Title Shelburne Entry Monument Wall Page: 3 Dsgnr: MR Date: 30 MAR 202C Description.... 5'-0"Max Entry Monument Wall-Seismic This Wall in File:k:\phx_civil\291015008-shelburne south\design\structures\shelburne entry monume RetainPro(c)1987-2019, Build 11.19.07.30 License:KW-06059108 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To:KIMLEY-HORN AND ASSOCIATES Footing Data Footing Design Results Toe Width = 1.50ft Toe Heel Heel Width = 2.17 Factored Pressure = 687 687 psf Total Footing Width = 3.67 Mu':Upward = 773 776 ft-# Footing Thickness = 10.00 in Mu':Downward = 437 440 ft-# Mu: Design = 335 -336 ft-# Key Width = 0.00 in Actual 1-Way Shear = 4.89 5.77 psi Key Depth = 0.00 in Allow 1-Way Shear = 40.00 40.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 16.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Footing Torsion,Tu = 0.00 ft-Ibs Cover @ Top 2.00 @ Btm.= 3.00 in Footing Allow.Torsion,phi Tu = 0.00 ft-Ibs If torsion exceeds allowable,provide supplemental design for footing torsion. Other Acceptable Sizes&Spacings Toe: #4@ 11.10 in,#5@ 17.21 in,#6@ 24.43 in,#7@ 33.32 in,#8@ 43.88 in,#9@ 5 Heel: Not req'd:Mu<phi*5'lambda'sgrt(f'c)*Sm Key: No key defined Min footing T&S reinf Area 0.79 in2 Min footing T&S reinf Area per foot 0.22 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in Summary of Overturning & Resisting Forces & Moments .....OVERTURNING.... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# HL Act Pres(ab water tbl) 90.3 0.67 60.3 Soil Over HL (ab.water tbl) 211.1 2.92 616.0 HL Act Pres(be water tbl) Soil Over HL (bel.water tbl) 2.92 616.0 Hydrostatic Force Watre Table Buoyant Force = Sloped Soil Over Heel = Surcharge over Heel = Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 649.0 1.83 Added Lateral Load = Axial Live Load on Stem = 649.0 1.83 1,189.8 Load @ Stem Above Soil = Soil Over Toe = 0.75 Seismic Earth Load = 11.7 1.20 14.1 Surcharge Over Toe = Stem Weight(s) = 481.3 1.83 882.3 Earth @ Stem Transitions= Total = 102.0 O.T.M. = 74.4 Footing Weight = 458.8 1.84 841.8 Key Weight = Resisting/Overturning Ratio = 31.47 Vert.Component = Vertical Loads used for Soil Pressure 1,800.1 Ibs Total= 1,800.1 Ibs R.M.= 2,340.1 Axial live load NOT included in total displayed,or used for overturning If seismic is included,the OTM and sliding ratios resistance,but is included for soil pressure calculation. may be 1.1 per section 1807.2.3 of IBC. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Project Name/Number:shelburne ent Title Shelburne Entry Monument Wall Page: 4 Dsgnr: MR Date: 30 MAR 202C Description.... 5'-0"Max Entry Monument Wall-Seismic This Wall in File:k:\phx_civil\291015008-shelburne south\design\structures\shelburne entry monume RetainPro(c)1987-2019, Build 11.19.07.30 License:KW-06059108 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To:KIMLEY-HORN AND ASSOCIATES Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.030 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Project Name/Number:shelburne ent Title Shelburne Entry Monument Wall Page: 5 Dsgnr: MR Date: 30 MAR 202C Description.... 5'-0"Max Entry Monument Wall-Seismic This Wall in File:k:\phx_civil\291015008-shelburne south\design\structures\shelburne entry monume RetainPro(c)1987-2019, Build 11.19.07.30 License:KW-06059108 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To:KIMLEY-HORN AND ASSOCIATES 8 --KY#5 1 B.' Solid Grout T-2" • 2 #5@16.in ' Toe @ Heel Project Name/Number:shelburne ent Title Shelburne Entry Monument Wall Page: E Dsgnr: MR Date: 30 MAR 202C Description.... 5'-0"Max Entry Monument Wall-Seismic This Wall in File:k:\phx_civil\291015008-shelburne south\design\structures\shelburne entry monume RetainPro(c)1987-2019, Build 11.19.07.30 License:KW-06059108 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To:KIMLEY-HORN AND ASSOCIATES DL=0 ,LL=G4D#,Ecc,=Q" Fc= 1Eu.00= 90# 12# a a � Hpdrastatrc F07� Lateral earth pressure due to the soil HELL W water tables Seismic lateral earth pressu-re Project Name/Number:shelburne ent Title Shelburne Entry Monument Pilaster Page: 1 Dsgnr: MR Date: 30 MAR 202C Description.... 6'-4"Max Entry Monument Pilaster-Seismic This Wall in File:k:\phx_civil\291015008-shelburne south\design\structures\shelburne entry monume RetainPro(c)1987-2019, Build 11.19.07.30 License:KW-06059108 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To:KIMLEY-HORN AND ASSOCIATES Criteria Soil Data Retained Height = 1.17 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 6.33 ft Equivalent Fluid Pressure Method Slope Behind Wall 0.00 Active Heel Pressure - 45.0 psf/ft = Height of Soil over Toe = 14.00 in = Water height over heel = 0.0 ft Passive Pressure = 100.0 psf/ft Soil Density,Heel = 120.00 pcf Soil Density,Toe = 0.00 pcf FootingIlSoil Friction = 0.250 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Load Type = Wind(W) Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem (Service Level) Footing Type Line Load Base Above/Below Soil _ 0.0 ft Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 649.0 Ibs (Strength Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method :Mononobe-Okabe/Seed-Whitman Kae for seismic earth pressure = 0.351 Added seismic base force 11.7 Ibs Design Kh = 0.121 g Kres�Y �c�e iprure = 0.302 = 0.049 Using Mononobe-Okabe/Seed-Whitman procedure Project Name/Number:shelburne ent Title Shelburne Entry Monument Pilaster Page: 2 Dsgnr: MR Date: 30 MAR 202C Description.... 6'-4"Max Entry Monument Pilaster-Seismic This Wall in File:k:\phx_civil\291015008-shelburne south\design\structures\shelburne entry monume RetainPro(c)1987-2019, Build 11.19.07.30 License:KW-06059108 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To:KIMLEY-HORN AND ASSOCIATES Design Summary Stem Construction Bottom Stem OK Design Height Above Ftg ft= 0.00 Wall Stability Ratios Wall Material Above"Ht" = Masonry Overturning = 34.03 OK Design Method = LRFD Sliding = 6.14 OK Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 1,904 Ibs Rebar Spacing = 16.00 ...resultant ecc. = 0.00 in Rebar Placed at = Center Soil Pressure @ Toe = 519 psf OK Design Data - Soil Pressure @ Heel = 519 psf OK Totalfb/FB+Force - 0.038 Allowable = 1,500 psf Total Force @Section Soil Pressure Less Than Allowable Service Level Ibs= ACI Factored @ Toe = 726 psf Strength Level Ibs= 62.9 ACI Factored @ Heel = 726 psf Moment....Actual Footing Shear @ Toe = 5.5 psi OK Service Level ft-#= Footing Shear @ Heel = 6.4 psi OK Strength Level ft-#= 28.8 Allowable = 75.0 psi Moment.....Allowable = 3,360.4 Sliding Calcs Shear.....Actual Lateral Sliding Force 102.0 Ibs Service Level psi= less 100%Passive Force = - 150.0 Ibs Strength Level psi= 0.7 less 100%Friction Force = - 476.0 Ibs Shear.....Allowable psi= 69.7 Added Force Req'd = 0.0 Ibs OK Anet(Masonry) in2= 91.50 ....for 1.5 Stability = 0.0 Ibs OK Rebar Depth 'd' in= 3.75 Masonry Data fm psi= 1,500 Fy psi= 60,000 Vertical component of active lateral soil pressure IS NOT Solid Grouting = Yes considered in the calculation of soil bearing pressures. Modular Ratio'n' = 21.48 Wall Weight psf= 78.0 Load Factors Building Code IBC 2015,ACI Equiv.Solid Thick. in= 7.60 Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = LRFD Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= Seismic,E 1.000 Fy psi= Project Name/Number:shelburne ent Title Shelburne Entry Monument Pilaster Page: 3 Dsgnr: MR Date: 30 MAR 202C Description.... 6'-4"Max Entry Monument Pilaster-Seismic This Wall in File:k:\phx_civil\291015008-shelburne south\design\structures\shelburne entry monume RetainPro(c)1987-2019, Build 11.19.07.30 License:KW-06059108 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To:KIMLEY-HORN AND ASSOCIATES Footing Data Footing Design Results Toe Width = 1.50ft Toe Heel Heel Width = 2.17 Factored Pressure = 726 726 psf Total Footing Width = 3.67 Mu':Upward = 817 821 ft-# Footing Thickness = 10.00 in Mu':Downward = 437 440 ft-# Mu: Design = 380 -381 ft-# Key Width = 0.00 in Actual 1-Way Shear = 5.50 6.39 psi Key Depth = 0.00 in Allow 1-Way Shear = 40.00 40.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 16.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Footing Torsion,Tu = 0.00 ft-Ibs Cover @ Top 2.00 @ Btm.= 3.00 in Footing Allow.Torsion,phi Tu = 0.00 ft-Ibs If torsion exceeds allowable,provide supplemental design for footing torsion. Other Acceptable Sizes&Spacings Toe: #4@ 11.10 in,#5@ 17.21 in,#6@ 24.43 in,#7@ 33.32 in,#8@ 43.88 in,#9@ 5 Heel: Not req'd:Mu<phi*5'lambda'sgrt(f'c)*Sm Key: No key defined Min footing T&S reinf Area 0.79 in2 Min footing T&S reinf Area per foot 0.22 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in Summary of Overturning & Resisting Forces & Moments .....OVERTURNING.... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# HL Act Pres(ab water tbl) 90.3 0.67 60.3 Soil Over HL (ab.water tbl) 211.1 2.92 616.0 HL Act Pres(be water tbl) Soil Over HL (bel.water tbl) 2.92 616.0 Hydrostatic Force Watre Table Buoyant Force = Sloped Soil Over Heel = Surcharge over Heel = Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 649.0 1.83 Added Lateral Load = Axial Live Load on Stem = 649.0 1.83 1,189.8 Load @ Stem Above Soil = Soil Over Toe = 0.75 Seismic Earth Load = 11.7 1.20 14.1 Surcharge Over Toe = Stem Weight(s) = 585.0 1.83 1,072.5 Earth @ Stem Transitions= Total = 102.0 O.T.M. = 74.4 Footing Weight = 458.8 1.84 841.8 Key Weight = Resisting/Overturning Ratio = 34.03 Vert.Component = Vertical Loads used for Soil Pressure 1,903.8 Ibs Total= 1,903.8 Ibs R.M.= 2,530.3 Axial live load NOT included in total displayed,or used for overturning If seismic is included,the OTM and sliding ratios resistance,but is included for soil pressure calculation. may be 1.1 per section 1807.2.3 of IBC. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Project Name/Number:shelburne ent Title Shelburne Entry Monument Pilaster Page: 4 Dsgnr: MR Date: 30 MAR 202C Description.... 6'-4"Max Entry Monument Pilaster-Seismic This Wall in File:k:\phx_civil\291015008-shelburne south\design\structures\shelburne entry monume RetainPro(c)1987-2019, Build 11.19.07.30 License:KW-06059108 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To:KIMLEY-HORN AND ASSOCIATES Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.030 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Project Name/Number:shelburne ent Title Shelburne Entry Monument Pilaster Page: 5 Dsgnr: MR Date: 30 MAR 202C Description.... 6'-4"Max Entry Monument Pilaster-Seismic This Wall in File:k:\phx_civil\291015008-shelburne south\design\structures\shelburne entry monume RetainPro(c)1987-2019, Build 11.19.07.30 License:KW-06059108 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To:KIMLEY-HORN AND ASSOCIATES Solid Grout 1'- 1. 2.. • #516.in @ Toe Heel Project Name/Number:shelburne ent Title Shelburne Entry Monument Pilaster Page: E Dsgnr: MR Date: 30 MAR 202C Description.... 6'-4"Max Entry Monument Pilaster-Seismic This Wall in File:k:\phx_civil\291015008-shelburne south\design\structures\shelburne entry monume RetainPro(c)1987-2019, Build 11.19.07.30 License:KW-06059108 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To:KIMLEY-HORN AND ASSOCIATES DL= ,LL=549*, E 0 Fr= 1E3.03= 9t7# 12# a Hydrostati c Force r r~ Lateral$arth pressure due to the sai1 8ELCVi wataTtatile L' Lo 5aismia lateral earth pramuire APPENDIX CITY OF MERIDIAN DESIGN CRITERIA E IDIAN - Building Services DAH Meridian City Hall, Suite 102 33 E. Broadway Avenue Community Development Meridian, Idaho 83642 Department Adopted Codes: 2015 International Building Code (IBC) 2015 International Fire Code (IFC) 2012 International Residential Code (IRC) 2015 International Energy Conservation Code (IECC) w/2012 Amendments for Residential portion 2012 International Mechanical Code (IMC) 2012 International Fuel & Gas Code (IFGC) 2017 Idaho State Plumbing Code (ISPC) 2017 National Electrical Code (NEC) * All codes listed are effective January 1, 2018 (local amendments also apply) General Design Guidelines- if the information is not found below, refer to the adopted codes stated above for proper design methods to meet minimum compliance. Snow Load - Ground snow loads =20 psf and also determined by section 7, of ASCE 7, however the design roof load shall not be less than a uniform snow load of 25 psf Floor Loads - live load 40 psf, dead load 20 psf/total 60 psf or ASCE 7, Table 4-1 for conditions that would require a greater load Lateral Loads - ASCE 7 and adopted IBC. Geotechnical report required Wind - 115 mph risk occupancy II or less; 120 mph for risk occupancy III, or greater Soil Properties - Geotechnical report required for structures in seismic design Frost line - 24 inches Weathering - severe Exposure - B Termite - slight to moderate Decay - slight to none Winter Design Temperature - 10 degrees (f). Annual Mean Temperature- 51.1 Floodplain Ordinance - FIRM 2003 in effect(flood insurance rate maps) Air Freezing Index - 294 (National Climatic Data Center) Ph: 208.887.2211 • www.meridiancity.ora • Fax 208.887.1297 Rev:12/2017 SEISMIC DESIGN VALUES 4/3/2020 U.S.Seismic Design Maps �GNEf S OSHPD U®O Meridian, ID, USA Latitude, Longitude: 43.6121087, -116.3915131 Meridian Elementary School 19 Boys & Girls Club of Ada F state Ave County- Meridian Unit 19 El Tenamp W Pine Ave E Pine Ave E Pine Ave m Cn W Deja Brew Laugh A Latte The Original Sunrise Cafe 9 µ 19 Caleb's Chopshop The Processing Bar Salon 19GvOgle Map data 02020 Date 4/3/2020,7:22:51 AM Design Code Reference Document ASCE7-16 Risk Category I Site Class D-Default(See Section 11.4.3) Type Value Description SS 0.29 MCER ground motion.(for 0.2 second period) St 0.106 MCER ground motion.(for 1.0s period) SMS 0.455 Site-modified spectral acceleration value SM1 0.252 Site-modified spectral acceleration value SIDS 0.303 Numeric seismic design value at 0.2 second SA SIDt 0.168 Numeric seismic design value at 1.0 second SA Type Value Description SDC C Seismic design category Fa 1.568 Site amplification factor at 0.2 second Fv 2.389 Site amplification factor at 1.0 second PGA 0.128 MCEG peak ground acceleration FPGA 1.544 Site amplification factor at PGA PGAM 0.198 Site modified peak ground acceleration TL 6 Long-period transition period in seconds SsRT 0.29 Probabilistic risk-targeted ground motion.(0.2 second) SsUH 0.319 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration SsD 1.5 Factored deterministic acceleration value.(0.2 second) S1 RT 0.106 Probabilistic risk-targeted ground motion.(1.0 second) S1 UH 0.115 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration. S1 D 0.6 Factored deterministic acceleration value.(1.0 second) PGAd 0.5 Factored deterministic acceleration value.(Peak Ground Acceleration) CRS 0.908 Mapped value of the risk coefficient at short periods CR1 0.918 Mapped value of the risk coefficient at a period of 1 s https://seismicmaps.org 1/2 4/3/2020 U.S.Seismic Design Maps DISCLAIMER While the information presented on this website is believed to be correct,SEAOC/OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.SEAOC/OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals,having experience and knowledge in the field of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website.Users of the information from this website assume all liability arising from such use.Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website. https:Hseismicmaps.org 2/2 IBC SOIL LOADING STRUCTURAL DESIGN TABLE 1609.6.2-continued NET PRESSURE COEFFICIENTS,Cnet a,b STRUCTURE OR DESCRIPTION Cne1 FACTOR PART THEREOF 20 square feet or less -0.92 -1.23 4.Components and clad- Negative 500 square feet or more -0.75 -1.06 ding not in areas of discon- Parapet Walls tinuity-walls and parapets Positive 2.87 3.19 Negative -1.68 -2.00 Wall elements:h<_60 feet(Zone 5)ASCE 7 Figure 30.4-1 Enclosed Partially enclosed Positive 10 square feet or less 1.00 1.32 500 square feet or more 0.75 1.06 Negative 10 square feet or less -1.34 -1.66 500 square feet or more -0.83 -1.15 5.Components and Wall elements:h>60 feet(Zone 5)See ASCE 7 Figure 30.6-1 Zone 4 cladding in areas of discontinuity-walls and Positive 20 square feet or less 0.92 1.23 parapets 500 square feet or more 0.66 0.98 Negative 20 square feet or less -1.68 -2.00 500 square feet or more -1.00 -1.32 Parapet walls Positive 3.64 3.95 Negative -2.45 -2.76 For SI: 1 foot=304.8 mm,1 square foot=0.0929m2,1 degree=0.0175 rad. a. Linear interpolation between values in the table is permitted. b. Some C er values have been grouped together.Less conservative results may be obtained by applying ASCE 7 provisions. TABLE 1610.1 LATERAL SOIL LOAD DESIGN LATERAL SOIL LOAD' DESCRIPTION OF BACKFILL MATERIAL` UNIFIED SOIL (pound per square foot per foot of depth) CLASSIFICATION Active pressure At-rest pressure Well-graded,clean gravels;gravel-sand mixes GW 30 60 Poorly graded clean gravels;gravel-sand mixes GP 30 60 Silty gravels,poorly graded gravel-sand mixes GM 40 60 Clayey gravels,poorly graded gravel-and-clay mixes GC 45 60 Well-graded,clean sands;gravelly sand mixes SW 30 60 Poorly graded clean sands;sand-gravel mixes SP 30 60 Silty sands,poorly graded sand-silt mixes SM 45 60 Sand-silt clay mix with plastic fines SM-SC 45 100 Clayey sands,poorly graded sand-clay mixes SC 60 100 Inorganic silts and clayey silts ML 45 100 Mixture of inorganic silt and clay ML-CL 60 100 Inorganic clays of low to medium plasticity CL 60 100 Organic silts and silt clays,low plasticity OL Note b Note b Inorganic clayey silts,elastic silts MH Note b Note b Inorganic clays of high plasticity CH Note b Note b Organic clays and silty clays OH Note b Note b For SI: 1 pound per square foot per foot of depth=0.157 kPa/m,1 foot=304.8 mm. a. Design lateral soil loads are given for moist conditions for the specified soils at their optimum densities.Actual field conditions shall govern.Submerged or saturated soil pressures shall include the weight of the buoyant soil plus the hydrostatic loads. b. Unsuitable as backfill material. c. The definition and classification of soil materials shall be in accordance with ASTM D2487. 2015 INTERNATIONAL BUILDING CODE® 379 Copyright to,or licensed by,ICC(ALL RIGHTS RESERVED);accessed by Jason Manners on Aug 11,2015 1:27:14 PM pursuant to License Agreement.No further reproductions authorized. SOILS AND FOUNDATIONS basic load combinations of Section 1605.3.2 that include motion at the ground surface due to short-term lateral wind or earthquake loads. loads shall be permitted to be designed using lateral bear- 1806.2 Presumptive load-bearing values. The load-bearing ing pressures equal to two times the tabular values. values used in design for supporting soils near the surface shall not exceed the values specified in Table 1806.2 unless SECTION 1807 data to substantiate the use of higher values are submitted and FOUNDATION WALLS, RETAINING WALLS AND approved.Where the building official has reason to doubt the EMBEDDED POSTS AND POLES classification, strength or compressibility of the soil, the requirements of Section 1803.5.2 shall be satisfied. 1807.1 Foundation walls. Foundation walls shall be Presumptive load-bearing values shall apply to materials designed and constructed in accordance with Sections with similar physical characteristics and dispositions. Mud, 1807.1.1 through 1807.1.6. Foundation walls shall be sup- organic silt,organic clays,peat or unprepared fill shall not be ported by foundations designed in accordance with Section assumed to have a presumptive load-bearing capacity unless 1808. data to substantiate the use of such a value are submitted. 1807.1.1 Design lateral soil loads.Foundation walls shall Exception: A presumptive load-bearing capacity shall be be designed for the lateral soil loads set forth in Section permitted to be used where the building official deems the 1610. load-bearing capacity of mud, organic silt or unprepared 1807.1.2 Unbalanced backfill height. Unbalanced back- fill is adequate for the support of lightweight or temporary fill height is the difference in height between the exterior structures. finish ground level and the lower of the top of the concrete 1806.3 Lateral load resistance.Where the presumptive val- footing that supports the foundation wall or the interior ues of Table 1806.2 are used to determine resistance to lateral finish ground level. Where an interior concrete slab on loads, the calculations shall be in accordance with Sections grade is provided and is in contact with the interior surface 1806.3.1 through 1806.3.4. of the foundation wall,the unbalanced backfill height shall be permitted to be measured from the exterior finish 1806.3.1 Combined resistance.The total resistance to lat- ground level to the top of the interior concrete slab. eral loads shall be permitted to be determined by combin- 1807.1.3 Rubble stone foundation walls. Foundation ing the values derived from the lateral bearing pressure walls of rough or random rubble stone shall not be less and the lateral sliding resistance specified in Table 1806.2. than 16 inches (406 mm)thick. Rubble stone shall not be 1806.3.2 Lateral sliding resistance limit.For clay,sandy used for foundation walls of structures assigned to Seismic clay, silty clay, clayey silt, silt and sandy silt, in no case Design Category C,D,E or F. shall the lateral sliding resistance exceed one-half the dead 1807.1.4 Permanent wood foundation systems. Perma- load. nent wood foundation systems shall be designed and 1806.3.3 Increase for depth. The lateral bearing pres- installed in accordance with AWC PWF. Lumber and ply- sures specified in Table 1806.2 shall be permitted to be wood shall be treated in accordance with AWPA U1 increased by the tabular value for each additional foot(305 (Commodity Specification A, Use Category 413 and Sec- min)of depth to a maximum of 15 times the tabular value. tion 5.2)and shall be identified in accordance with Section 1806.3.4 Increase for poles. Isolated poles for uses such 2303.1.9.1. as flagpoles or signs and poles used to support buildings that are not adversely affected by a 1/2-inch (12.7 mm) TABLE 1806.2 PRESUMPTIVE LOAD-BEARING VALUES VERTICAL FOUNDATION LATERAL BEARING LATERAL SLIDING RESISTANCE CLASS OF MATERIALS PRESSURE(psf) PRESSURE(psf/ft below natural grade) Coefficient of frictions Cohesion(psf)" 1.Crystalline bedrock 12,000 1,200 0.70 — 2.Sedimentary and foliated rock 4,000 400 0.35 3.Sandy gravel and/or gravel(GW 31000 200 0.35 and GP) 4.Sand,silty sand,clayey sand, silty gravel and clayey gravel 2,000 150 0.25 (SW,SP,SM,SC,GM and GC) 5.Clay,sandy clay,silty clay, clayey silt,silt and sandy silt 1,500 100 130 (CL,NIL,MH and CH) For SI: 1 pound per square foot=0.0479kPa,1 pound per square foot per foot=0.157 kPa/m. a. Coefficient to be multiplied by the dead load. b. Cohesion value to be multiplied by the contact area,as limited by Section 1806.3.2. 422 2015 INTERNATIONAL BUILDING CODE® Copyright to,or licensed by,ICC(ALL RIGHTS RESERVED);accessed by Jason Manners on Aug 11,2015 1:27:14 PM pursuant to License Agreement.No further reproductions authorized. TITEN SCREW DESIGN INFORMATION Simpson Strong-Tie"Anchoring and Fastening Systems for Concrete and Masonry Titen° Concrete and Masonry Screw , . Blue Titen® Product Data(3/16" diameter) Blue Titen®Product Data(1/4" diameter) size Drill Bit 0 tity Drill Bit Diameter Diameter (in.) ic� . (in.) 3/16 x 1 Ya TTN18114H 1600 1 1/a x 11/a TTN25114H 1600 3/16 x 13/a TTN18134H 500 1/a x 13/a TTN25134H 500 3/16 x 21/a TTN18214H 500 1/a x 21/a TTN25214H 500 3/16 x 23/a TTN18234H 5/s2 100 500 1/a x 23/a TTN25234H 500 3/16 x 31/a TTN18314H 400 1/a x 31/a TTN25314H 3/16 100 400 3/16 x 33/a TTN18334H 400 1/a x 33/a TTN25334H 400 3/16 x 4 TTN18400H 400 1 1/a x 4 TTN25400H 400 3/16 x 11/a TTN18114PF 1600 1/a x 5 TTN25500H 400 3/16 x 13/a TTN18134PF 500 1/a x 6 TTN25600H 400 Cn 3/16 x 21/a TTN18214PF 500 1/a x 11/a TTN25114PF 1600 0� /i 3s x 2/a 3 TTN18234PF /8 5z 100 500 1/a x 13/a TTN25134PF 500 C_ 3/16 x 31/a TTN18314PF 400 1/a x 21/a TTN25214PF 500 U 3/16 x 33/a TTN18334PF 400 1/a x 23/a TTN25234PF 500 3/16 x 4 TTN1840OPF 400 1/a x 31/a TTN25314PF 3/16 100 400 Q 1.H Suffix:Hex-Head,PF Suffix:Phillips Flat-Head. 1/a x 33/a TTN25334PF 400 1/a x 4 TTN2540OPF 400 1/a x 5 TTN2550OPF 400 V 1/a x 6 TTN2560OPF 400 7 1.H Suffix:Hex-Head,PF Suffix:Phillips Flat-Head. V White Titen° Product Data(Phillips Flat-Head) Q Drill BitQuantitysize (i n.) Model No. Diameter Box' carton 3/16 x 1 1/4 TTNW18114PF 1600 Titen®Allowable Tension and Shear Loads in Face Shell of 3/, s x 13/a TTNW18134PF 500 Hollow and Grout-Filled CMU 3/16 x 21/a TTNW18214PF 500 3/16 x 23/a TTNW18234PF 5/az 100 500 Values for 6"or 8"Lightweight, 3/16 x 31/a TTNW18314PF 400 11111EMEOWIFFUM •' ' ' • ' 3/16 x 33/a TTNW18334PF 400 •• •i 1/4x 11/a TTNW25114PF 00 11/4x 13/a TTNW25134PF 5 500 � 1/a x 21/a TTNW25214PF 500 3/16 1 21/a 1 1/8 542 110 1,016 205 1/a x 23/a TTNW25234PF 3/s 100 500 (4.8) 5/ 1 (25.4) (57.2) (28.6) (2.4) (0.5) (4.5) (0.9) 1/a x 3 Ya TTNW25314PF 400 +/4 1 3 11/2 740 150 15242 250 0 1/ax33/a TTNW25334PF 400 (6.4) 3/'s (25.4) (76.2) (38.1) (3.3) (0.7) (5.5) (1.1) } 1.The tabulated allowable loads are based on a safety factor of 5.0. a 2.Maximum anchor embedment is 1 1/z"(38.1 mm). o 0 w F Titen°Allowable Tension and Shear Loads ® � 0 in Normal-Weight Concrete cl Z Tension Load 0 og CO l „ rrr rrr rrr psi 1110 Pik ' ' ' ' ' ' o 3/16 1 21/4 11/8 500 125 640 160 1,020 255 (4.8) 5/8z (25.4) (57.2) (28.6) (2.2) (0.6) (2.8) (0.7) (4.5) (1.1) a U 3/18 11/z 21/4 11/8 15220 305 15850 460 1,670 400 (4.8) 5/ (38.1) (57.2) (28.6) (5.4) (1.4) (8.2) (2.0) (7.4) (1.888) 1/4 1 3 11/2 580 145 726 180 900 225 (6.4) 3/'s (25.4) (76.2) (38.1) (2.6) (0.6) (3.2) (0.8) (4.0) (1.0) 1/a 3 11/z 3 11/z 1,460 365 2'006 500 1,600 400 (6.4) /,s (38.1) (76.2) (38.1) (6.5) (1.6) (8.9) (2.2) (7.1) (1.8) 1.Maximum anchor embedment is 1 1/2"(38.1 mm). 2.Concrete must be minimum 1.5 x embedment. See page 12 for an explanation of the load table icons. 204 GEOTECHNICAL REPORT Construction Materials Testing &Special Inspection ALLWEBT Geotechnical Engineering Environmental Consulting Test!i n g & Engineering Non-Destructive Testing � Welder Certification March 4, 2019 Randal S. Clarno Shelburne Properties, LLC c/o Jesus Tovar Criterion Land Management, LLC 7440 East Pinnacle Peak Road, Suite 142 Scottsdale, Arizona 85255 is@criterionland.com RE: Geotechnical Evaluation Shelburne South East Amity Road Meridian, Idaho ALLWEST Project No. 519-052G Mr. Clarno: ALLWEST Testing & Engineering, Inc. (ALLWEST) has completed the authorized geotechnical evaluation for the Shelburne South development in Meridian, Idaho. The purpose of this evaluation was to characterize subsurface soil conditions at the site and provide geotechnical recommendations to assist planning, design and construction of the proposed development. The attached report presents the results of our field evaluation, laboratory testing, and our recommendations. We appreciate the opportunity to be of service to Shelburne Properties, LLC. If you have any questions or need additional information, please do not hesitate to call us at (208) 895-7898. Sincerely, ALLWEST Testing & Engin , e ,3 9 14253 Adrian Mascorro, P.E. o Area / Engineering Manager �OF Iov, N+WA 255 North Linder Road, Ste. 100, Meridian, ID 83642 Phone: (208) 895-7898 + Fax: (208) 898-3959 Hayden, ID . Lewiston, ID • Meridian, ID • Spokane Valley, WA www.allwesttesting.com GEOTECHNICAL EVALUATION SHELBURNE SOUTH MERIDIAN, IDAHO ALLWEST PROJECT NO. 519-052G March 4, 2019 Prepared for: Randal S. Clarno Shelburne Properties c/o Jesus Tovar Criterion Land Management, LLC 7440 East Pinnacle Peak Road, Suite 142 Scottsdale, Arizona Prepared By: ALLWEST Testing & Engineering, Inc. 255 North Linder Road, Suite 100 Meridian, Idaho 83642 Al LWEST Testing & Engineering WWW.ALLWESTTESTING.COM TABLE OF CONTENTS ALLWEST Project No. 519-052G Shelburne South Meridian, Idaho Page 1.0 SCOPE OF SERVICES ........................................................................................ 1 2.0 PROJECT UNDERSTANDING.............................................................................2 3.0 EVALUATION PROCEDURES ............................................................................2 4.0 SITE CONDITIONS ..............................................................................................2 4.1 General Geologic Conditions.............................................................................2 4.2 General Soil Conditions.....................................................................................2 5.0 EXPLORATION AND SAMPLING .......................................................................3 5.1 Subsurface Soil Conditions ............................................................................... 3 5.2 Subsurface Water..............................................................................................4 6.0 LABORATORY TESTING ....................................................................................4 7.0 CONCLUSIONS AND RECOMMENDATIONS ....................................................4 7.1 Planning Considerations ...................................................................................4 7.2 Site Grading ...................................................................................................... 5 7.3 Site Preparation................................................................................................. 5 7.4 Subgrade Stabilization ...................................................................................... 5 7.5 Excavation......................................................................................................... 6 7.6 Materials............................................................................................................ 6 7.7 Fill Placement and Compaction......................................................................... 7 7.8 Utility Trenches.................................................................................................. 7 7.9 Wet Weather Construction ................................................................................ 8 7.10 Cold Weather Construction ............................................................................. 8 7.11 Stormwater Disposal ....................................................................................... 8 7.12 Asphalt Pavement ........................................................................................... 9 8.0 ADDITIONAL RECOMMENDED SERVICES..................................................... 10 9.0 EVALUATION LIMITATIONS............................................................................. 10 Appendix A— Site Vicinity Map, Exploration Location Plan Appendix B —Test Pit Logs, Unified Soil Classification System Appendix C — Laboratory Test Results Construction Materials Testing &Special Inspection ALLWEST Geotechnical Engineering Testing & Engineering Environmental Consulting Non-Destructive Testing Welder Certification Geotechnical Evaluation Shelburne South Meridian, Idaho ALLWEST Testing & Engineering, Inc. (ALLWEST) has completed the authorized geotechnical evaluation for the proposed Shelburne South development located in Meridian, Idaho. The general location of the site is shown on Figure 1 — Site Vicinity Map in Appendix A of this report. The purpose of this evaluation was to identify subsurface soil conditions at the site to provide opinions and recommendations with respect to the proposed construction, relative to earthwork, utility construction, asphalt pavements, and stormwater disposal. This report details the results of the field evaluation and presents our recommendations to assist planning, design and construction. 1.0 SCOPE OF SERVICES To complete our evaluation, we accomplished the following scope of services: 1) Performed a site visit to observe site accessibility and to pre-mark exploration locations to assist the utility notification company. Notified Idaho Digline to Pre- mark underground utilities prior to our exploration. 2) Subcontracted a backhoe and operator to observe the excavation of 9 exploratory test pits on February 6, 2019. We visually described and classified soils observed within the test pits referencing the Unified Soil Classification System (USCS), and we logged the subsurface profiles. We obtained select disturbed samples of the soils encountered within the test pits for laboratory testing. 3) Performed a field seepage test within 6 test pits, and installed PVC pipes within 6 select test pits, for potential future groundwater monitoring. 4) Performed laboratory tests on select soil samples to assess some of the soil engineering properties and characteristics. 5) Reviewed the results of the field evaluation and laboratory testing with respect to the proposed construction. 6) Performed engineering analyses and prepared recommendations to assist project planning, design and construction. 7) Prepared this report. We provided our services in general accordance with our geotechnical proposal 519- 052P dated January 15, 2019. Construction Materials Testing &Special Inspection ALLWEST Geotechnical Engineering Testing & Engineering Environmental Consulting Non-Destructive Testing Welder Certification Geotechnical Evaluation ALLWEST Project No. 519-052G Shelburne South Page 2 Meridian, Idaho 2.0 PROJECT UNDERSTANDING Based on our communication with you and review of the Conceptual Layout prepared by T-O Engineers (dated September 24, 2018), we understand plans consist of an approximate 19 acres residential development with associated infrastructure, stormwater disposal facilities, and asphalt-paved roadways. We did not review a preliminary grading plan for the site, but we anticipate cut and fill for the site to be 2 feet or less. An existing house residence with associated outbuilding (Williams lot) exists along the northwest portion of the site. The residence will remain and be a part of the overall subdivision development. The existing residence and outbuildings located along the south edge of the site will be demolished as part of the development. 3.0 EVALUATION PROCEDURES To complete this evaluation, we observed the excavation of 9 total test pits utilizing a Case 580C excavator with a 3-foot-wide bucket. We obtained select soil samples for laboratory testing, and installed slotted PVC pipes within select test pits for future groundwater monitoring. The approximate locations of the test pits are shown on Figure A-2 — Exploration Location Plan in Appendix A. 4.0 SITE CONDITIONS At the time of our field exploration, the site was undeveloped and contained surficial grasses and vegetation. The site sloped down from south to north. Multiple existing small ditches traversed the site. The site is bordered by undeveloped land to the west, East Amity Road to the south, undeveloped land to the east, the Tenmile Feeder Canal to the northeast, and undeveloped land to the north. 4.1 General Geologic Conditions The geologic conditions at the site are mapped as Gravel of Gowen Terrace consisting of sandy pebble and cobble gravel, on the "Geologic Map of the Boise Valley and Adjoining Area, Western Snake River Plain, Idaho", prepared by Othberg and Stanford, 1992. 4.2 General Soil Conditions The USDA Natural Resources Conservation Service (NRCS) has mapped the soil on the property as Aquic Torriorthents, Elijah silt loam, and Pipeline silt loam. The parent materials are mixed alluvium, lacustrine deposits and/or loess, silty alluvium and/or loess over sandy alluvium. The soils encountered in the test pits are generally consistent with the NRCS and geologic mapping. Construction Materials Testing &Special Inspection ALLWEST Geotechnical Engineering Testing & Engineering Environmental Consulting Non-Destructive Testing Welder Certification Geotechnical Evaluation ALLWEST Project No. 519-052G Shelburne South Page 3 Meridian, Idaho 5.0 EXPLORATION AND SAMPLING We observed the excavation of 9 total test pits at the approximate locations shown on Figure A-2 — Exploration Location Plan. We visually described, classified and logged the soil conditions observed in the test pits in general accordance with ASTM D 2487 and D 2488. We obtained disturbed soil samples from exploration locations. We also installed slotted PVC pipes within 6 select test pits for future groundwater monitoring. At the conclusion of the field evaluation, the test pits were loosely backfilled with excavated soil to approximate ground surface elevations. The backfill will densify with time. If test pits are located below proposed structure, pavement or flatwork areas, the backfill should be re-excavated and compacted to a minimum of 95 percent of the maximum dry density as determined by ASTM D 1557 (modified Proctor). 5.1 Subsurface Soil Conditions The site typically contains 6 inches of surface roots and vegetation. The majority of the site consists of surficial lean clay soils, overlying silty and sandy soils, which overly gravel, sand, and silt soils. Specific descriptions of the soil types observed during our field exploration follow: Lean clay with sand (native) — At the ground surface, with exception of test pits TP-6 and TP-9, we observed native lean clay with sand to depths of 1'/4 to 3'/2 feet below existing ground. The lean clay with sand appeared brown, stiff, and moist. Sandy silt / silt with sand — Underlying lean clay with sand (except TP-2, TP-3, TP-5, and TP-8), and at the ground surface within test pits TP-6 and TP-9, we observed sandy silt or silt with sand to depths of 1% to 41/2 feet. The sandy silt and silt with sand appeared tan, medium dense, and moist. Poorly-graded sand with silt — Underlying sandy silt, silt with sand or lean clay, we observed poorly-graded sand with silt to depths of 5 to 10 feet. Sand with silt appeared brown, medium dense, moist, and select zones contained weak to moderate calcium carbonate cementation. Poorly-graded gravel with silt, sand and cobbles —Underlying silt with sand, we observed poorly-graded gravel with silt, sand and cobbles to depths of 7'/2 to greater than 13 feet. The gravel soils appeared tan, medium dense, and moist. Detailed soil descriptions, depths and notes are presented on individual test pit logs in Appendix B. The descriptive soil terms used on the test pit logs and in this report can be referenced by the USCS. A copy of the USCS is also included in Appendix B. The subsurface conditions may vary between exploration locations. Such changes in conditions may not be apparent until construction. If the subsurface conditions change significantly from those observed, construction timing, plans and costs may change. Construction Materials Testing &Special Inspection ALLWEST Geotechnical Engineering Testing & Engineering Environmental Consulting Non-Destructive Testing Welder Certification Geotechnical Evaluation ALLWEST Project No. 519-052G Shelburne South Page 4 Meridian, Idaho 5.2 Subsurface Water At the time of exploration, we did not observe groundwater within test pits. Groundwater in the area is primarily influenced by local irrigation and the nearby Tenmile Feeder Canal. However, changes in precipitation, construction, and irrigation may also impact the depth of groundwater on the site. 5.3 Seepage Testing We performed field seepage testing within test pits TP-1, TP-2, TP-4, TP-5, TP-6, and TP-9 at depths of 6 to 10 feet within poorly-graded sand with silt; poorly-graded gravel with silt, sand and cobbles; and poorly-graded gravel with sand and cobbles. We measured a field seepage rates of greater than 15 inches per hour (in/hr). Refer to section 7.11 Stormwater Disposal for stormwater disposal recommendations. 6.0 LABORATORY TESTING We performed laboratory testing to supplement field classifications and to assess some of the soil engineering properties and parameters. The laboratory tests conducted included moisture content (ASTM D 2216), gradation (ASTM D 1140), and Atterberg limits (ASTM D 4318) and California Bearing Ratio (ASTM D 1883). Laboratory test results are summarized in Appendix C. The laboratory test results are also summarized on exploration logs in Appendix B. 7.0 CONCLUSIONS AND RECOMMENDATIONS The following recommendations are presented to assist with planning, design and construction of the proposed development, relative to earthwork and infrastructure development. These recommendations are based on our understanding of the proposed construction, the conditions observed within exploration locations, laboratory test results, and engineering analysis. If the scope of construction changes, or if conditions are encountered during construction that differ from those described herein, we should be notified so we can review our recommendations and provide revisions, if necessary. 7.1 Planning Considerations If ALLWEST's exploratory test pits are located below future structures, pavements or flatwork areas, those loose backfill soil areas should be re-excavated and replaced with compacted soil, as required in this report. Contingencies should be made during earthwork site grading, prior to any fill placement, to ensure any loose test pit backfill areas are over-excavated and replaced with compacted fill soil. Test pit locations, and any other larger excavations, should be surveyed so that they may be located prior to earthwork construction. Construction Materials Testing &Special Inspection ALLWEST Geotechnical Engineering Testing & Engineering Environmental Consulting Non-Destructive Testing Welder Certification Geotechnical Evaluation ALLWEST Project No. 519-052G Shelburne South Page 5 Meridian, Idaho 7.2 Site Grading We have assumed cut and fill for site grading to be 2 feet or less. We should be notified if actual site grading varies significantly from this stated information. 7.3 Site Preparation Prior to conducting site grading, surficial soil containing vegetation, roots and organics, should be removed below proposed pavement areas, and any other development areas. We anticipate approximately 6 inches of site stripping will be required for the majority of the site to remove farmland vegetation and roots. However, this depth may vary and will not be fully known until construction. After site stripping, and prior to placing site grading fill, the exposed subgrade should be proof-rolled with a minimum 5-ton vibratory roller, to confirm subgrade stability. This may also assist in identifying any soft or loose soil zones associated with previous test pit excavations on-site. If the subgrade is observed to significantly deflect/pump, it should be over-excavated to firm, non-yielding soil and replaced with properly compacted fill, or stabilized as recommended in section 7.4 Subgrade Stabilization. 7.4 Subgrade Stabilization If the subgrade is observed to pump or deflect significantly during grading, it should be stabilized prior to placement of fill. The subgrade may be stabilized using either crushed, angular cobble, or with geosynthetic reinforcement in conjunction with imported granular structural fill. The required thicknesses of crushed cobble or structural fill (used in conjunction with geosynthetic reinforcement) will be dependent on the construction traffic loading which is unknown at this time. Therefore, a certain degree of trial and error may be required during construction to verify the recommended stabilization section thicknesses. If crushed, angular cobble is selected to stabilize the subgrade, it should have a maximum particle size of 6 inches and should be relatively free of sand and fines (silt and clay). The first layer of cobble should be placed in a 12- to 18-inch-thick loose lift and trafficked with tracked and vibratory drum compaction equipment until it is observed to densify. If vibratory compaction destabilizes the subgrade, it should be discontinued. If cobble is placed in a confined excavation, it should be mechanically densified from outside the excavation with vibratory compaction equipment. If geosynthetic reinforcement is selected, it should consist of Tensar TX-160 or equivalent. Alternatives to Tensar TX-160 should be approved by the geotechnical engineer prior to use on site. The following recommendations are provided for subgrade stabilization using geosynthetic reinforcement. • Geosynthetic reinforcement materials should be placed on a properly prepared, non-disturbed subgrade with smooth surface. Loose/disturbed soil should be removed prior to placement of geosynthetic reinforcement materials. Construction Materials Testing &Special Inspection ALLWEST Geotechnical Engineering Testing & Engineering Environmental Consulting Non-Destructive Testing Welder Certification Geotechnical Evaluation ALLWEST Project No. 519-052G Shelburne South Page 6 Meridian, Idaho • A minimum weight 4-ounce, non-woven filter fabric should be placed on the properly prepared subgrade. The geosynthetic reinforcement should be placed directly on top of the filter fabric. The filter fabric and geosynthetic reinforcement should be unrolled in the primary direction of fill placement and should be over-lapped at least 3 feet. • The geosynthetic materials should be pulled taut to remove slack. • Construction equipment should not be operated directly on the geosynthetic materials. Fill should be placed from outside the excavation to create a pad to operate equipment on. We recommend a minimum of 12 to 18 inches of structural fill be placed over the geosynthetic reinforcement before operating construction equipment on the fill. Low pressure, track-mounted equipment should be used to place fill over the geosynthetic reinforcement. • Fill placed directly over the geosynthetic reinforcement should be properly moisture conditioned prior to placement, and once placed, should be statically rolled. This section is considered the "bridge" section over soft subgrades. • After the first "bridge" lift has been placed, the remaining fill material above the "bridge" section should be compacted to structural fill criteria as noted in section 7.7 Fill Placement & Compaction using vibratory compaction methods. • Vibrations should be discontinued if it reduces the subgrade stability. If compaction criteria is not met within the fill lift above the "bridge" section, the "bridge" section thickness is not sufficient, and subgrade stabilization must be attempted again with a greater "bridge" section. The geotechnical engineer or a representative of the geotechnical engineer must be on-site during subgrade stabilization to verify our recommendations are followed, and to provide additional recommendations, as needed. 7.5 Excavation Excavation of the on-site soil can be accomplished with typical excavation equipment. We recommend excavations greater than 4 feet deep be sloped no steeper than 1.5:1 (horizontal to vertical). Alternatively, deeper excavations may be shored or braced in accordance with OSHA specifications and local codes. Regarding trench wall support, the site soil is considered Type C soil according to Occupational Safety and Health Administration (OSHA) guidelines. Ultimately, the contractor is responsible for site safety, excavation configurations and following OSHA guidelines. 7.6 Materials Stripped soils and/or soils containing vegetation or debris are only suitable for use in non-structural landscape areas. Import materials should be granular soil free of Construction Materials Testing &Special Inspection ALLWEST Geotechnical Engineering Testing & Engineering Environmental Consulting Non-Destructive Testing Welder Certification Geotechnical Evaluation ALLWEST Project No. 519-052G Shelburne South Page 7 Meridian, Idaho organics, debris and other deleterious material and meet the following criteria. Import materials should be approved by ALLWEST prior to delivery to the site. Fill Type Recommendations Site Grading, Maximum size <_ 6 inches;Structural Fill Retained on %4 inch Sieve < 30o ; Liquid limit < 50% Maximum size <_ 6 inches; Granular Structural Fill, Retained on 3/4-inch Sieve < 30%; Subbase Gravel Passing No. 200 Sieve <_ 15%; Non-plastic Alternatively, meet ISPWC section 801 6 inches Maximum size <_ 1 inches; Crushed Base Course Retained on 3/4-inch Sieve < 10%; Passing No. 200 Sieve < 10%; Non-plastic Alternatively, meet ISPWC section 802 (Type 1) Maximum size <_ 2 inches; Utility Trench Backfill Retained on %-inch Sieve < 30%; Passing No. 200 Sieve <_ 100 ; Non-plastic Alternatively, meet ISPWC section 305 (Type 1) 7.7 Fill Placement and Compaction Fill should be placed in lift thicknesses which are appropriate for the compaction equipment used. Typically, 8- to 12-inch-thick loose-lifts are appropriate for typical rubber-tire and steel-drum compaction equipment. Lift thicknesses should be reduced to 4 inches for hand-operated compaction equipment. Fill should be moisture conditioned to within 2 percentage points of the optimum moisture content prior to placement to facilitate compaction. Fill should be compacted to the following percentages of the maximum dry density as determined by ASTM D 1557 (modified Proctor). Fill Area Compaction (%) Subgrade Proof-roll* Site Grading / Structural Fill / Pavements 95 Utility Trench Backfill 92 Base Course/ Subbase 95 * Proof-roll should be observed by a representative of the geotechnical engineer. 7.8 Utility Trenches Support soil for underground utilities will likely consist of lean clay, poorly-graded sand, or sandy silt soils. It is our opinion these soils should generally provide adequate support for utilities. Consideration should be given to backfilling utility trench excavations in pavement areas with imported fill which meets the recommendations provided in section 7.6 Materials. The on-site soils may be difficult to compact in utility trenches. Construction Materials Testing &Special Inspection ALLWEST Geotechnical Engineering Testing & Engineering Environmental Consulting Non-Destructive Testing Welder Certification Geotechnical Evaluation ALLWEST Project No. 519-052G Shelburne South Page 8 Meridian, Idaho 7.9 Wet Weather Construction We recommend earthwork for this site be scheduled for the drier seasons of the year. If construction is undertaken in wet periods of the year, it will be important to slope the ground surface to provide drainage away from construction. If construction occurs during or immediately after excessive precipitation, it may be necessary to over- excavate and replace saturated subgrade soil which might otherwise be suitable. The on-site clayey and silty soils are sensitive to disturbance when wet. If these soils become wet and unstable, we recommend construction traffic is minimized where these soils are exposed. Low ground pressure (tracked) equipment should be used to minimize disturbance. Soft and disturbed subgrade areas should be excavated to undisturbed soil and backfilled with structural fill. In addition, it should be noted the on-site soils tend to have notable adhesion when wet and may be easily transported off-site by construction traffic. 7.10 Cold Weather Construction The on-site soils are considered to be frost susceptible. If site grading and construction are anticipated during cold weather, we recommend good winter construction practices be observed. Snow and ice should be removed from excavated and fill areas prior to additional earthwork or construction. Pavement and flatwork portions of the construction should not be placed on frozen ground; nor should the supporting soils be permitted to freeze during or after construction. Frozen soils should not be used as fill. 7.11 Stormwater Disposal Seepage Rate and Soils During our investigation, we performed field seepage testing within poorly-graded sand with silt and poorly-graded gravel with silt, sand and cobbles soils, where we measured field seepage rates of greater than 15 in/hr. We also performed seepage testing within non-cemented or non-calcium carbonate soils. Where calcium carbonate cementation is noted on test pit logs (within sand, silt and gravel soils), we do not recommend stormwater disposal be accomplished within these calcium carbonate cemented soil layers. As such, stormwater facilities should be excavated beyond the depth of cementation. Based on our field seepage testing and observations, we recommend stormwater disposal occur within non-cemented poorly-graded sand with silt or poorly-graded gravel with silt, sand and cobbles, which vary in depth throughout the site. Refer to individual test pit logs to determine depths of un-cemented suitable permeable soils. Construction Materials Testing &Special Inspection ALLWEST Geotechnical Engineering Testing & Engineering Environmental Consulting Non-Destructive Testing Welder Certification Geotechnical Evaluation ALLWEST Project No. 519-052G Shelburne South Page 9 Meridian, Idaho The following allowable design seepage rate may be utilized for stormwater disposal on-site within non-cemented sandy and gravelly soils: • Sandy & Gravelly soils (non-cemented)..........................................3 in/hr Stormwater disposal facilities should be constructed a minimum of 1 foot into non- cemented sandy or gravelly soils. Seepage beds should be "burrito wrapped" or otherwise maintain a separation/filter fabric between native fine-grained soils and drain rock/filter sand to help prevent fine-soil migration into drainable/filtering media. ALLWEST should observe stormwater disposal facility subgrades, to establish if suitable receiving soil is encountered, to confirm the recommended seepage rate, and to ensure the separation/filter fabric has been properly installed. 7.12 Asphalt Pavement Prior to pavement section construction, the subgrade should be prepared as recommended in section 7.3 Site Preparation. Local and collector roadways should be designed for a 20-year Equivalent Single Axle Load (ESAL) of 33,000 and 370,000, respectively, which is equivalent to a traffic index (TI) of 6 and 8, respectively. If actual traffic conditions are different than what is stated, we should be notified so that we may modify our pavement section design. The following flexible asphalt pavement section design is provided based on the Idaho Transportation Department (ITD) design methodology utilizing Ada County Highway District (ACHD) substitution ratios. Based on the CBR test performed, it correlates to an R-value of 5 for roadway design. We recommend the following pavement sections based on subsurface conditions observed and local and/or collector roadways for design. Asphalt Aggregate Granular Pavement Application Concrete Base Course Subbase (inches) (inches) (inches) Local Roadway 2.5 4 13 Collector Roadway 3 6 17 Base course and subbase should conform to the material recommendations as noted in this report, and should be placed over a properly prepared subgrade. The subgrade, subbase, and base course surfaces should slope at no less than 2 percent away from the crown of the roadway to help reduce the potential for surface water infiltration into the underlying pavement subgrade. Asphalt concrete pavement should be compacted to minimum of 92 percent of the Rice density. Crack maintenance on pavements should be performed at a minimum of every 3 years, or when cracking is evident. Crack sealing will help reduce surface water infiltration into the supporting soils. Construction Materials Testing &Special Inspection ALLWEST Geotechnical Engineering Testing & Engineering Environmental Consulting Non-Destructive Testing Welder Certification Geotechnical Evaluation ALLWEST Project No. 519-052G Shelburne South Page 10 Meridian, Idaho 8.0 ADDITIONAL RECOMMENDED SERVICES To maintain continuity and efficiency, we recommend ALLWEST be retained to provide observations and testing throughout construction. As an independent testing laboratory, ALLWEST can document the recommendations included in this report are properly implemented, provide quality control testing and observe earthwork for conformance to project specifications. As a minimum, we recommend the following testing and observations be provided by ALLWEST: • Observe removal of vegetation, tree roots, fill, and any other unsuitable soils. • Observe subgrade proof-rolling prior to fill construction materials placement. • Observe removal of disturbed soil and subgrade stabilization, if required. • Conduct compaction testing of fill for site grading, utilities, and pavement areas. • Observe stormwater disposal facility subgrades for depths and receiving soils, as well as observe separation/filter fabric installation. • Observe placement of/test asphalt for compaction, oil content and gradation. If we are not retained to provide the recommended construction observation and testing services, we cannot be responsible for soil engineering related construction errors or omissions. 9.0 EVALUATION LIMITATIONS This report has been prepared to assist the planning, design and construction of the Shelburne South development located in Meridian, Idaho. Our services consist of professional opinions and conclusions made in accordance with generally accepted geotechnical engineering principles and practices in our local area at the time this report was prepared. This acknowledgement is in lieu of all warranties either expressed or implied. The following plates complete this report: Appendix A— Site Vicinity Map, Exploration Location Plan Appendix B — Test Pit Logs, Unified Soil Classification System Appendix C — Laboratory Test Results Construction Materials Testing &Special Inspection ALLWEST Geotechnical Engineering Testing & Engineering Environmental Consulting Non-Destructive Testing Welder Certification