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HomeMy WebLinkAboutCOM2005-00075 Retaining Walls - COM Application - 6/23/2005 FORM MUST BE COMPLETED IN INK MASON CUUN I Y PERMIT PLEASE PRESS HARD BUILDING PERMIT APPLICATION 426 W. Cedar • P.O. Box 186, Shelton, WA 98584 Shelton (360) 427-9670 • Belfair (360) 275-4467 • Elma (360) 482-5269 On the web www.co.mason.wa.us APPLICANT INFORMATION CONTRACTOR INFORMATION Owner Company Name Mailin Ad r ss lfd- ,1340 5�8' Mailin Ad ress /O O&X� 9' City State" Zip Code ��s � City State�l1 Zip Code�8' Phone_34.0 Other Ph. Phone Other Ph. Lien/Title Holder. Contractor Reg.#MA46C Exp. E mail address E Mail Address 60 /S'e z G`0/ Drivers Lic.#11jVePgPCw DOBo? /� S' Drivers Lic.#,L!A&/ ' F,04gPe40 DOB:? SEPTIC/WATER SYSTEM INFORMATION - Connect to New eptic Fxisting Septic J Connect to Water System L—Name of Water System el hl;­ Well Water System Name of Water System PARCEL INFORMATION - 12 Digit Parcel No. Fire District Legal Description OZ S4 7 SF LOT 3 O f SP Site Address (Please include street name, street number and city) ..73 /Y'E .STaTC� - 3 T Directions to site CAST 5-,_ P S 43 souTAe4& C, 4 ?r/7eeJ-e'fTi yh 4j2.,2K o/d Xel*_7 Will timber be cut and sold in parcel preparation?Yes/N Is property within 200'of Saltwater Lake River/Creek Pond Wetland Seasonal Runoff Stream Slopes or Bluffs > 15% Is this permit submittal the result of a Stop Work Notice,Correction Notice or other enforcement action?Ye N TYPE OF JOB - New /---Add Alt Repair Other PRIMARY RESIDENCE ❑ SEASONAL ❑ Use of Building Describe Work l'O/hTt/ 7— Iy0//s No.of Bedrooms No.of Bathrooms Square Footage - 1 st Floor 2nd Floor 3rd Floor Basement Deck Covered Deck Other Sq.ft. Garage Attached Detached Carport Attached Detached MANUFACTURED HOME INFORMATION - Make Model Year Length Width Serial No. No.of Bedrooms No. of Bathrooms Type of Heat Purchase Price$ Replacement Unit? Yes/ No Installer Name Certification No. OWNER/BUILDER Acknowledges submission of inaccurate information may result in a stop work order or permit revocation.Acknowledgement of such is by signature below.I declare that I am the owner,owners legal representative,or the contractor.I further declare that I am entitled to receive this permit and to do the work as proposed in the application.I declare that I have obtained the permission from all the necessary parties.If permission is required from any easement holder or any other parry in interest regarding this application or the work proposed in the applicarltfi�e pl eft permission from them to apply for this permit and conduct the work proposed. The owner or agent on owners behalf, represents' a'�t{{HHee i f r n provided is accurate and grants employees of Mason County access to the above described property and structure for review and inspection. PROQF,,OF CONTINUATION=OFK IS BY ME OF A PROGRESS INSPECTION. _ iJUN 2 32005 � Date Owner/Owners Re-resentative/Contractor indicate which one) BELFAIR OFFICE. FOR OFFICIAL USE BEYOND THIS POINT Accepted by: Date DEPARTMENTAL REVIEW VED NIED NOTES Building Department • Planning Department Environmental Health Department Public Works Department Fire Marshal FEES Buildinq Permit Fee Site Inspection Plan Review Fee EH Review Fee Plumbing & Base Fee Planning Review Fee Mechanical & Base fee Other Wood/Gas /Pellet Stove Fee State Fee Violation Fee Pre-Paid at Submittal Valuation $ TOTAL FEES FILE COPY Page 1 of 1 4- MWD Consultants (20m 2Qd 5 ,0 do-rs Structural Calculations l Z 3 Z I _ '43- qO 193 Project: Earl Lincoln Office B►>;lffing.Retaining Wall THESE PLANS MUST BE Location: Belfair, WA 98528 ON THE JOB SITE FOR INSPECTION Client: Earl Lincoln Parcel No. ,VAL wJRK Engineer: Michael W. Dully 221 N.E. Landon Road , Belfair, WA 98528 \�p�s 37s Project Number: 2005-05-11 { Jurisdiction: Mason County DCPtRES: Code: 20031BC APPROVED Load: Soil Lateral Loads: Active: 35 PCF BUILDING INSPECTOR Passive: 300 PC F A BJECT TO APPROVAL Seismic: 15 PC DATE l- 14� YlCr ..k. C ` 1 L�S• uotw.l �4rce( l L3 2?- q3 - as c-c • I, 15 1 MlkO ,_ idti'C4Ln1 OR�ccE_ 8LbG P-E71 k 'L - S 4-43/dT , . ►,4- AM gtAr o lJ 0+'o Tb yr ' 3tb a.4r PRE' o per_ P W C4+�q')�0 tZl 4 3Z y4 t 1'--7.?.� S, .ic 1" 04-7 4.0 74- "� S�tc>NO '1n•I�t— �1.33,�i5p� ti 3.3 W3 = 1.�)�z��©►t�� -2,G4 5.o 9 PW z.2 fl+L+f4 a,&Dta—etN A�i+ 13�fi4G � f�� ' � Izor ' ��,�-L t-1 N�ot►ry alter c�. �- ��9-i N�N Gr W�t�� ����© 51-, ro Ito ►t¢ tl5 �!� IT Z.D I D 1 cxry w .. PAJ ` 4* o - 5'0 4 L — 1fG' r_ PA Zl3t' $��= + G eft + � 4e5 1k8 'S60,c z,� 3 2.24- -F%.64 OAte �. ( ;3 L w 24+C G,Sep 45r_ 2,r4 (,4,C)(+,a 0.3� bNP�-D' WAS tr FA7 seise a �- 1 r u+S �►t � �`1+36�+49D " I�72�p1- 6&x -r d1 �K .1 + 0'T7 2.01 ♦ 'l7� T 1i72 y !r(I6F'#Pr /1 3 FS,sb.ta. �4'20): I.10 q-� 14.56 �=151 sl u,`�s°asr►t�a=��7t ,S)= IJ o 24111 FPS, w/SC1S��1iC 47r�,[),t 1.1 .. 01c 4-rA-+N► N Er w"L(S-) �sqr. Pti�-Psi . z 6rl + 4-1 o pQ PsuR. __ _ - Fs,�_ , 1q.5x _ Fs sld = ��'¢� 4-►z) t ,�� pr�,,�_ 65'� fi 2ro - !•�� r�-/�r. '�►S',t IBC , _�D �'S",�4►�.)_ 1.�,� 1•t7� i Sys wtl►t►� ���� 4PP94AtJl spsa,94 a t �r r-�rs7anl� ; (sag �r-►-An s 1- ) d il TONESRETAINING WALL DESIGN Version 3.3.2.278 SEISMIC DESIGN Project:Lincoln 6'Retaining Wall Date:511212005 Project No:2005-12 Designer:MWD Case: Case 1 Design Method:Rankine-wBatter(modified soil interface) Design Parameters _ Soil Parameters: 1 c 7Vcf 3 Reinforced Fill 30 0 120 Retained Zone 30 0 120 2 Foundation Soil 30 0 120 I Reinforced Fill Type: Silts&sands 1 Unit Fill: Crushed Stone, 1 inch minus Peak Acceleration=0.20 g Vertical Acceleration=0.00 g Factors of Safety(seismic are 75%of static) sliding: 1.5011.13 pullout. 1.5011.13 uncertainties: 1.5011.13 overturning: 2.0011.50 shear: 1.50 connection: 1.5011.13 bearing: 2.0011.50 bending: 1.50 Reinforcing Parameters:Strata-Grid Geogrids Tult RFcr RFd RFid LTDS FS Tal Ci Cds SG200 3000 1.61 1.10 1.05 1613 1.50 1076 0.80 0.80 Analysis: New Case Case:Case 1 Unit Type: Compac Wall Batter: 8.80 deg. Leveling Pad: Crushed Stone Wall Ht. 7.00 ft embedment. 1.00 ft Level Backfill Offset. 1.00 Surcharge: LL: 100 psf uniform surcharge DL: 0 psf uniform surcharge Load Width: 99.00 ft Load Width:99.00 ft Results: Sliding Overturning B Shear B Factors of Safety. 1.9011.47 3.2312.26 7.3613.26 60415.72 3.5714.77 Calculated Bearing Pressure: 971/1598 psf Eccentricity at base:0.41 ft/1.13 ft Reinforcing: (ft&lbs/ft) Calc. Allow Ten Pk Conn Sery Conn Pullout Laver Height LenQth Tension Reinf.Type Tal Tcl Tsc FS 3 600 7.5 122/311 SG200 107611847 ok 5491732 ok N/A 3.6011.13 ok 2 4.00 4.5 2551312 SG200 107611847 ok 6241833 ok N/A 2.3611.55 ok 1 2.00 4.5 6331713 SG200 107611847 ok 7001933 ok N/A 2.3311.65 ok Reinforcing Quantities(no waste included): SG200 1.83 obft NOTE.- THESE C4LCUL4TIONSARE FOR PRELflWNARYDESIGN ONLYAND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BYA QUALIFIED ENGINEER Date 5/12/2005 Page 1/�' DETAILED CALCULATIONS Project:Lincoln 6'Retaining Wall Date: 511212005 Project No: 2005-12 Designer:MWD Case: Case 1 Design Method:Rankine-wBatter(modified soil interface) Soil Parameters: 1 c y ucf Reinforced Fill 30 0 120 Retained Zone 30 0 120 Foundation Soil 30 0 120 Leveling Pad:Crushed Stone Modular Concrete Unit:Compac Depth: 1.00 ft In-Place Wt: 120 pcf Geometry Internal Stability External Stability (Horizonal geometry) (Horizonal geometry) Height: 7.00 ft Height. 7.00 ft Backslope: Angle: 0.0 deg Angle: 0.00Deg Height: 0.00 ft Height.• 0.00 ft Batter: 8.80deg Batter:8.80deg Surcharge: Dead Load: 0.00 psf Dead Load: 0.00 psf Live Load.• 100.00 psf Live Load.100.00 psf Base width: 4.5 Factors of Safety(seismic are 75%of static) sliding: 1,5011.13 pullout: 1.50/1.13 uncertainties. 1.5011.13 overturning: 2.0011.50 shear: 1.50 connection: 1.5011.13 bearing. 2.0011.50 bending: 1.50 Earth Pressures: sine(a+ ka- e sin(¢+d)sitO-f T sin a sin(a-S) 1+ 8 sin(a-S)siga+,6) Hw, :'. P P R Internal: Extern �= 30deg �= 30dcg a=98.80deg a=98.80deg a= 0.00deg a= 0.00deg 8= 0.00deg 8= 0.00deg H= 7.00 ft ka=0.277 ka=0.277 Hinge Height: Hinge Ht=6 ft Date 5/12/2005 Page 2/1- 1-7 Reinforcing Parameters:Strata-Grid Geogrids Tult RFcr RFd RFid LTDS FS Tal Ci Cds SG200 3000 1.61 1.10 1.05 1613 1.50 1076 0.80 0.80 Connection Parameters:Strata-Grid Geogrids Frictional 1 Break Pt Frictional 2 SG200 Tc1=Ntan(25.30) + 767 767 Tcl=Ntan(16.10) +908 Unit Shear Data Shear=N tan(40.00) Inter-Unit ShearShear=N tan(26.90) + 768.81 Calculated Reactions For the "modified"design method, the back of the mass assumed to be vertical for calculation of resisting forces. effective sliding length =4.50 ft qd q� Pa:=03H•(7•H•ka-2c•Nca) Pq:= q.H-ka . P8,:=Pa•cos(S) Pqh:=PQ c0s(d) 1 T Pa;,:=Pa-sin(6) Pq,:=Pq sin(S) H12 T t Reactions are: eH. length Area Force Arm-a Arm-y Moment W1 840.00 [1.042] 3.500 875.14 W2 2029.73 [3.292] 3.500 6681.52 W2a 455.14 [1.722 2.333 783.94 ql 241.63 [3.292] 7.000 795.42 Pa h 815.84 N/A [2.333] -1903.62 Pql h 194.25 N/A [3.5001 -679.86 Sum V= 3566.50 Sum Mr= 9136.02 Sum H= 1010.08 Sum Mo = -2583.48 Calculate Sliding at Base For Sliding, Vertical Force = Wl+W2+W3+W4+qd =3325 The resisting force within the rein. mass,Rf 1 =N tan(30) =1920 The resisting force at the foundation,Rf 2 =N tan(30.00) = 1920 The driving forces, Df, are the sum of the external earth pressures: Pa +Pql +Pqd =1010 the Factor of Safety for Sliding is Rf 21Df = 1.90 Calculate Overturning. Overturning moment.Mo =Sum Mo =2583 Resisting moment:Mr=Sum Mr =8341 Factor of Safety of Overturning:Mr/Mo =3.23 Date 5/12/2005 Page 3/q- Calculate eccentricity at base:with surcharge/without surcharge Sum Moments=6553/5757 Sum Vertical=3566/3325 Base Length=4.50 e=0.41/0.52 Calculate Ultimate Bearing based on shear: where: Nq= 18.40 Nc=30.14 Ng=22.40(ref. Vesic(1973, 1975)eqns) Qult=7147 psf Equivalent footing width,B'=L-2e=3.67/3.46 Bearing pressure=sumV/B'=971 psf/ 1598 psf [bearing is greatest without liveload] Factor of Safety for bearing=Qult/bearing=7.36 Calculate Tensions in Reinforcing: The tensions in the reinforcing layer,and the assumed load at the connection, is the vertical area supported by each respective layer, Sv.Column[71 is'2c sgrt(ka)'. Table of Results ppf [1] [21 [3] [4] [51 [6] [7] [8] 191 [101 [11] Laver Qppth zi hi ka/rho Pa (Pas+Pasd) c (5+6)cos(d)-7 Ti Tcl Tcc 0.00 0.277/56 0 0 0 0 2 1.00 122 549 N/A 2.00 0.277/56 67 55 0 122 1 3.00 255 624 N/A 4.00 0.277/56 266 111 0 377 0 5.00 633 700 N/A 7.00 0.277/56 816 194 0 1010 Calculate sliding on the reinforcing: The shear value is the lessor of base-shear or inter-unit shear. [11 [2] [3] [4) [5] [6] [71 [8] 191 [10] [111 [12] der Depth A N Li Cds ti RF ka Pa Pas+Pasd DF FS 3 1.00 0 0.00 0.80 830 830 0.277 17 28 44 18.91 2 3.00 1176 3.50 0.80 951 1495 0.277 150 83 230 6.49 1 5.00 1868 3.50 0.80 1073 1936 0.277 416 139 548 3.53 Date 5/12/2005 Page 4/ 1 Calculate pullout of each layer 1 The FoS(R*/S*)of pullout is calculated as the individual layer pullout(Rf)divided by the tension(Df)m in that layer. The angle of the failure plane is: 30.00 degrees from vertical Ill [2] [3] [4] [5] [6] [7] [8] Laver Depth zi Le SumV Ci POi Ti FS PO 3 1.00 3.96 476 0.80 439 122 3.60 2 3.00 1.81 652 0.80 602 255 2.36 1 5.00 2.65 1593 0.80 1472 633 2.33 Check Shear&Bending at each layer Bending on the top layer the FoS of Overturning of the units. (Most surcharge loads need to be moved back from the face.) Ill [21 [31 [41 [5] [6] [71 [8] 191 L Depth zi Si DM Pv RM FS b Shear FS Sh 3 1.00 1.00 19 120 69 3.57 830 37.37 Seismic 1.00 1.00 15 120 69 4.77 830 37.37 2 3.00 2.00 55 240 266 4.80 951 8.57 Seismic 3.00 2.00 58 240 313 5.39 951 7.86 1 5.00 2.00 89 480 464 5.22 1073 6.04 Seismic 5.00 2.00 91 480 547 5.99 1073 5.72 Date 5/12/2005 Page 5/sjl- 10 EXTERNAL STABILITY Horizontal Acceleration =0.20g Vertical Acceleration =0.0og Am=(1.45-A)A =0.250 kh(ext)=Am/2 =0.125 Inertia Force of the Face: Wls =H x Wu x gamma=840.00 ppf Inertia Forces of the soil mass: W2s =H x(H2/2-face depth)*gamma =7.00 x 2.50 x 120.00 =2100.00 ppf Pif =W 1 *kh(int) =840.00 x 0.125 = 105.000 Pir =W2s*kh(int) =262.50 Seismic Thrust,Pae D_Kae =Kae-Ka=0.359-0.277 =0.081 Pae =0.5 x gamma x sgr(H2)x D_Kae/2 =0.5 x 120.00 x sgr(7.00)x 0.041 = 119.53 Pae_h =Pae x cos(delta-batter)= 118.12 Calculated Reactions For the "modified"design method, the back of the mass assumed to be vertical for calculation of resisting forces. effective sliding length =4.50 ft Reactions for Seismic Calculations Area Force Arm x Arnr-y Moment WI 840.00 [1.042] 3.500 875.14 W2 2029.73 [3,292] 3.500 6681.52 W2a 455.14 [1.7221 2.333 783.94 Pa h 815.84 N/A [2.333] -1903.62 Pir 262.50 1.750 [3.5001 -918.75 Pif 105.00 -0.042 [3.500] -367.50 Pae_h12 119.53 3.500 [4.2001 -502.01 Pae v/2 0.00 [3.5001 4.200 0.00 Sum V= 3324.86 Sum Mr= 8340.60 Sum H= 1302.86 Sum Mo = -3691.87 Date 5/12/2005 Page 6/"-?- l � Sliding Calculations Pa_h =806.23 ppf Pae_h/2 = 118.12 ppf PIR =367.50 ppf Resisting Forces,RF = (W1 +W2)tan(phi) Foundation fill =3324.86 x tan(30.00)=1919.61 FS =RF/(Pa_h+Pae_h/2 +P_ir) = 1.47 Overturning Calculations Overturning moment: Mo= Sum Mo =3692 Resisting Moments Mr= Sum Mr = 8341 Factor of Safety of Overturning=Mr/Mo =2.26 Calculate eccentricity at base: Sum Moments =3980 Sum Vertical =3566 Base Length =4.50 e = 1.13 Calculate Ultimate Bearing based on shear: where: Nq= 18.40 Nc=30.14 Ng=22.40 (ref. Vesic(1973, 1975)eqns) Qult=5208 psf Equivalent footing width,B'=L-2e =2.23 Bearing pressure=sumVB' = 1598 psf Factor of Safety for bearing=Qult/bearing =3.26 INTERNAL STABILITY kh(int)=(1.45-A)A =(1.45 -0.20)0.20 =0.250 Inertia Forces W 1 = 1.00 x 7.00 x 120.00 x kh_int) =210.00 ppf Wedge=Wedge x kh_int [for failure plane angle of 60.00deg.] = 1242.27 x 0.25 = 310.57 ppf Total Additional Internal Dynamic Loading 310.57+210.00 = 520.57 ppf Tension in Reinforcing Laver Le ft Tension Dyn Tension Total Tension(pt)n FoS Pullout 3 3.96 66.60 244.85 311.44 1.13 2 1.81 199.80 111.77 311.56 1.55 1 2.65 549.44 163.96 713.40 1.65 Date 5/12/2005 Page 7/9 CV CCA 00 vtl E1 i� H-v'.y oal ko w GSM e� r�-t'I I I L 5)�e�a�T s , t V '7`I V" 1-iAi (V (V�'� ' zpq •.�'b�21 k$LC�'Q'� S� •b�+R1'O = CLL z 3 L - q-o _%,00l _ j4b ,,ezr,c00t (IV'o)(t� an 1, (_8'"r 'Z X'-'I = 4A 1� + Q•Z Z�L'vIxS1 J' -� L�O r�J4J r ®' oore xv x b's7 `�•Z 4--b+�� �,�, 'tlp/� +'S'Z��,,� 1.'a i Q9�z Z = p Scn•v = fi�uns'b o� =?1 Gbvlab=�i-"�c�o� _ ��. � .i �,� �S'ZL t..Z.'s�I x i,+� ��►�/ ug'4 �=l CVL�Q�)�C�� �� i4 J� �J't ��'iX..�`c_'o Flo _-z.-b►s Lis. 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I VERr. /1 a IZ o/c MAVMMU Cl&RAO TO 9 WX DRY Y N= SEE TAIL I "-TER "/ cewas THIS SHEET �4 O W o/c V19r. I /� 1 moat Nro rre wev W-e tApOrE FM� WO LOWERPAK117 Or e If MAnSVL r W wev DRAM PK "/ war-WOVM / � p/ 6R N rRG1rT 0' II eearCaU Ml NAg210. tuff C TO I A -&T ^� l �/ / �� ' WALL1M 6W DYNE II /4 O W o/c / / / \// // / / /,°3° /7 O i" o/c x 7 LONG `/ V II :• 11 � / // so Not'E: WL N PRMr X \ / PROM Y Efl KEY 9VLL tE UVWrf4 TO 907rX " CRY P15il I,_/„ I, 5,_3„ lit TYPICAL CROSS SECTION-CANTILEVER RETAINING WALL ' I TY CO z+oo SCALE: 3/4'=1-0- �� �O� ' �tK PROPERTY UNIT CORE FILL-3/4" 60EAN C,l ROCK 1 2 TOP OF PAVEMENT, PARKIN6 Ill B.LV.-S- E5A 6RADIN6 & DRAINAGE PLANS = SITE PLAN L -� SCALE: 1'=10, m w JLAl 6Ea�l�V 56 WO t- "�` C, GRANULAR 5FLLrR T GENERAL NOTES GONGR�rE NOTES ' L = s;' r0 w% MOD LED f c'= I. 5l f y=40,OOGP51 C.) Z (,ON(RI=TE 3000 P51, , (� s. Do Nor BACFillK F WALLS U4TL CONCRETE z 6" PIA PERF, R161D WO INTERNATIONAL. Will CODE FILL HA5 REMtV 25 DAY STRENGTHs� � W DRAIN PIPE r0 DAYLIGHT DFS l 3. u.MPAGrION PER A5TM D-W JVP X I*' WIDE BASE LEVMJN6 PAD I. ACTIVE EARTH PRESSI RE=35 PCF a FROM 3/4" MINUS w/ MIN PARTICLE 2. PASSIVE EARTH PRE55= WO PGF SIZE NO MORE THAN 10% OF Va-M 3. LATERAL SEI-AIC EARTH PRE55. = 15 PCP DCPIRES: 2 PA55111% #WO SEIVE SEISMIC: 65=125g, SI=0.50g COMPACT TO 50% MODIFIED PROCTOR 51TE CLA55 V TYP. KEYSTONE RETAINING WALL sEl�n"IC USE 6RCUP I �• KEY5T0NE WALLS INSTALLED PER WSDOT SCALE: 1/2•-1'-0" 6peCIPICArvg6 FOR SEGMENTAL CONCRETE RETAINING WALLS i� �1 t � / i djij/ 7 1 '. �;r � � C h! �,� C �� r' '.�^ /�� � �r.7. ti .. MAX2H : IV %aF- N D J p / CB#2 2 � 8„ S S z I KMZ. #4 0 16 o/c n FAGS 12" W a6 ML RErANN6 NL WITH a EM 69 Y O N TR O L S TR. # Ilk v8u. F O tr o/c 6RAVM MG( G WK. rO 9� MAX DRY / I &rm M/ � DereirY. '� N= SEE D TAIL ,cam 8 3 i g o " o/c THIS SHEET / / � ` 04 / �� \ I W o�6& WO LOMR / / 00 FARe Ir MATMAL ,C DU RI60 DRArr PM ./ rrar-waver / o/ 6RXF- N MW or II eeom nE MT R rAW. r�6HTLm r0 AYdeff WAiL GNL DW6 II #4 O Ir o/c / .: / L /�/ IF I O IVo/c x 7 LONE, V/ / �S O I CANTILEVER AI LENOTM rn >� PROM-Raj-wL urom WALL rO W% MAX PRY PffW Y TYPICAL CROSS SECTION-CANTILEVER RETAINING WALL TY C0 z+oo �I I ids g SCALE. 3/4•=1-0" �p O �p� �,�p PROPERTY RE UNIT CO6t1 ML.-3/A" afAN 1p 6RL P ROCK 11 2 TOP OF PAVM NT, PARKING LOT ELEV.-SEE ESA GRADING & DRAINAGE PLANS L = 4 .. SITE PLAN SCALE: 1*=10' G p°O 40 m E C W L = k/�1.. STRATA P 56 WOdew cD�� v A �1D \b -�" r ' M�v°I m PRoR T GENERAL NOTES GONGfZET+E NOl-ES (oI'� 3 L 1 I. CO f c'=3000 P51, STEEL f y--AOp0OP51 NCRErE 0 Z Z 6"' PIA PERF, RIGID WOINTERNATM& MUM, 60L 2. DO NOr bAUC FLL WALLS I�ITL CONCRETE �•01�AI, ti � � DRAIN PIPE TO DAYLO fT D�eN L0AD5 t1A5 REAGfifED F11 L 28 DAY STREN6TFt w I. ACTIVE EARTH PRE59M=35 PGF �. CA4PACTION PER ASTIvI D-1557 EXPIRES: 12'b X 24" WIDE bA� LEV73.IN6 PAD 2. PA551V7= EARTHPRE55= y00 PGF FROM 'S/A" MINUS w/ MIN PARTICLE SIZE NO MORE THAN 10% OF VGLUvN 3. LATERAL 5EI tv11C EARTH PRE55. = 15 PGF 2 PASSING #200 SEIVE. SEISMIC: 65=1.25g, 51-0.50g C WACT TO 50% MODIFIED PROCTOR 5ITE GLA55 V' TYP. KEYSTONE RETAINING WALL KWIC L6E GROUP I KEY517aC WALL.9 INSTAL M PER WWO'r SCALE: 1/2•=1'-0" 5PE,C,FICATIONS FOR SE(*0CAL 6aCF TI= R-� RETAINING WALL5 . r l� /'.' . i i J