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( i t T1 , :.4? r _ _L _ • t G Sao ° i 7 �t� : r �-ti fi rl�l••� - 1 {-. --F :+a �..:- 1• I °• .r s - ...� } ..., �, 50 40 Z t } 1 ( T . $j '1Y' 'T. • f _ -. _ ' ♦ ( - 1 ._ Vi i. :-� 1J loo r • 'f ::* :�: { ;;_ :..: -� ,- 3 1 �•- }. �: 1. ✓`' _'r_ ♦f. _:.�. ter+ 0 Sufoce Flow Tim. Curvy EXAMPLE C;t VEf`t :._f_EN G of FLOW 400. • r C/o GpEFF It, EN r o f RvNo1=F G= • 70 ZS AD 0 V _.... ... .... WT ME l 5 86 RUNOFF COEFFICIENTS (RATIONAL METHOD) DEVELOPED AREAS (URBAN) Land Use Coefficient C Soil Type 1 Residential: Single Family .55 Multi -Units .70 Mobile Homes .65 Rural (lots greater than 1/2 acre) .45 Commercial (2) 80% Impervious .85 Industrial (2) 90% Impervious .95 NOTES: (1) Type D soil to be used for all areas. (2) Where actual conditions deviate significantly from the tabulated t imperviousness values of 80% or 90 %, the values given for coefficient C, may be revised by multiplying 80% or 90% by the ratio of actual imperviousness to the tabulated imperviousness. However, in no case shall the final coefficient be less than 0.50. For example: Consider commercial property on D soil. Actual imperviousness = 50% Tabulated imperviousness = 8096 Revised C = 50 x 0.85 = 0.53 ' 80 ' 82 CONSTRUCTION STING & ENGINEERING, INC. SAN DIEGO, CA RIVERSIDE, CA VENTURA, CA TRACY, CA LANCASTER, CA 2414 Vineyard Ave. 490 E. Princeland Ct. 1645 Pacific Ave. 242 W. Larch 4215610th St. W. Suite G Suite 7 Suite 105 Suite F Unit K G Escondido, CA 92029 Corona, CA 91719 Oxnard, CA 93033 Tracy, CA 95376 Lancaster, CA 93534 (760) 746.4955 (909)371.1890 (661) 486 -6475 (209) 839.2890 (661) 726.9676 ENGINEERING, INC. (760) 746 -9806 FAx (909) 371 -2168 FAx (661) 486.9016 FAx (209) 839.2895 FAx (661) 726.9676 FAx REPORT OF TESTING OF COMPACTED FILL PROPOSED GISH RESIDENCE l �� LONE HILL LANE I OLIVENHAIN AREA OF ENCINITAS, CALIFORNIA Prepared for: MR. CRAIG LEWIS P.O. BOX 968 CARDIFF, CA 92007 Prepared by: CONSTRUCTION TESTING & ENGINEERING, INC. 2414 VINEYARD AVENUE, SUITE G ESCONDIDO, CA 92029 CTE JOB NO. 10 -3220 September 9, 1999 GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION CONSTRUCTION STING & ENGINEERING, INC. �4��J te rry SAN DIEGO, CA RIVERSIDE, CA VENTURA, CA TRACY, CA LANCASTER, CA 2414 Vineyard Ave. 490 E. Princeland Ct. 1645 Pacific Ave. 242 W. Larch 4215610th St. W. Suite G Suite 7 Suite 105 Suite F Unit K G Escondido, CA 92029 Corona, CA 91719 Oxnard, CA 93033 Tracy, CA 95376 Lancaster, CA 93534 (760) 746 -4955 (909) 371.1890 (661) 486.6475 (209) 839.2890 (661) 726 -9676 ENGINEERING, INC. (760) 746 -9806 FAx (909) 371.2168 FAx (661) 486.9016 FAx (209) 839.2895 FAx (661) 726 -9676 FAx September 9, 1999 CTE Project No. -10 -3220 Mr. Craig Lewis P.O. Box 968 Cardiff, California 92007 Subject: Report of Compacted Fill Proposed Gish Residence Lone Hill Lane Olivenhain Area of Encinitas, California Mr. Lewis: At your request, we have performed earthwork testing and observation during grading at the site. Attached is our report of the observations and tests performed on fill materials for the proposed residential development. The opportunity to be of service is appreciated. If you have any questions regarding our recommendations, please do not hesitate to contact this office. Respectfully submitted, CONSTRUCTION TESTING & ENGINEERING, INC. l� ; o ' na Goodmacher, CEG #2136 Senio gineering Geologist GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION TABLE OF CONTENTS 1.0 PROPOSED DEVELOPMENT ................................................................. ..............................1 2.0 FILL PLACEMENT .................................................................................. ..............................1 3.0 TESTING ................................................................................................... .............................. 4.0 TREATMENT OF BUILDING PADS ...................................................... ..............................2 5.0 FOUNDATION AND SLAB RECOMMENDATIONS ........................... ..............................2 5.1 Foundations ............................................................................................ ..............................2 5.2 Foundation Setback ................................................................................ ..............................4 5.3 Lateral Resistance and Earth Pressures .................................................. ..............................4 5.4 Concrete Slab -On- Grade ........................................................................ ..............................5 5.5 Exterior Flatwork and Improvements ................................................... ............................... 5 6.0 ADDITIONAL CONSTRUCTION OBSERVATION .............................. ..............................6 7.0 SURFACE AND SUBGRADE DRAINAGE ............................................ ..............................6 8.0 LIMITATIONS .......................................................................................... ..............................7 TABLES TABLE I COMPACTION TEST SUMMARY TABLE II COMPACTION TEST DATA FIGURES FIGURE 1 SITE INDEX MAP FIGURE 2 COMPACTION TEST LOCATION MAP FA10- 3220\Rpt_Building Pad Compaction.doc Report of Compacted Fill Page 1 Proposed Gish Residence Lone Hill Lane Olivenhain Area of Encinitas, California September 9, 1999 CTE Job No. 10 -3220 1.0 PROPOSED DEVELOPMENT The site consists of an irregularly- shaped parcel north of Lone Hill Lane, immediately east of its intersection with Lone Jack Road, in the Olivenhain area of the City of Encinitas, California. It is approximately three miles east of Interstate Highway 5 (Figure 1). The site lies within the Knightsbridge residential development in the Olivenhain area. Land in the area is used for estate - style homes. The proposed building pad occupies only a fraction of the generally hilly parcel. Site elevations vary from approximately 335 feet above msl at the eastern property boundary to approximately 220 feet above msl at a pond on the western portion of the site. Planned improvements include a maximum two -story, 4,765 square -foot main house, separate garage with a second -story studio apartment, swimming pool, patio, drive and courtyard areas. A courtyard retaining wall will support a 2:1 slope of weathered volcanic rock. The maximum height of the retained wall is approximately 11 feet above the adjacent pad grade. 2.0 FILL PLACEMENT Compacted fill was placed during recent grading to prepare the site for the construction of the proposed subdivision. Fill material was derived from on site sources. Fill was generally placed in compacted lifts at or near optimum moisture content. Grading was performed using standard heavy - duty construction equipment. FAI0- 3220\Rpt_Building Pad Compaction.doc Report of Compacted Fill Page 2 Proposed Gish Residence Lone Hill Lane Olivenhain Area of Encinitas, California September 9, 1999 CTE Job No. 10 -3220 3.0 TESTING Testing was generally performed to supplement field observations and aid in promoting compliance with the applicable project requirements. Testing of compacted fill addressed by this report was conducted on July 30, 1999 to August 17, 1999. Field testing of the compacted fill material was conducted in accordance with ASTM D2922 and D3017 (nuclear method). Results of the field testing indicate that fill materials placed were compacted to a minimum of 90 percent of the laboratory maximum dry density as determined by test method ASTM D -1557. Tabulated results of the field compaction testing performed are provided in the attached Table I, "Compaction Test Summary." Laboratory determinations of the reference compaction values for the fill materials are provided in Table II, "Laboratory Test Results." Approximate test locations are graphically depicted on Figure 2, "Compaction Test Location Map." 4.0 TREATMENT OF BUILDING PADS To prepare the building pads, areas receiving fill were overexcavated to the depth of competent formational material. Exposed subgrades were scarified and moisture conditioned before compaction. Based on site preparation and location at the site we anticipate structural footings will be founded entirely in competent formational materials (Jurassic Santiago Peak Volcanics). 5.0 FOUNDATION AND SLAB RECOMMENDATIONS 5.1 Foundations Continuous and isolated spread footings are suitable for use at this site. However, footings should not straddle cut/fill interfaces (transitions). All building footings should be founded entirely in FAI0- 3220\Rpt_Buiiding Pad Compaction.doc Report of Compacted Fill Page 3 Proposed Gish Residence Lone Hill Lane Olivenhain Area of Encinitas, California September 9, 1999 CTE Job No. 10 -3220 Jurassic Santiago Peak Volcanics. Foundation dimensions and reinforcement should be based on allowable bearing values of 3,000 pounds per square foot (psf) for footings founded on competent Jurassic Santiago Peak Volcanic materials. If necessary, additional bearing capacity can be achieved by deepening these footings. The allowable bearing values may be increased by one third for short duration loading which includes the effects of wind or seismic forces. For the anticipated construction. footings should be at least 12 inches wide and have a minimum embedment of 24 inches below the lowest adjacent subgrade. In addition, the footings should be embedded a minimum of one foot into competent Jurassic Peak Volcanics. If necessary, the footings may be deepened to achieve the recommended embedment. Again, for the anticipated construction, minimum footing reinforcement for continuous footings should consist of four #4 reinforcing bars, two placed near the top and two near the bottom of the footing. The structural engineer should design isolated footing reinforcement. If required for the designed structure, drilled pier or caisson foundations should be at least two feet in diameter and should be embedded a minimum of five feet into competent Jurassic Santiago Peak Volcanics. For design purposes, an allowable end bearing pressure of 8,000 psf plus 300 psf skin friction (for the portions of the piers in competent Santiago Peak Volcanic soils) may be used. Skin friction should not be included for the portion of the pier in loose surficial soils. The weight of the FA10- 3220\Rpt_Building Pad Compaction.doc Report of Compacted Fill Page 4 Proposed Gish Residence Lone Hill Lane Olivenhain Area of Encinitas, California September 9, 1999 CTE Job No. 10 -3220 shaft may be neglected in determining foundation loads. Lateral resistance should be neglected for shafts within 10 lateral feet of slope faces. Setback requirements should be maintained. 5.2 Foundation Setback Footings should be designed such that the minimum horizontal distance from the top of the adjacent slope to the outer edge of the footing is at least 10 feet. Where this distance cannot be attained, the footings should be deepened as needed to meet this 10 -foot minimum distance. 5.3 Lateral Resistance and Earth Pressures Foundations placed in competent onsite material may be designed using a coefficient of friction of 0.35 (total frictional resistance equals coefficient of friction times the dead load). A design passive resistance value of 350 pounds per square foot per foot of depth (with a maximum value of 1,500 pounds per square foot) may be used for structural components founded in competent Santiago Peak Volcanic soils. The allowable lateral resistance can be taken as the sum of the frictional resistance and the passive resistance, provided the passive resistance does not exceed two - thirds of the total allowable resistance. Retaining and basement walls backfilled using granular soils may be designed using the equivalent fluid weights presented in the Table below. The given values assume non- expansive backfill and free draining conditions above the groundwater level. TtBLE EQUIVALENT FLUID UNIT WEIGHTS (pounds pot cubic foot WALL TYPE LEVEL BACKFILL SLOPE BACKFILL 2:1 (HORIZONTAL: VERTICAL) CANTILEVER WALL 38 60 (YIELDING) RESTRAINED WALL 58 90 FA10- 3220\Rpt_Building Pad Compaction.doc Report of Compacted Fill Page 5 Proposed Gish Residence Lone Hill Lane Olivenhain Area of Encinitas, California September 9, 1999 CTE Job No. 10 -3220 5.4 Concrete Slab -On -Grade Lightly loaded concrete slabs -on -grade should be at least five inches thick. At a minimum, concrete slabs should be reinforced with #3 reinforcing bars on 18 -inch centers or #4 reinforcing bars on 24- inch centers each way. All slab reinforcement should be properly supported to ensure placement near mid - height of the concrete. Construction and crack control joints should be provided to reduce concrete shrinkage or settlement cracks. A vapor barrier consisting of a minimum of ten mil polyethylene sheeting or equivalent membrane with all laps sealed should underlie slabs under moisture sensitive areas. This membrane should be placed over at least three inches of clean, compacted, coarse sand (Sand Equivalent >30). This membrane should be covered with a minimum of one inch of clean, coarse sand to protect the sheeting during concrete placement operations. 5.5 Exterior Flatwork and Improvements To reduce the potential for distress to exterior flatwork caused by minor settlement of foundation soils, we recommend that such flatwork be installed with crack - control joints at appropriate spacing as designed by the project architect. Flatwork, which should be installed with crack control joints, includes driveways, sidewalks, and architectural features. To mitigate the potential for cracking in flatwork, reinforcing similar to that recommended for interior concrete slabs should be considered. All subgrade should be prepared according to the earthwork recommendations previously given before placing concrete. Positive drainage should be established and maintained adjacent to all flatwork. FA10- 3220UZpt_Building Pad Compaction.doc Report of Compacted Fill Page 6 Proposed Gish Residence Lone Hill Lane Olivenhain Area of Encinitas, California September 9, 1999 CTE Job No. 10 -3220 6.0 ADDITIONAL CONSTRUCTION OBSERVATION All additional grading and backfilling should be observed and tested by an engineer or geologist from this firm to assure conformance with recommendations presented herein. All footing trenches should be examined before placement of steel reinforcement. All graded slopes should be planted and maintained with erosion resistant vegetation. 7.0 SURFACE AND SUBGRADE DRAINAGE Foundation and concrete - slab -on grade performance depends greatly on how well the runoff waters drain from the site. This is true both during construction and over the entire life of the structure. The ground surface around structures should be graded so that water flows rapidly away from the structures without ponding. The surface gradient needed to do this depends on the landscaping type. In general, pavements and flowerbeds within five feet of buildings should slope away at gradients of at least two percent. Densely vegetated areas should have minimum gradients of five percent away from buildings if doing so is practical. Planters should be constructed so that water from them will not seep into the foundation areas or beneath slabs and pavement. In any event, irrigation should be limited to the minimum actually necessary to sustain the landscaping plants properly. Should excessive irrigation, waterline breaks, or unusually high rainfall occur, saturated zones and groundwater may develop. Consequently, the site should be graded so that water drains away readily without saturating the foundation or landscaped areas or cascading over slope faces. Potential sources of water, such as water pipes and drains should be frequently examined for signs of leakage or damage. Any such leakage or damage F: \10- 3220\Rpt_Bui1ding Pad Compaction.doc Report of Compacted Fill Page 7 Proposed Gish Residence Lone Hill Lane Olivenhain Area of Encinitas, California September 9, 1999 CTE Job No. 10 -3220 should be repaired promptly. The project Civil Engineers should thoroughly evaluate the on -site drainage and make provisions as necessary to keep surface waters from affecting the site. 8.0 LIMITATIONS As limited by the scope of the services that we agreed to perform, our opinions presented herein are based on our observations, test results, and understanding of the proposed site development. Our service was performed according to the currently accepted standard of practice and in a way that provides a reasonable measure of the compliance of the grading operations with the job requirements. No warranty, express or implied, is given or intended with respect to the performance of the project in any respect. Submittal of this report should not be construed as relieving the grading contractor of his responsibility to comply with the project requirements. The opportunity to be of service is appreciated. If you have any questions regarding testing conducted, observations made during construction or recommendations presented herein, please do not hesitate to contact this office. Respectfully submitted, CONSTRUCTION TESTING & ENGINEERING, INC. >� � - � 4� �� ✓ 0 D. Mallard, GE #21 athan Goodmacher, CEG w No. 2136 co Geotechnical Engineering ergo. 2173 a S for Engineering Geologist Exp. &W= G' Q RDB. JG: efr 1l{� p �O)W AC� C F:\ 10- 3220\Rpt_Building Pad Compaction.doc TABLE I COMPACTION TEST SUMMARY Job Name: PROPOSED GISH RESIDENCE Job No. 10 -3220 Job Address: OLIVENHAIN, CALIFORNIA Date: 9/8/99 Date Test Location Elevation Density Moisture Relative Soil No. (See map) Feet pcf Content Compaction Type % Dry % Weight 7/30/99 l S. END OF KEYWAY 274.0 119.7 15.5 90% 2 7/30/99 2 S. END OF KEYWAY 276.0 120.0 14.8 90% 2 7/30/99 3 N. END OF KEYWALL 278.0 121.0 142 91% 2 7/30/99 4 N. END OF KEYWALL 278.0 121.8 14.5 92% 2 7/31/99 5 N. END OF SLOPE 280.0 121.0 13.9 91% 2 7/31/99 6 S. END OF SLOPE 280.0 119.9 13.2 90% 2 8/2/99 7 CONCRETE PATIO AREA (W) 282.0 122.6 15.7 92% 2 8/2/99 8 BUILDING AREA (W) 282.0 121.9 15.9 92% 2 8/2/99 9 CONCRETE PATIO AREA (W) 284.0 120.3 14.5 90% 2 8/2/99 10 BUILDING AREA (W) 284.0 119.7 14.0 90% 2 8/3/99 11 SMALL S.W. KEYWALL (N) 274.0 122.3 15.1 92% 2 8/3/99 12 SMALL S.W. KEYWALL (S) 280.0 124.0 14.5 93% 2 8/4/99 13 SMALL KEYWAY (I) 276.0 124.8 15.3 94% 2 8/4/99 14 SMALL KEYWAY (N) 278.0 125.8 14.0 95% 2 8/4/99 15 SMALL KEYWAY (N) 280.0 120.8 15.9 91% 2 8/5/99 16 SMALL KEYWAY (N) 282.0 121.9 14.3 92% 2 8/5/99 17 SMALL KEYWAY (S) 280.0 123.9 15.0 93% 2 8/6/99 18 N.W. CORNER OF PAD 286.0 120.8 11.6 91% 2 8/6/99 19 SOUTH END OF BLDG. 286.0 121.8 14.0 92% 2 8/6/99 20 SOUTH OF TURNAROUND 286.0 120.2 13.9 90% 2 8/6/99 21 I NW. CORNER OF PAD 287.7 120.6 13.2 91% 2 8/17/99 22 JELEVATED 1 287.0 116.7 13.8 1 90% 1 8/17/99 23 IS. E. BLDG. CORNER 287.0 1 116.6 13.8 90% 1 ** TEST FAILED, SEE RETEST l TABLE II LABORATORY TEST DATA Job Name: PROPOSED GISH RESIDENCE Job No. 10 -3220 Job Address: OLIVENHAIN, CALIFORNIA Date 9/8/99 Maximum Optimum Sample No. Dry Density Moisture Soil pcf Content Description %wt 1 129.5 10.5 Medium Brown, Clayey SAND with Silt and Sub - angular Gravel and Cobble 2 133.0 10.5 Medium Brown, Clayey SAND with Silt and Sub - angular Gravel and Cobble 20% Rock Correction 1 C f 4: RA - - ,.w ..t •'_� 1. �s1 a � c >• ice. y �.R� '_? L - a •..z.� s �'� �� v, _. R � ./rte'. _ 1,F �i o [, ;. � r �' ♦z( I}12 1i •' . x ..S � ,v ��f° 4 E r 1` -t t r e Fr a. 'i r ✓,�_ f +� nn i tj 'AS Bl VD • 31 j* .n4ir .. . / ( -A� t ', hc . tit EL' ..,"- 1 t .x _• x` f 'x� x. 'r Sd :.�� ` �"1 f � :_ S I�k� �Ln M1 3. �F'! `s� �.a.�.� IS L.f -.. f r Y • ! 1 �___ T A _ _ PLkyi 3 '� V ` 1 L '111. • Y9 Y � W ti 4� _ � � { x'2__,3. � _ C `\ �• Q •, " - -^ 114 ! ..• 0 1/4 1 /2 1 MII-ES �sJ��2 CONSTRUCTION TESTING & ENGINEERING, INC. iiiiiia GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION 0 1320 2640 5280T ` ENGLUFFArvG,R C 2414 VINEYARD AVENUE STE G ESCONDIDO CA. 92029 (760) 746-4955 CTE JOB NO: SITE INDEX MAP 10 -3220 S01 JRC E' THOMAS BROTHERS MAPS PROPOSED GISH RESIDENCE 1996 SAN DIEGO EDITION LONE HILL LANE DALE: ENCINITAS, CALIFORNIA 12/98 1 / 40 .0- ' I ' 3 3 72 / 7 10 1 I % I - O q ' � ` I 1 \ / \ .0 0 LEGEND 1 , , :NPPROXINIATE LOCATION OF COMPACTION TEST r / r 1 1 / r PARCEL BOUNDARY r 13 14 1: 1 I= r 1 r to r APPROXIMATE LOCATION n r OF PROPOSED RESIDENCE r 1 / r / r 1 I APPROXIMATE LOCATION 1 1 r OF BUILDING PAD 1 r 1 r (I r 1 I r I r / r r r r / I r � � r � r � r 40 \ I / ` 1 / ` I \ I r I � I r / I r 1 � \ r CONSTRUCTION TESTING & ENGINEERING, INC. c GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION 2414 VNEY.%RD AVENUE STE G ESCONDIDO C.A. �Oq (760) 746-4955 / E\GM EERINGJNC CTE toe N O COMPACTION TEST LOCATION MAP 10 -3220 PROPOSED GISH RESIDENCE SCALE LONE HILL LAVE NO SCALE ENCINITAS, CALIFORNIA DATE: FIGURE- 9/99 JOHN IMANDOUST, P.E. EAD ' 514 VIA DE LA VALLE Analysis & Design SUITE 306 SOLANA BEACH, CA 92075 ' 1 DESIGN TEL: (619) 792 -6055 FAX: (619) 755 -5669 1 STRUCoTURAL ' RpFESS10 CALCULATIONS Nq� FO z (p `z jVo�� C�36 6,71SH RESIDENCE 633 —' 11 1 SITE HALLS s TgT clvl\, F OF cA ft INDr-X ' Retaining 1Nal is Details I, 2 4 4 1 -15 I E.A.D., Inc. Title: Gish Job # 9905 514 Villa de la Valle, Suite 306 Dsgnr: k.p. Date: 4:11 PM, 16 MAR 99 Solana Beach, CA 92075 Description ' (619) 792 -6055 Scope : ' R 5 Cantilevered Retaining Wall Description SITE RETAINING WALL DETAIL #1 General 4 lsoi l Data Retained Height = 4.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above retained soil 0.50 ft Equivalent Fluid Pressure Method - Slope Behind Wall 0.00: 1 Active Soil Pressure - Heel Side 48.0 psf Height of Soil over Toe 0.00 in Active Soil Pressure Toe Side 0.0 pcf Passive Pressure = 350.0 pcf ' Soil Density = 110.00 pcf Water table height over heel 0.0 ft Footing Data Sliding Data Toe Width = 1.17 ft Friction Factor @ Footing & Soil = 0.350 Heel Width = _ 1.83 ft ...neglect ht. for passive = 0.00 in Total Footing Width 3.00 ft Footing Thickness = 18.00 in Lateral Sliding Force = 726.0 ' less Passive Pressure Force = = 700.0 Ibs Footing Key Data less Friction Force 551.9 Ibs Distance from Toe = 0.00 ft Added Restraint Force Required = 0.0 Ibs ' Width = 6.00 in - De 6.00 in Footing Design Results ' F 40,000 psi Minimum Footing Rebar Options...... Minimum As % = 0.0018 p Toe Side...... Heel Side.... Rebar Cover @ Top = 2.00 in Not req'd Not req'd Rebar Cover @ Bottom = 3.00 in Mu < S * Fr Mu < S * Fr Toe Heel ACI Factored Soil Pressure = 1,591 0 psf Mu': From Upward Loads = 0 0 ft-# Mu': From Downward Loads 0 828 ft-# Mu: Used For Design = 870 828 ft-# Key Reinforcement: Not Req'd = Mu<S *Fr Actual One -Way Shear 6.32 5.84 psi Allowable One -Way Shear 76.03 76.03 psi Design Summary ' Total Bearing Load = 1,577 Ibs Summary of Stem Section Designs.... ...resultant ecc. 6.90 in Top: 8 in Mas, #5 @16.00 in @Edge, From 4.5 ft to 0.0 ft Soil Pressure @ Toe = 1,137 <= 2,000 psf ' Soil Pressure @ Heel = 0 <= 2,000 psf ACI Factored Press @ Toe = 1,591 psf ACI Factored Press @ Heel = 0 psf ' Footing Shear @ Toe = 6.3 <= 76.0 psi Footing Shear @ Heel 5.8 <= 76.0 psi WALL STABILITY RATIOS ' Overturning Stability Ratio = 2.10 Sliding Ratio Ratio 1.72 ' (c) 1983 -97 ENERCALC c:\enercalc\ data \complete \gish.ecw:Retaining KW- 0601451, Ver5.0.4, 10- Dec -1997, Win32 2 E.A.D., Inc. Title: Gish Job # 9905 514 Villa de la Valle, Suite 306 Dsgnr: k.p. Date: 4:111 16 MAR 99 Solana Beach, CA 92075 Description ' (619) 792 -6055 Scope: Cantilevered Retaining Wall ' Description SITE RETAINING WALL DETAIL #1 Stem Design & Construction i Top Stem Design location for stem is at Stem OK this height above footing 0.00 ft Wall Material Above "Ht" Masonry Thickness 8.00 in Rebar Size # 5 Rebar Spacing 16.00 in Rebar Placed at Edge Design Data fb /FB + fa /Fa 0.484 Total Force @ Section 384.0 Ibs Moment.... Actual 512.0 ft-# Moment..... Allowable 1,058.0 ft-# Shear..... Actual 6.86 psi Shear..... Allowable 19.36 psi Bar Embed ABOVE Ht. 12.00 in Bar Embed BELOW Ht. 6.00 in ' Wall Weight 78.0 psf Rebar Depth 'd' 5.25 in Masonry Data fm _ 1,500 psi Fs 24,000 psi Solid Grouting Yes Special Inspection = No Modular Ratio 'n' 25.78 Short Term Factor 1.000 Equiv. Solid Thick. 7.60 in Concrete Data fc Fy i 1 1 (c) 1983 -97 ENERCALC c: \enercalck data \complete\gish.ecw:Retaining KW- 0601451,. Ver 5.0.4, 10- Dec -1997, Win32 E.A.D., Inc. Title: Gish Job # 9905 514 Villa de la Valle, Suite 306 Dsgnr: k.p. Date: 4:11 PM, 16 MAR 99 Solana Beach, CA 92075 Description (619) 792 -6055 scope: Cantilevered Retain Wall Description SITE RETAINING WALL DETAIL #1 Summary of Overtu esisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment ' Item - Ibs ft ft-# Ibs _ ft ft -# _ Heel Active Pressure 726.0 1.83 1,331.0 Soil Over Heel 513.3 2.42 1,240.7 ' Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = 0.00 ' Toe Active Pressure = 0.50 Soil Over Toe Surcharge Over Toe = Stem Weight(s) 351.0 1.50 526.6 Earth @ Stem Transitions Footing Weight 675.1 1.50 1,012.7 Key Weight = 37.5 0.25 9.4 ' Vert. Component Added Lateral Load Load @ Stem Above Soil - TOTALS = 726.0 Ibs O.T. M. = 1,331.0 1,576.9 R. M. = 2,789.4 - Resisting /Overturning Ratio 2.10 Total used for Soil Pressure - 1,576.9 ( + Axial Live Load, - Vertical Soil Component) Vertical component of active pressure used for soil pressure ' Toe Surcharge Not Used To Resist Overturning Heel Surcharge Not Used To Resist Overturning (c) 1983 -97 ENERCALC c: \enercalc\ data \complete\gish.ecw:Retaining KW- 0601451, Ver5.0.4, 10- Dec -1997, Win32 . . % % /, //, 1 1 l 8." Mas w/ #5 16.00in o/c 1 1 0 1 / 11 , 1 1 1/ 1 I ffil ............................... ........... ............................. — ............ I ....... ............... ...... I ........................... .......... ...... ............... ..... ......... ........... .............. ............ ........... ....................... ........................... ......................... ................... ............ ............................... ..... .... ........... I ..................... ....... I - ........................ - ............................................................ .............. .......... ................. . .... ........................... ............ ................................... ...... ........................................... .......... ........... ............................... ........ — .......... ........... -.- ........ ............... ........... ---- ..... ... ........... ...... I ............... ............... .............. ........ ................ ....... . ........ .......... .................... .......... -.-- ...... ............ ........... .......... .............. ........ ........................ — ........... ........................... — ........ — .......... — ........ I ....... ................................. —.- .......... ........ -- .............. ....... ...................... .. ............ -- ...... --., ..... --- .................... .............................. ..... — I ........ - ......... I ............ .......... — .......... ................ ...... ..... ........ .. ...................... ................. ................ -.1... ... ................. ................................................ ...... I .... .... - ........... ..... — ............... -. ............... .......... -.- ......... ... ................................... ............. ....... ........... ................................. ................ — .......... --- ........... ..................................... ............ — ........ -..- ................... ............................ ................................ ................... .......... ........ .. .......... ...... .......... ..................... .......... ............. ........ .... .......... .................................... ...... --.. ........... ................ -11 .... — .............. -.- ...... . . .................. .............. ....... ... -- ................. .......... ............................ ... I ...... --- ................ - ...................................... ......... ....... ..................... ........................... ........ ........................ .... ....... .......................... -- .......... -- ............................... 3." ............. ............... - ......... ... ........ I ........ ......................... .......... ......... ........... .............. .............. .......... .............. - .......... ........... ............. ............ .............. -6" 6." Y-0 . ,— i i ,R -- VON a �- � : 726.0lbs ' Pp= 700.Olbs ' II36.6psf i i II E.A.D., Inc. Title : Gish Job # 9905 514 Villa de la Valle, Suite 306 Dsgnr: k.p. Date: 4:12PM, 16 MAR 99 Solana Beach, CA 92075 Description (619) 792 -6055 Scope Rav: 500001 Cantilevered Retaining Wall _ -- - Description SITE RETAINING WALL #2 General (Soil Data Retained Height = 5.33 ft Allow Soil Bearing = 2,000.0 psf ' Wall height above retained soil = 0.67 ft Equivalent Fluid Pressure Method - Slope Behind Wall 0.00: 1 Active Soil Pressure - Heel Side 48.0 psf Height of Soil over Toe = 0.00 in Active Soil Pressure - Toe Side = 0.0 pcf Passive Pressure = 350.0 pcf Soil Density - = 110.00 pcf Water table height over heel - = 0.0 ft Foo Data � Sliding Data - � Toe Width = 2.83 ft Friction Factor @ Footing & Soil = 0.350 Heel Width = 1.1 ft ...neglect ht. for passive = 0.00 in Total Footing Width 4.00 ft Footing Thickness = 18.00 in Lateral Sliding Force = 1,120.7 1 less Passive Pressure Force = - 1,093.8 Ibs - - -" __ -- - less Friction Force Footing Key Data - _ - 634.1 Ibs Distance from Toe = 2.00 ft Added Restraint Force Required = 0.0 Ibs ' Width 12.00 in Depth 12.00 in Footing Design Results fc Fy 40,000 psi Minimum Footing Rebar Options...... Minimum As % = 0.0018 p Toe Side...... Heel Side.... Rebar Cover @ Top = 2.00 in Not req'd Not req'd ' Rebar Cover @ Bottom = 3.00 in Mu < S * Fr Mu < S * Fr Toe Heel ACI Factored Soil Pressure = 1,389 0 psf Mu' : From Upward Loads = 0 0 ft-# Mu': From Downward Loads 0 253 ft-# Mu: Used For Design = 2,063 253 ft-# Actual One -Way Shear 8.71 3.06 psi Key Reinforcement: Not Req'd = Mu <S *Fr Allowable One -Way Shear 76.03 76.03 psi Design Summary ' Total Bearing Load = 1,812 Ibs Summary of Stem Section Designs.... ...resultant ecc. 9.39 in Top: 8 in Mas, #5@ 8.00 in @Edge, From 6.0 ft to 0.0 ft Soil Pressure @ Toe = 992 <= 2,000 psf ' Soil Pressure @ Heel = 0 <= 2,000 psf ACI Factored Press @ Toe = 1,389 psf ACI Factored Press @ Heel = 0 psf Footing Shear @ Toe = 8.7 <= 76.0 psi Footing Shear @ Heel 3.1 <= 76.0 psi WALL STABILITY RATIOS ' Overturning Stability Ratio = 1.86 Sliding Ratio Ratio 1.54 (c) 1983 -97 ENERCALC c:\enercalc\ data \complete\gish.ecw:Retaining kW- 0601451, Ver 5.0.4, 10- Dec -1997, Win32 E.A.D., Inc. Title: Gish Job # 9905 514 Villa de la Valle, Suite 306 Dsgnr: k.p. Date: 4:12PM, 16 MAR 99 Solana Beach, CA 92075 Description (619) 792 -6055 Scope Cantilevered Retaining Wall Description SITE RETAINING WALL #2 Stem Design 4 Construction Top Stem Design location for stem is at Stem OK this height above footing 0.00 ft Wall Material Above "Ht" Masonry Thickness 8.00 in Rebar Size # 5 Rebar Spacing 8.00 in Rebar Placed at Edge Design Data fb /FB + fa /Fa 0.921 Total Force @ Section 682.7 Ibs Moment.... Actual 1,213.6 ft-# Moment..... Allowable 1,317.2 ft-# Shear..... Actual 12.69 psi Shear..... Allowable 19.36 psi Bar Embed ABOVE Ht. 16.66 in Bar Embed BELOW Ht. 6.00 in Wall Weight 78.0 psf Rebar Depth 'd' 5.25 in Masonry Data fm _ 1,500 psi Fs 24,000 psi Solid Grouting Yes Special Inspection = No Modular Ratio 'n' 25.78 Short Term Factor 1.000 Equiv. Solid Thick. 7.60 in Concrete Data fc Fy (c) 1983 -97 ENERCALC c:lenercalc\ data lco — r l telgish.ecw:Retaining KW- 0601451, Ver 5.0.4, 10- Dec -1997, Win32 E.A.D., Inc. Title: Gish Job # 9905 514 Villa de la Valle, Suite 306 Dsgnr: k.p. Date: 4:12PM, 16 MAR 99 Solana Beach, CA 92075 Description (619) 792-6055 Scope: R. SO41.11 Cantilevered Retaining Wall Description SITE RETAINING WALL #2 Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... ..... RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,120.7 2.28 2,552.6 Soil Over Heel 293.5 3.75 1,100.8 Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = 0.00 Toe Active Pressure = 0.50 Soil Over Toe Surcharge Over Toe Stem Weight(s) = 468.3 3.17 1,482.8 Earth @ Stem Transitions Footing Weight 900.1 2.00 1,800.3 Key Weight = 150.0 2.50 375.0 Vert. Component Added Lateral Load Load @ Stem Above Soil TOTALS = 1,120.7 lbs O.T.M. = 2,552.6 1,811.9 R. M. = 4,758.9 Resisting/Overturning Ratio 1.86 Total used for Soil Pressure = 1,811.9 ( + Axial Live Load, - Vertical Soil Component) Vertical component of active pressure used for soil pressure Toe Surcharge Not Used To Resist Overturning Heel Surcharge Not Used To Resist Overturning 1 1 1 1 1 1 - - -- - ( c) 1983 -97 ENERCALC --------- ecw:Retaining KW-0601451, Ver 5.0.4, 10- Dec -1997, Win32 ! 8." Mas w/ #5 8.00in o/c - - -_ .3.4." %j i x, % 4." i of j h i 1 * > ,. 3." I � I I t'-0." I I I � I, �o ■ - - -- n III i% 1I20.61hs I Pp= 1093.71bs i L � 991.9psf i E.A.D., Inc. Title: Gish Job # 9905 514 Villa de la Valle, Suite 306 Dsgnr: k.p. Date: 5:17PM, 16 MAR 99 Solana Beach, CA 92075 Description (619) 792-6055 Scope: L Cantilevered Retaining Wall Description SITE RETAINING WALL #4 [S oil Data General Retained Height = 3.33 ft Allow Soil Bearing = 2,000.0 psf Wall height above retained soil = 10.33 ft Equivalent Fluid Pressure Method Slope Behind Wall 0.00: 1 Active Soil Pressure - Heel Side 45.0 psf Height of Soil over Toe 0.00 in Active Soil Pressure - Toe Side = 0.0 pcf Passive Pressure = 350.0 pcf Soil Density = 110.00 pcf Water table height over heel = 0.0 ft [Footing Data Sliding Data Toe Width = 5.17 ft Friction Factor @ Footing & Soil = 0.350 Heel Width = 2.33 ft ...neglect ht. for passive = 0.00 in Total Footing Width 7.50 ft Footing Thickness = 24.00 in Lateral Sliding Force = 888.0 lbs less Passive Pressure Force 1,054.3 lbs [FootingK_e_yDa__t_a__ less Friction Force 1,418.3 lbs Distance from Toe = 0.00 ft Added Restraint Force Required = 0.0 lbs Width = 0.00 in Depth 0.00 in Surcharges [Axial Load Applied To Stem Surcharge Over Heel 0.0 psf Axial Dead Load 0.0 lbs Surcharge Over Toe 50.0 psf Axial Live Load 0.0 lbs Axial Load Eccentricity = 0.0 in [Added Lateral - Load on Stem [Adjace Footing Data Lateral Load 24.0 #/ft Adjacent Footing Load lbs ...Height to Top 13.67 ft Footing Width 0.00 ft ...Height to Bottom = 3.33 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type = Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Footing Design Results fc 2,000 Fy psi 40,000 psi Minimum Footing Rebar Options...... Minimum As % 0.0018 Toe Side...... Heel Side.... Rebar Cover @ Top = 2.00 in Not req'd Not req'd Rebar Cover @ Bottom = 3.00 in Mu < S * Fr Mu < S * Fr Toe Heel ACI Factored Soil Pressure = 727 786 psf Mu': From Upward Loads 11,215 0 ft-# Mu' - From Downward Loads 7,412 829 ft-# Mu: Used For Design = 3,803 829 ft-# Actual One-Way Shear 5.40 3.62 psi Key Reinforcement: Not Req'd = Mu<S*Fr Allowable One-Way Shear 76.03 76.03 psi 1983-97 ENERCALC ecw:Retai - ing - - -- K - W - -0601 - 451, V_er_5_.0___ -- -- -- .4, 10- Dec -1997, Win32 E.A.D., Inc. Title: Gish Job # 05 514 Villa de la Valle, Suite 306 Dsgnr: k.p. Date. 5:17PM, 16 MAR 99 Solana Beach, CA 92075 Description (619) 792 -6055 scope R ,04001 Cantilevered Retaining Wall � Description SITE RETAINING WALL #4 Design Summary Total Bearing Load = 4,052 Ibs Summary of Stem Section Designs.... ...resultant ecc. = 0.58 in Top: 8 in Mas, #5 @16.00 in @Edge, From 13.7 ft to 4.3 ft Soil Pressure @ Toe = 519 <= 2,000 psf 2nd: 16 in Mas, #5 @16.00 in @Edge, From 4.3 ft to 0.0 ft Soil Pressure @ Heel = 561 <= 2,000 psf ACI Factored Press @ Toe 727 psf ACI Factored Press @ Heel 786 psf Footing Shear @ Toe = 5.4 <= 76.0 psi ' Footing Shear @ Heel = 3.6 <= 76.0 psi WALL STABILITY RATIOS Overturning Stability Ratio = 5.11 Sliding Ratio Ratio = 2.78 Stem Design & Construction Top Stem 2nd Stem Design location for stem is at Stem OK Stem OK this height above footing 4.30 ft 0.00 ft Wall Material Above "Ht" Masonry Masonry Thickness 8.00 in 16.00 in Rebar Size # 5 # 5 Rebar Spacing 16.00 in 16.00 in Rebar Placed at Edge Edge Design Data fb /FB + fa /Fa 0.996 0.514 Total Force @ Section 224.9 Ibs 498.0 Ibs Moment.... Actual 1,053.6 ft-# 2,386.8 ft-# Moment..... Allowable 1,058.0 ft-# 4,642.8 ft -# Shear..... Actual 4.02 psi 3.46 psi Shear..... Allowable 19.36 psi 19.36 psi Bar Embed ABOVE Ht. 14.66 in 16.00 in Bar Embed BELOW Ht. 14.66 in 6.00 in Wall Weight 78.0 psf 164.0 psf Rebar Depth 'd' 5.25 in 13.00 in Masonry Data ' fm _ 1,500 psi 1,500 psi Fs 24,000 psi 24,000 psi Solid Grouting Yes Yes Special Inspection = No No Modular Ratio'n' 25.78 25.78 Short Term Factor 1.000 1.000 Equiv. Solid Thick. 7.60 in 15.60 in Concrete Data fc Fy c 1983 -97 ENERCALC - - -_- - �) c: �enercalcldata lcomplete�gish.ecw:Retaining KW- 0601451, Ver 5.0.4, 10- Dec -1997, Win32 1 ' E.A.D., Inc. Title: Gish Job # 9905 514 Villa de la Valle, Suite 306 Dsgnr: k.p. Date: 5:17PM, 16 MAR 99 Solana Beach, CA 92075 Description (619) 792 -6055 Scope Cantilevered Retaining Wall �l Description SITE RETAINING WALL #4 Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment ' Item Ibs ft ft-# Ibs ft ft_- Heel Active Pressure = 639.9 1.78 1,137.6 Soil Over Heel 366.5 7.00 2,565.6 Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = 0.00 ' Toe Active Pressure = 0.67 Soil Over Toe Surcharge Over Toe = 1.00 Stem Weight(s) = 1,435.8 5.66 8,132.3 ' Earth @ Stem Transitions Footing Weight 2,250.0 3.75 8,437.4 Key Weight = ' Vert. Component Added Lateral Load 248.1 10.50 2,605.3 Load @ Stem Above Soil - TOTALS = 888.0 Ibs O.T.M. = 3,742.9 4,052.3 R. M. = 19,135.3 - Resisting /Overturning Ratio 5.11 Total used for Soil Pressure 4,052.3 ( + Axial Live Load, - Vertical Soil Component) Vertical component of active pressure used for soil pressure Toe Surcharge Not Used To Resist Overturning Heel Surcharge Not Used To Resist Overturning (c) 1983 -97 ENERCALC c:\enercalc\ data \complete\gish.ecw:Retaining KW- 0601451, Ver 5 ,- 10- Dec -1997, Win32 1 1 � � I 8." 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