BNA HDMSe LEROY CRANDALL & ASSOCIATES. October 30, 1963

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1 LEROY CRANDALL & ASSOCIATES CONSULTING FOUNDATION ENGINEER S 1619 BEVERLY BOULEVARD LOS ANGELES 26, CALIFORNIA MAdi.on L. LEROY CRANDAJI.. C. E. PREDUCZ A. )AANES LEOTOLD Hzmcw ELDT MJUELL C. WEIER. C. E. J. D. YIRLOARD. C. E. JAJAES N. )C WER. C.R. October 30, 1963 Rocketdyne - A Division of North American Aviation, Inc Canoga Avenue P.O. No. X310FZ Canoga Park, California (Our Job No ) Attention : Mr. K. Stafford Department 58 3 Gentlemen : Our "Report of Soils Investigation, Test Stand Delta 2 Area, PFL, Santa Susana, California, for Rocketdyne - A Division of North American Aviation, Inc." is herewith submitted. Specifications for the investigation were furnished to us by personnel of your staff, and these specifications and the requirements of your Purchase Order No. X310FZ were followed in completing the investigation. Respectfully submitted, LeROY CRANDALL & ASSOCIATES LC-JK/gb (6 copies submitted) BNA HDMSe

2 LEROY CRANDALL ar ASSOCIATE S REPORT OF SOILS INVESTIGATION TEST STAND DELTA 2 ARE A PFL, SANTA SUSANA, CALIFORNIA FOR ROCKETDYNE - A DIVISION OF NORTH AMERICAN AVIATION, INC. SCOPE This report presents the results of an investigation of the soi l conditions in the Test Stand Delta 2 area. The area under consideration and the locations of our borings are shown on Plate 1, Plot Plan. Our investigation was to consist of two parts : 1. We were requested to obse rv e the drilling of Boring 1 which was located southwest of Delta 2 as shown on Plate 1. This boring was to be drilled by others, and we were to furnish a log of the soils encountered. 2. W-e were requested to drill three borings at the location of the proposed combustor. The desired locations and depths of the boring s were specified by Rocketdyne ; however, the boring locations had to be modified slightly due to difficulties of access with the drilling equipment. Base d on these three borings, recommendations for design of drilled cast-in-place concrete piling were to be established. EXPLORATIONS Bor ing 1 Boring 1 was actually a 36-inch-diameter drilled pile excavation which extended to a depth of 24 feet. The excavation was made by blasting, BNA HDMSe

3 Page 2 LEROY CRANDALL & ASSOCIATE S and we did not observe the excavation process. However, the excavation was entered by our field engineer who made a log of the materials from visual examination. The boring log is presented on Plate 2-A. The materials observed consisted of sandstone which was weathered and fractured to a depth of seven feet ; below the seven - foot depth, the sandstone was obse rved to be massive and less fractured. The exposed sandstone surface in the excavation was very rough due to the blasting. Reportedly, the excavation was deepened to 30 feet after our inspection. Borings 2, 3, and 4 Borings 2, 3, and 4 were each drilled to a depth of roughly 40 feet. The borings were extended through the existing fill and overburden soils with five-inch-diameter vacuum rotary equipment ; three-inch-diameter coring equipment was used to extend the borings into the underlying sandstone. The borings were logged by our field engineer. The boring logs are presented on Plates 2-B, 2-C, and 2-D. The existing fill soils and overburden soils are classified in accordance with the Unified Soil Classification System'shown on Plate 3. Undisturbed samples of the existing fill and overburden soils were obtained at frequent intervals of depth for laboratory inspection and testing. The depths at which undisturbed samples were obtained are indicated to the left of the boring logs in accordance with the Key on Plate 2-A. Continuous cores were obtained during the coring operations in the underlying sandstone. The percentage of core recovery is indicated to the left of the boring logs, also in accordance with the Key on Plate 2-A. The percentage recovery figures in Borings 3 and 4 are relatively low due to improper functioning of the core barrel. The drilling or coring was firm throughout the sandstone, BNA HDMSe

4 Page 3 LEROY CRANDALL & ASSOCIATE S and the poor recovery was not due to the condition of the sandstone rock. Based on Borings 2, 3, and 4, the combustor area is underlain by existing fill ranging from 9 to 33 feet deep. The fill, which consists of silty sand with large sandstone cobbles and boulders, is variable but generally moderately firm. The fill is underlain by silty sand overburden soils and sandstone. The overburden soils are moderately firm to firm at present moisture content but would become weaker and more compressible when wet. The underlying sandstone is firm to ve ry firm and hard. LABORATORY TEST S The field moisture content an d dry density of the existing fill and overburden soils were determined by testing the undisturbed samples. The test results are shown to the left of the boring logs in accordance with the Key on Plate 2-A. Unconfined compression tests were performed on core samples of the sandstone obtained from Boring 2. The resulting test data are presented on Plate 4, Unconfined Compression Test Data. CONCLUSIONS The downward and upward capacities of single cast - in-place concret e piles are presented on Plate 5, Friction Pile Capacities. The capacitie s are presented as a function of penetration into the underlying sandstone rock and represent the resistance to the total of all applied loads ; no increase in the capacities are recommended for temporary loadings. Because of the remote possibility of adverse joint structure, which could reduce the upward capacity of the piles, a minimum penetration of ten feet into the sandstone rock is recommended. For resisting lateral loads, batter piles may be used. The axial capacities of batter piles, not exceeding a batter of 1 horizontal to 4 vertical, BNA HDMSe

5 page 4 LEROY CRANDALL & ASSOCIATE S may be assumed to be equal to the downward and upward pile capacities presented on Plate 5. The capacities presented on Plate 5 are for single piles. Foundations supported on groups of piles, especially those foundations subjecte d to upward or lateral loads, should be analysed to assure the overall stability of the piles and the sandstone mass in which the piles are installed. Such analyses will depend on the number and spacing of the piles and the magnitude and direction of the applied loads. The installation of piles into the sandstone will require special coring equipment or blasting which was done for pile foundations located southwesterly of Delta 2. Because of th e caving nature of the overlying fill, piles should be spaced a minimum of 2k diameters on centers. Also, closely-spaced piles should be excavated and filled alternately with the concrete permitted to set at least eight hours before excavating for an adjacent pile. We would suggest that all pile excavations be inspected to assure the desired penetration into the sandstone rock. Also, the sandstone should be carefully inspected for possible adverse jointing which might require modification of the foundation design The following Plates are attached and complete this report : Plate Plot Plan Plates 2-A through 2-D.. Logs of Boring s Plate Unified Soil Classification System Plate Unconfined Compression Test Data Plate Friction Pile Capacities BNA HDMSe

6 N 20, /775 COMBUSTO R \ v \ \ ~ \v v 1(1747)2 \~V N 20,50 0 ~~ rc A V A 11 V \~ \\ ~ y\ BORING LOCATION S BORING COORDINATE S NUMBER NORTH I EAS T 1 20,430 14, ,525 14, ,535 14, , 5 N 20, 450 BORING NO. ELEV OF SURFAC E OF SANDSTONE ROCK\ I, B.M - LEAD & TACK NW COR DELTA PRE-TEST BUILDING ELEV (1789) 0 P L O T P L A N SCALE =2 0 REFERENCE PLOT & GRADING PLAN (PRINT DATED ) BY ROCKETDYNE L{ Ro G~~":~~ ASSOCIATES

7 HDMSe LOG OF BORING 1 36"-Diameter Shaft Excavated using Explosive s Inspected August 7, Elevation * CONCRETE SANDSTO:. - fractured, light yellowishbrown W 5 V-1 a u C) 10 Massiv e r C r u 15 ro qj -+ W c 2 0 n NOTE : Groundwater not encountered ; no caving. Hole battered 1/12 :1 (horizontal to vertical). Hole reportedly deepened to 3J' but not inspected below 24'. KEY : L Indicates coring run Percentage of core recovery Indicates depth at which undisturbed sample obtaine d Dry density in pounds per cubic foot Field moisture content in percent of dry weigh t * See Plot Plan for location and elevation of benchmark. L Z R_ C<Ati :;A-_ &,A55--_ 1 T E S I I uuuuiuiiiu PATE i 2- A BNA

8 HDMSe LOG OF BORING 2 5"-Diameter Vacuum Rotary Hole to 25 ' 3"-Diameter NWX Core Boring below 25' Drilled August 14 & 15, 196 s n Elevation FILL - SILTY SAND - fine, dark brown Boulde r Some grave l LW Well graded, few grave l Organic layer Boulde r Fin e Few cobbles and boulder s yellowish- SANDSTONE - fractured, 1io :.t bruw n u More fractured, lenses of SHALE NOTE : Groundwater not encountered ; no caving.. LEROI C,,A\".ALL I I :r ASSGC ATE S uuuuiuiiiu PLATE i 2-D- BNA

9 LOG OF BORING 3 5"-Diameter Vacuum Rota ry Eole to 12 ' 3"-Diameter NWX Core Boring below 1,~' Drilled August 19, Elevation ' FILL - SILrY s.and - fine, some gravel and c:)bbl2., ;:httled brow n % %-109 Few gravel, dark brow n 1 0 SANDSTONE - fractured, light yellowishbrow n 4J Less fractured W W L at 5 14% w V / ro v 50% Thinly bedded, yellowish-brow n Lens of SHALE - brow n 30 73: Harder, light yellowish-brow n 35 3e % NOTE : Groundwater not encountered ; no caving. Poor core recove ry caused by rotation of inner tube. ROY I I uuuuiuiiiu PLATT i 2- C BNA HDMSe

10 LOG OF BORING 4 5"-Diameter Vacuum Rotary Hole to 33 ' 3"-Diameter NSdX Core Boring below 33' Drilled Augu.,t 15 & 16, 1963 Elevatio n d) 14-4 z W Fein gravel and cobbles Fe w SANDSTONE - fractured, light yellowishbrow n ' to 31'. NOTE : Massiv e Slight water seepage encountered at 26' ; slight raveling in layers fro m L-R1 C <Ah.D ALL Er AS"D _..r --- s I I PLATE 2- uuuuiuiiiu i D BNA HDMSe

11 COARSE GRAINE D SOIL S (More than 50 % of material is LARGER than No. 200 sieve size) MAJOR DIVISIONS GROUP SYMBOLS 'co 7~'b TYPICAL NAME S Well graded grovels, gravel-sand mixtures, CLEAN ; GW little or no fines. GRAVEL S (Little or no fines) GP Poorly graded grovels or grave sand mixtures, GRAVELS Ittle or no fines. (More than 50% of course fraction i s LARGER than the GM Silty gravels, gravel- sand - sill mixtures. No. 4 sieve size) GRAVELS WITH FINE S (Appreciable amt. of fines) GC Clayey gravels, gravel -sand - clay mixtures. S W Well graded sands, grave ll y sands, li tt le or no fines CLEAN SAND S (Little or no fines ) Poorly graded sands or gravelly sands, littl e SANDS SP or no fines. More than 50 % of coarse fraction i s SMALLER than the SM Silty sands, sand silt mixtures. No. 4 sieve size) SAND S WITH FINE S ( Appreciable of fines) amt. SC Clayey sands, sand - clay mixtures. ML Inorganic sllts and very fine sands, rock flour, silty or clayey fine sands or clayey silt s with slight plasticity. SILTS AND CLAYS Inorganic clays of low to medium plasticity, (Liquid limit LESS than 50) CL gravelly clays, sandy clays, silty clays, lea n clays. FINE GRAINE D SOIL S OL Organic c silts and organic s il ty clays of lo w (More than 50 % of MH Inorganic silts, micaceous or diatomaceou s material is SMALLER fine sandy or silty soils, elastic s il ts. than No. 200 siev e size) SILTS AND CLAYS CH inorganic clays of high plasticity, fat clay s (Liquid limit GREATER than 50) OH Organic clays of medium to high plasticity, organic silts. HIGHLY ORGANIC SOILS Pt Peat and other highly organic soils. BOUNDARY CLASSIFICATIONS : Soils possessing charocter,stics of two groups are designated by combinations of group symbols. P A R T I C L E S I Z E L I M I T S SILT OR CLAY FIN E SAND FINE GRAVEL CDAR S E COBBLES I BOULDERS I NO. 200 NO. 40 NO. 10 NO.4 3/qe. 3.n. 'J. S. S T A N D A R a S I E V E S I Z E (I in ) UNIFIED SOIL CLASSIFICATION SYSTE M Reference The Unified Soil Classification System, Corps o f Engineers, U. S. Army Technical Memorandum No h-357, Vol I, March, (Revised April, 1960) LEROY CRANDALL & ASSOCIATE S I I PLATE 3 BNA HDMSe

12 BORING NUMBER SAMPLE DEPTH (FEET) SOIL TYPE 2 35 Sandstone 2, Sandstone 1, Sandstone 2,20 0 UNCONFINED COMPRESSION TEST DATA ~r <~, Cr<AN ~. ASSOJ RTE S PLATE 4 BNA HDMSe

13 HDMSe DOWNWARD PILE CAPACITY in Kip s CAST-IN-PLACE CONCRETE FRICTION PILE S 1 0 MINIMUM RECOMMENDED PENETRATIO N Ig Pile Diamete r in Inche s 2 0 li I UPWARD PILE CAPACITY in Kips 50 0 NOTES : (1) The indicated capacities are for the total of all loads including temporary loads. (2) The indicated capacities may be used for the axial capacities of battered piles for batters not exceeding 1 ttorizontal to 4 vertical. (3) The capacities are based on the strength of the sandstone. The strength of the piles may limit the capacities to lower values. (4) The indicated capacities are for single piles. The stability of foundations supported by pile groups and the sandstone mass supporting tne pies should be caecked. (5) Because of t :ie potential caving of the overlying fill, piles should be spacea at least 2z diameters on centers and should be excavated and filleu aiceraatei) aliuwinb the concrete to set at least 8 hours before excavating an adjacent hole. FRICTION PILE CAPACITIES I I nlate 5 uuuuiuiiiu i BNA

APPENDIX A. Borehole Logs Explanation of Terms and Symbols

APPENDIX A. Borehole Logs Explanation of Terms and Symbols APPENDIX A Borehole Logs Explanation of Terms and Symbols Page 153 of 168 EXPLANATION OF TERMS AND SYMBOLS The terms and symbols used on the borehole logs to summarize the results of field investigation