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1992-2905 G/I Street Address Category Serial # D � Description Name Plan ck. # Year Street Address 333�� ------- - - - - -- Serial # Category Name Description Plan dc. # Year EXISTING SOILS REPORT AND UPDATE REPORT FOR THE WAREHOUSE BUILDING FOR ENCINITAS UNION SCHOOL DISTRICT LHA ID 90098 -2 M E m E T � JAN 2 3 1992 CITY OF ENCINITAS DEPT. OF PUBLIC WORKS LuitLLt�u ULf't. PREPARED BY: LEIDENFROSTMOROWITZ & ASSOCIATES 1833 VICTORY BOULEVARD GLENDALE, CALIFORNIA 91201 JANUARY 20, 1992 v PRELIMINARY GEOTECHNICAL INVESTIGATION FOR THE PROPOSED RANCHO SANTA FE MEDICAL/ , PROFESSIONAL CENTER IN OLIVENHAIN, CALIFORNIA I March 1982 Mr. Russell Clark Trico Properties, Inc. Post Office Box 1369 Rancho Santa Fe, CA 92067 Subject: Preliminary Geotechnical Investigation for the Proposed Rancho Santa Fe Medical/ Professional Center, Olivenhain, California Dear Mr. Clark. In accordance with your request, we have performed a Preliminary Geo- technical Investigation at the subject site. Our investigation was performed to provide preliminary geotechnical data to aid in overall site planning and development. This report presents the results of our field and laboratory investigation, as well as geologic and soils engineering analysis, which are the bases for our findings, conclusions, and recom- mendations. This opportunity to be of service is sincerely appreciated. If you have any questions concerning this report, please do not hesitate to contact the undersigned. Respectfully submitted, TORREY PINES CONSULTING Dennis E. Zimmerman, P.E. C26676 Project Engineer c: (1) Addressee (2) File (1) George Montello (3) Ben Martin kb TABLE OF CONTENTS Page Letter of Transmittal . . . . . . . . . . . . . . . . . . . . . i Table of Contents . . . . . . . . . . . . . . . . . . . . . . Introduction . . . . . . . . . . . . . . . . . . . . . . . . . 1 Layout of Report . . . . . . . . . . . . . . . . . . . . . . 1 Scope of Services . . . . . . . . . . . . . . . . . . . . . . 1 Proposed Development . . . . . . . . . . . . . . . . . . . . 2 Site Description . . . . . . . . . . . . . . . . . . . . . . . 3 Location Map, Plate No. 1 . . . . . . . . . . . . . . . • 4 Site Plan, Plate No. 3 . . . . . . . . . . . . . . . . . . . 5 Site Photographs, Plate No. 4 . . . . . . . . . . . . . . . 6 Geology . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 Regional Geologic Map, Plate No. 2 . . . . . . . . . . . . . 8 Field and Laboratory Investigation . . . . . . . . . . . . . . 9 Conclusions and Recommendations . . . . . . . . . . . . . . 10 Limitations . 18 Appendix A— Subsurface Investigation . . . . . . . . . . . . 19 Exploratory Boring Logs 1 -6 . . . . . . . . . . . . . • • • 20 Appendix B— Laboratory Testing . . . . . . . . . . . . . . . 26 Unified Soil Classification Chart . . . . . . . . . . . . . . 27 Test Results . . . . . . . . . . . . . . . . . . . . . . . . 29 Appendix C— Recommended Grading Specifications . . . . . . 30 ii PRELIMINARY GEOTECHNICAL INVESTIGATION RANCHO SANTA FE MEDICAL /PROFESSIONAL CENTER IN OLIVENHAIN, CALIFORNIA INTRODUCTION This report presents our opinions resulting from our Geotechnical Inves- tigation on the subject property. Our investigation was performed on February 22, 1982. The purpose of this investigation was to evaluate the site from a geologic and soils standpoint, and to provide preliminary recommendations for your use in overall site development. LAYOUT OF REPORT The body of the report contains the text of our findings and recommen- dations. Details of our field and laboratory work are presented in the Appendices at the end of the report. Key statements in the text are underlined. SCOPE OF SERVICES The scope of services performed in the course of this investigation included: 1. Review of published and unpublished reports and maps pertaining to the subject site and its vicinity; 2. Geologic mapping of the site; 3. Subsurface exploration consisting of six backhoe pits; 4. Laboratory testing of representative soil samples obtained during the field investigation; S. Analysis of field data and preparation of this report, in- cluding our findings, conclusions, and recommendations. 1. PROPOSED DEVELOPMENT Proposed development of the approximately one and two- thirds, roughly triangular - shaped site consists of the construction of four two- story, wood - framed, slab -on -grade office buildings. The grading proposed for this project will involve roughly 1,000 cubic yards of excavation, and filling of roughly 14,000 cubic yards of earth materials. Import soils anticipated for this project is expected to approach 13,000 cubic yards. The earthwork will consist basically of cutting down the higher portions of the site and filling towards the lower portions of the site. The maxi- mum cuts are on the order of two feet in depth, and fill depths are on the order of 24 feet. 2. SITE DESCRIPTION The subject site is situated on the north side of Encinitas Boulevard and on the east side of Rancho Santa Fe Road in Olivenhain, California. The site affords roughly 430 feet of frontage along Encinitas Boulevard, 75 feet along Rancho Santa Fe Road about 380 feet along the eastern pro- perty line. Please reference attached Location Map, Plate No. 1, and Site Plan, Plate No. 3. The highest portion of the site occurs at the northwest, with a recorded elevation of 78 feet above MSL (Mean 'Sea Level) . The lowest portion of the site occurs at the southeast corner, with a recorded elevation of 50 feet above MSL (Mean Sea Level) . The site is gently sloping from the northwest to the southwest, with the exception of the north property line, where a natural eroded channel exists. The channel varies in width from about 25 to 50 feet. The depth ranges from about 10 feet near the east to about 20 feet near the west end. Most of the site is covered with three to five feet of end -dump material, including clay tile, asphaltic concrete, and critically expansive soil mat- erial as well as non - expansive soils. The critically expansive soils consist of greenish -brown to white sandy clay and red sandy clay with boulders to three feet in diameter. No surficial water seepages were observed on the property, and no water tables were encountered in any of the six trench excavations. Please reference Site Plan, Plate No. 3, and Site Photographs, Plate No. 4. 3. f „)s ' � I •, u� �. I 1 .Creek -� .,;: nk sire u �. . • ' P , SCALE 1 1 11 1 MILL I 7 I IfMMI O IINNI )�XN) IWO 4WO `dNlf) (.0"0 PDX) fl f 1 1 1 i O I �nOMltlt+ CONTOUR INTERVAL 20 FEET • LOCATION MAP RANCHO SANTA FE MEDICAL/ �osuy J�incs �onsuCtin9 PROFESSIONAL CENTER PROJECT NO. DATE PLATE 20012 1 March 1962 N0, 1 • 4. 3 KZ` Center line of channel Buildings T5 T3 T6 Z C� r 7. y t!� T2 L � d • T1 LEGEND T6 Test Pit Locations SITE PLAN RANCHO SANTA FE MEDICAL/ gooey -Pinxi C'oni"[Ung PROFESSIONAL CENTER PROJECT NO. DATE PLATE 20012 1 March 1982 NO. 3 5. L Encinitas Boulevard on the right. .t.' ; {: 1:5 � �' �����, .�..` 1. i..''�.,�,r�� n •' ", � � , , H� "` Vii:- r ,l - °' . '1► " (I h._./��rl� � ���,T� f - H F '� q.x' ,S{ yVp�'{."`' �Oo. L ooking down the channel along the north property line. SITE �,t., `,f •r �4 ���� ++ ". ' rl:i�'�~ _r.',., '� �I- ,rl�',s'� . o� r PH RANCH SANTA FE MED ICAL/ PR OFESSIO NAL • • PR N DATE PLATE 200 • 1 6. GEOLOGY The subject site is located in Olivenhain, California. The Regional Geo- logic Map, Plate No. 2, shows the subject site and the geologic setting of the area. The property is underlain by Recent Alluvium Mal) , consisting of un- consolidated stream, river channel, and alluvial fan deposits. Also underlying the site are the Eocene Marine Sedimentary Rocks (E) , con- sisting of sandstone, siltstone, and mudstone. r 7. .. �' �'•,7j�,' ! / .Nf, 11• 1 /'�" To A+J ARAAA I 1 xn� l.�:.� �• .r • /S• I Sd J� A ' it M• I.,� ofi� ' t •) ; 1 qr l �� IN _�' •/\ 'f �. 0� �• ` 3 J �) fl 1 •r� O r' ^'ti• .�. l,q D. q.! mayy^ lA. � 0 4 rll.11. �} E��<,�� � ,• � , � ♦�,(�„1 1 ow lit •1 \• ir, ,,t�j..1��h / •� vv �dl �; " o • � 1 rr L `l v, f C � 9 rq� \ M�1�� � � 1 rj 7 Y • E '� u �1 �� ri � �' i. \ 1�1. \}��11 �' Oulr�y I �!!: •,,, 1 r�.I+ � Y��r 1 1 F— r- Mr.�/••� � 'I` 1 tea °IIRNI Mr) rk�J Oceanside `� / ol• S. 4.L I I �f1Y \ A. 0 0 f�L. - ..... '1 t � , L A� 4 ! > , 4 r , try . 4.. •,.1,', uT F '! IrI�rN7 �.�.,� - �+' 7 r'y..,, .. �• t a •' q � � s �i," 1 � I ,��f�r� +r J,�/ --r �� ,•� � `; ` �t:')I:i^'} �r.A C AlltllAd �pl r _..J(�.yq vI.. , \ / '' K�tir nel L F �� yr n ah''rq `(�r1,r 'Y.1TT/ Qr� ul .o•. rid ugrl.nr ��i°'��'1•�'/ "'"",i N(��E .; . / `"""���1.I - • •�0 pr .�ryrlre. . +,l '' / { sennCll ` 01 N y ,T , ,�t. Orr I� 'r q ,l r f 01 ��tl �j ;; r• FFAN 41 V 1 j !T E r 7lN ► r 1 JII� q t' .�h —i•il. .�6 ' \ v /r - �'i �`4 lit 0 to Y .r+' .•411 Ad. • c• E E ji.'y f 1 ])1 H Y� + O �� ` .:4 l / vk q a , 41 WO .0�' E ,�, l • S I 1 L Arr f Y �, 1 u • .fi ` �y •1 .r So .. - � (( �r f-� 4 ` r� o• CArdlll- bYthr5 ,vr p c� � Y• �' C r � Jy. _ • 4 91r ,` �?�' L Dal I er.. •.•A � � �,. I� / � �C r[' Stale 1:250.000 5 S 1 1 5 _ —_ -- •'0 Sutut. 0 ...... – 5 0 5 --- ��) IS 20 25 JU Y.domelers CONTOUR INTERVAL 200 FEET • REGIONAL GEOLOGIC MAP RANCHO SANTA FE MEDICAL/ gosuy I ( Anti Coniaftincy PROFESSIONAL CENTER PRO JECT NO. DATE PLATE 20012 1 March 1982 > NO. 2 8. FIELD AND LABORATORY INVESTIGATION The subsurface investigation consisted of six backhoe pits trenched to a maximum depth of 121 feet. The locations of the pits are shown on the attached Site Plan, Plate No. 3. The pits were carefully logged and sam- pled by this firm. Site photographs are shown on Plate No. 4. Representative samples of the various soils encountered in the test pits were returned to the laboratory for evaluation and appropriate testing. Logs of the test pits and descriptions of the laboratory tests are pre- sented in Appendices A and B, respectively. Additional testing of import soil material shall be performed prior to im- porting same to subject site. 9. CONCLUSIONS AND RECOMMENDATIONS A. General The site is suitable for the proposed development from a geologic and soils engineering standpoint within the framework of our recommenda- tions. There are, however, certain constraints which must be taken into account. The constraints, conclusions, and recommendations fol- low. B. Slope Stability We recommend that any required permanent cut or fill slopes be con- structed to an inclination no steeper than 2.0 horizontal to 1.0 verti- cal. For cut or fill slopes steeper than 2.0 to 1.0, this office should be consulted to analyze the required slopes for stability. Slope stability will change considerably, depending on soil types encountered, slope inclination, and height of slope. In particular, the proposed if to 1 slopes to a maximum height of 24 feet, shall be analyzed for stability after the appropriate laboratory testing is completed for the proposed import soil material, but prior to the delivery of any import soil material to the project site. Placement of fill near the tops of slopes should be carried out in such a manner so as to assure that loose, uncompacted soils are not sloughed over the tops and allowed to accumulate on the slope face. The on -site soils will be very highly susceptible to erosion where exposed on slopes. Therefore, the project plans and specifications should- contain all necessary features and construction requirements to prevent erosion of the slopes both during and after construction. Slopes and other exposed ground surfaces should be appropriately planted with a protective ground cover. Pickleweed, iceplant is un- acceptable for planting of slopes. 10. C. Grading and Earthwork 1. Clearinq Prior to grading of individual sites for slabs and footings, the site should be cleared of surface obstructions and, where re- quired, stripped of brush and vegetation. Obstructions which extend below finish grade should be removed from the site. 2. Existing Fills and Loose Natural Soils Any existing fill material and loose natural soil that is not en- tirely removed by the required site excavation work should be over - excavated down to firm natural ground and replaced as compacted fill. The need for and extent of over - excavation work to remove existing fill materials should be determined by this office in the field during the site preparation work. The loose slope wash soils beneath the building pads and 5 feet beyond the perimeters thereof shall be excavated and removed to a minimum depth of five feet below natural grade or 10 feet below finish pad elevation, whichever is greater, or to where firm natural ground soils, as approved by the soil engineer, are en- countered. The non - cohesive soil material situated at the toe of the proposed slope along the north property line should be re- moved to a minimum depth of eight feet and replaced with a cohesive -type material approved by this firm. The location of the proposed 48- inch - diameter drain pipe should be approved by this office due to the close proximity of the pipe to the proposed slope. The bottom of the excavation shall be scarified a minimum of 8 inches and watered to optimum moisture content, then com- pacted to 90% of maximum dry density. 3. Scarification and Processing of Surface Soils Following over - excavation of unsuitable materials, all areas of the site to receive fill and /or other improvements should be scarified to a depth of eight inches, brought to near optimum moisture conditions, and compacted to at least 90% relative compaction. All areas to receive asphaltic concrete pavement should be com- pacted to at least 95% relative compaction. 4. Rippability The on -site soils and bedrock materials are expected to be ex- cavated using conventional earth - moving equipment. 5. Over - excavation of Transition (Daylig Pads On daylight pads where structures will partly be underlain by compacted fill and partly by bedrock and/or natural soil, the cut portion of the lot should be over - excavated to a depth of at least 10 feet below bottom of footings or slabs -on -grade and re- placed with compacted fill. This over - excavation should be ex- tended a minimum of five feet beyond the edge of the perimeter r footings. 6. Material for Fill All existing on -site soil and bedrock materials are suitable for reuse as fill. Fill materials should, in general, not contain rocks or cobbles greater than six inches in largest dimension. However, larger rock fragments may be incorporated into the lower portions of fills, provided the method of spacing and compaction is approved by the soil engineer. 7. Compaction and Method of Fi lling All fill at the site should be compacted to a minimum relative com- paction of 90 %, based upon ASTM Laborator Test Designation D- 1557 -70 All areas to receive asphaltic concrete pavement should be compacted to at least 95% rel ative compaction. Fill should be compacted by mechanical means in uniform lifts of six to eight inches in thickness. 12. Fills constructed on natural slopes having an inclination steeper than 5 horizontal to 1 vertical should be keyed and benched into bedrock or competent natural ground. Compaction of slopes should be achieved by overbuilding the slopes laterally, then cutting back to the design line and grade, or by back - rolling with sheepsfoot at frequent intervals as the fill is placed, followed by final rolling of the entire slope. Feath- ering of fill over the tops of slopes should not be permitted. All fills should be placed and grading performed in accordance with applicable local grading ordinances. B. Trench Backfill Pipeline trenches should be backfilled with compacted fill. Back - fill material should be placed in lift thicknesses appropriate to the type of compaction equipment utilized and compacted to 90% by mechanical means. ' 9. Drainage Adequate drainage provisions are imperative. Positive surface gradients should be provided adjacent to buildings so as to direct surface water away from foundations and slabs toward suitable discharge facilities. Ponding of surface water should not be allowed adjacent to structures, pavements, or throughout the project site. Water should not be allowed to drain over slopes unless suitable downdrains are utilized; they should discharge into splashblocks and /or controlled drains. 10. Recommended Grading Specific Grading should be done in accordance with Appendix C, "Recommended Grading Specifications." 13. D. Foundation and Slab Recommendations 1. Recommendations for Expansive Soils Field observations indicate that the expansive potential of a por tion of the end -dump soil material found throughout t site is in the critically expansive range We recommend that these expan- sive soils be capped with a minimum thickness of three feet of non - expansive soil material and/or incorporated into the deeper fill areas. Considering that import soil material is proposed and that a portion of the existing channel on the north property line is proposed to be filled in, this should be feasible. In lieu of the three -foot cap of non - expansive soils, footings and slabs -on- grade may be founded on expansive soils. If this should occur, Torrey Pines Consulting should be consulted for expansive soil recommendations. Due to the wide range of the expansive potential of the on -site soil material and the fact that import soils will be incorporated into the grading operations, the site should be evaluated for potential expansion after building pads are rough graded, but prior to foundation and slab design for the structures. 2. Footings We recommend that the proposed two -story buildings be sup- ported on conventional shallow footings bearing in bedrock, firm natural ground, or compacted fill. At a minimum depth of 18 inches, footings may be designed for an allowable dead plus live load bearing value of 1500 psf (pounds per square foot) . Due to the expansive soil and import soil, this valu shall be verified upon completion of the earthwork operations but prior to foun- dation design These values may be increased by one -third for short -term loads, including wind or seismic. Footings should have a minimum width of 15 inches. All continuous footings should contain top and bottom reinforcement to provide struc- tural continuity and to permit spanning of local irregularities. 14. Footings located adjacent to the tops of slopes should be extended sufficiently deep so as to provide at least 5 feet of horizontal cover between the footing and the slope at the footing bearing level. Settlements under building loads are expected to be within toler- able limits for the proposed structures. We estimate that post - construction differential settlements across any one building will not exceed 3/4 inch. 3. Slabs -On -Grade Concrete slabs -on -grade may be supported on bedrock, firm natural ground, or compacted fill. Soil materials should be scar- ified to a minimum depth of 12 inches, brought to near optimum moisture conditions, and recompacted to at least 90% relative com- paction. Slab reinforcing should be provided in accordance with the anticipated use of and loadings on the slabs. As a minimum, we recommend the slabs be reinforced with 6x6 - W1.4/W1.4 welded wire fabric for control of shrinkage cracks. In areas where moisture - sensitive floor coverings are to be util- ized and in other areas where floor dampness would be undesir- able, we recommend consideration be given to providing an impermeable membrane beneath the slabs. The membrane should be covered with 2 inches of sand to protect it during construction. The sand should be lightly moistened just prior to placing the con- crete. Due to the expansive soil and import soil, slab - on -grade recommendations shall be verified upon completio of earthwork operations 4. Lateral Loads Lateral load resistance for the buildings supported on footing foundations may be developed in friction between the foundation 15. bottoms and the supporting subgrade. An allowable friction co- efficient of 0.35 is considered applicable. An additional allowable passive uniform pressure of 125 pounds per square foot acting against the foundations may be used in design provided the foot- ings are poured neat against the adjacent compacted fill materials. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one - third. For design of isolated poles, such as flagpoles, the allowable passive earth pressure may be increased by 100 %. Import and /or expansive soils shall be evaluated for late resistance prior to footing design for footings fou nded in same_. 5. Retaininq Walls Retaining walls must be designed to resist lateral earth pressures and any additional lateral loads caused by surcharge loads on the adjoining slab surface. We recommend unrestrained walls be de- signed for an equivalent fluid pressure of 35 pounds per cubic foot (pcf) . We recommend restrained walls be designed for an equivalent fluid pressure of 35 pcf plus an additional uniform lateral pressure of 5H pounds per square foot where H = the height of backfill above the top of the wall footing in feet. Wherever walls will be subjected to surcharge loads, they should also be designed for an additional uniform lateral pressure equal to one -third the anticipated surcharge pressure in the case of unrestrained walls, and one -half the anticipated surcharge in the case of restrained walls. The preceding design pressures assume there is sufficient drain- age behind the walls to prevent the build -up of hydrostatic pressures from surface water infiltration. Adequate drainage may be provided by means of weep holes with permeable material in- stalled behind the walls or by means of a system of subdrains. 16. Backfill placed behind the walls should be compacted to a minimum degree of compaction of 90% using light compaction equipment. If heavy equipment is used, the walls should be appropriately tem- porarily braced. Retaining walls should be supported on footing foundations de- signed in accordance with the recommendations presented prev- iously under Item D.1, "Recommendations for Expansive Soils." Lateral load resistance for the walls can be developed in accord- ance with the recommendations presented under Item D.3, "Lateral Load Resistance." E. Pavement Recommendations Pavement recommendations should be made on completion of earthwork operations and appropriate laboratory testing of surface and near sur- face soil materials. This opportunity to be of service is sincerely appreciated. If you should require clarification of the above, please do not hesitate to contact the undersigned. Respectfully submitted, TORREY PINES CONSULTING Dennis E. Zimmerman, P.E. C26676 Project Engineer 17. LIMITATIONS Conclusions and recommendations made in this report are based on the assumption that the soil and geologic conditions do not deviate appre- ciably from those disclosed by the test pits. If variations are encoun- tered during construction, TORREY PINES CONSULTING should be notified so we may make supplemental recommendations, if this should be required. Evaluation of soil materials for support of structures includes inspection during grading. The soil engineer should continue his services through the inspection of grading including construction of fills, foundation exca- vations, and any backfill adjacent to footings, retaining walls, or utility trench backfill. Any import soil material shall be tested and evaluated by this firm 220r to import of same to the project site. 1s. APPENDIX A SUBSURFACE INVESTIGATION The subsurface exploration was continuously supervised, excavations log- ged, and samples obtained by this firm for laboratory testing. Logs of the test pits are presented with this Appendix. 19. Equipment Dimension Toot Date 580C Backhoe 18 2/22/82 Surface Elevation Groundwater Depth Logged by 61 MSL Not Encountered DZ S WATER IN -PLACE PENETR- FDESCRIPTION a CLASSIFICATION CON- DRY ATION RE TENT DENSITY SISTANCE ION' ;.- REMARKS COLOR CONSIST. YP SY f t. E % pcf. blows�f t. Silty fine sand with Light Loose SM Moist trash brown (Fill) Silty fine sand with Brown Medium SM Humid trash dense (Fill) 4 Silty fine sand Brown Loose 'SM Damp to medium (Caving at 6 dense (Alluvium) 1 Bottom of pit = 11.0 feet , EXPLORATORY BORING LOG RANCHO SANTA FE MEDICAL/ PROFESSIONAL CENTER • torrey pines consulting PROJECT NO. DATE LOG NO. C1W a Goolauwca Eronoerwv 20012 2/22/82 1 20. Equipment Dimension Test Date 580C Backhoe 18" 2/22/82 Surface Elevation Groundwater Depth Looped by 54 MSL Not Encountered DZ S WATER IN-PLACE PENETR- DESCRIPTION a CLASSIFICATION �. � CON DRY ATION RE- P DESCRIPTION'7�REMARKS COLOR CONSIST- YP SY it. E % pcf. blows�f4 Silty fine sand (topsoil) Brown Loose SM Damp 1 Silty fine sand Light Medium SM Damp brown dense (Alluvium) o- s Silty fine sand Light de to SM Moist (Alluvium) brown dense 5 Bottom of pit = 12.5 feet EXPLORATORY BORING LOG RANCHO SANTA FE MEDICAL/ PROFESSIONAL CENTER + torrey pines Consulting PROJECT NO. DATE LOG NO. Ctw a Geolechrkoi Erprwilnp 20012 2/22/82 2 21. Equipment Dimension Test Date 580C Backhoe 1811 2 / 22 / 82 Surface Elevation Groundwater Depth Logged by 61 MSL Not Encountered DZ DESCRIPTION 81 CLASSIFICATION qS WATER IN-PLACE PENETR- M CON- DRY ATION RE P DESCRIPTION'76- REMARKS COLOR CONSIST. TYPE SYM ft. E % pcf. bIows�f t Silty fine sand Brown Loose SM (Topsoil) Silty fine sand Light Medium SM brown dense (Alluvium) Bottom of trench = 6.0 feet , EXPLORATORY BORING LOG RANCHO SANTA FE MEDICAL/ PROFESSIONAL CENTER �r torrey pines consulting PROJECT NO. DATE LOG NO. Cew 6 Geoieuuricd En W*WWQ 20012 2/22/82 3 22. Equipment Dimension Test Date 580C Backhoe 18" 2/22/82 Surface Elevation Groundwater Depth Looped by 72 MSL Not Encountered DZ S WATER IN -PLACE PENETR- DESCRIPTION & CLASSIFICATION. CON DRY ATION RE P DESCRIPTION REMARKS COLOR CONSIST TYPE SY ft. E % pcf. bIaws�f t. Trash End- N/A N/A (Clay Tile) Red dump Silty fine sand (Topsoil) Brown Loose SM 4 Silty fine sand Light Medium SM brown dense (Alluvium) 8'6' Bottom of pit = 8 EXPLORATORY BORING LOG RANCHO SANTA FE MEDICAL/ PROFESSIONAL CENTER torrey Pines consulting PROJECT NO. D ATE LOG NO. C ow A Geotecnirkd Enpu»ema 20012 2/22/82 4 23. Equipment Dimension Test Date 580C Backhoe 18" 2/22/82 Surface Elevation Groundwater Depth Looped by 50 MSL Not Encountered DZ DESCRIPTION 81 CLASSIFICATION s WATER IN- DRY PENETR- �. � CON- ATION RE TY �SISTANCF P DESCRIPTION COLOR CONSIST TYPE SYM ft- E % pcf. bIows�f I. Silty fine sand Light Medium SM Damp brown dense Moist Wet Bottom of pit = 12.0 feet EXPLORATORY BORING LOG RANCHO SANTA FE MEDICAL/ PROFESSIONAL CENTER torrey pines consulting PROJECT NO. DATE LOG NO. civr s GeWectxvc Engwwwrq 20012 2/22/82 5 24. Equipment Dimension Test Date 580C Backhoe 18" 1 2/22/82 Surface Elevation Groundwater Depth Lopped by 47 MSL Not Encountered DZ S WATER IN-PLACE PENETR- DESCRIPTION 81 CLASSIFICATION 4 CON tRY ATION RE ISTANCE DESCRIPTION REMARKS COLOR CONSIST. YP SY ft. E % f. blows�tt Silty fine sand Light Loose SM Moist brown to medium dense (Severe caving -at all depths) 8 Running water at 8.0' Wet (Alluvium) 1 Bottom of pit = 11.0' , EXPLORATORY BORING LOG RANCHO SANTA FE MEDICAL/ F j( t orrey PROFESSION AL CENTER pines consulting PROJECT NO. DATE LOG NO. Cwd & GeolectWCd EnprwVra 20012 2/22/82 6 25. t APPENDIX B LABORATORY TESTING Soils were classified visually according to the Unified Soil Classification System. The Unified Soil Classification System Chart is presented with this Appendix. Soil classifications are shown on the Test Pit Logs attached to this report. Mechanical analysis, natural densities, moisture contents, and moisture density relations were performed on representative soil samples. Laboratory test results are shown in this Appendix. 26. UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIPTION GROUP SYMBOL TYPICAL NAMES I. COARSE GRAINED, More than half of material is larger than No. 200 sieve size. GRAVELS CLEAN GRAVELS GW... Well graded gravels, gravel -sand mixtures, More than half of coarse frac- little or no fines. tion is larger than No. 4 sieve GP... Poorly graded gravels, size but smaller than 3 inches. gravel -sand mixtures, little or no fines. - - - - - - - - - - - - - - - - - - - - - - - - - - GRAVELS WITH GM... Silty gravels, poorly FINES (Apprecia- graded gravel -sand -silt ble amount of mixtures. fines) GC... Clayey gravels, poorly graded gravel -sand -clay mixtures. SANDS CLEAN SANDS SW... Well- graded sand, gravelly sancts little or no fines. More than half of coarse frac- SP... Poorly graded sands, gra- tion is smaller than No. 4 sieve velly sands, little or no size. fines. - - - - - - - - - - - - - - - - - - - - - - - - - - SANDS WITH SM... Silty sands, poorly graded FINES (Apprecia- sand -silt mixtures. ble amount of SC... Clayey sands, poorly fines) graded sand -clay mixtures. II. FINE GRAINED, More SILTS AND ML... Inorganic silts and very than half of material is CLAYS fine sands, rock flour, smaller than No. 200 sandy silt or clayey -silt- sieve size. sand- mixtures with slight plasticity. Liquid Limit CL... Inorganic clays of low to less than 50 medium plasticity, gravelly clays, sandy clays, silty clays, lean clays. OL...Organic silts and organic silty clays of low plasti- city. 27. 9 • Unified Soil Classification Chart -- Continued 11. (continued) SILTS AND MH...Inorganic silts, micaceous CLAYS or diatomaceous fine sandy or silty soils, elastic silts. Liquid Limit CH... Inorganic clays of high greater than plasticity fat clays. 50 OH ... Organic clays of medium to high plasticity. 111. HIGHLY ORGANIC SOILS PT... Peat and other highly organic soils. 28. Test Results Particle -Size Analysis of Soils, ASTM D422 -63 (1972) Sample No Sieve Size Percent Passing T2 @5.0' #8 100.0 #16 99.7 #30 98.0 #50 51.1 #100 23.6 #200 17.3 Natural Density of Soils from Ring Samples Sample No Densit (p.c.f.) T2 @5.0' 104.6 T2 @ 7.5' 87.8 T2 @ 9.5' 101.7 Moisture Content of Soils from Ring Samples Sample No Moisture Content (percent) T2 @ 5.0' 9.2 T2 @ 7.5' 9.4 T2 @ 9.5' 8.1 Moisture - Density Relations of Soils using 10 -lb. Rammer and 18 -inch Drop, ASTM D1557-78 Sample No Maximum Density Optimum Moisture (p.c.f.) (percent) T2 @ 9.0' 111.5 10.9 29. APPENDIX C RECOMMENDED GRADING SPECIFICATIONS GENERAL I. It shall be the Contractor's responsibility to place, spread, water and compact the fill in strict accordance with these specifications. A Soils Engineer shall be the Owner's representative to inspect the construction of fills. Excavation and the placing of fill shall be under the direct inspection of the Soils Engineer, and he shall give written notice of conformance with the specifications upon completion of grading. Deviations from these specifications will be permitted only upon written authorization from the Soils Engineer. No deviation from these specifications will be allowed, except where specifically superseded in the preliminary soils re- port, or in other written communication signed by the Soils En- gineer. SCOPE II. The placement of fill by the Contractor shall include all clearing and grubbing, removal of existing unsatisfactory material, pre- paration of the areas to be filled, spreading and compaction of fill in the areas to be filled, and all other work necessary to complete the grading of the filled areas. MATERIALS Ill. A) Materials for compacted fill shall consist of any material that, in the opinion of the Soils Engineer, is suitable for use in con- structing fills. No material of a perishable, spongy, or unsuit- able nature shall be used In filling. B) Material placed within 24 inches of rough lot grade shall be select material that swells less than 3$ when compacted as here- inafter specified for compacted fill and when subjected to an axial pressure of 144 psf. 30. r ' C) During grading operations, soil types other than those analyzed in the report of the soil investigation may be en- countered by the Contractor. The Soil Engineer shall be consulted to determine the suitability of these soils. COMPACTED FILLS IV. A) GENERAL 1. Unless otherwise specified, fill material shall be compacted by the Contractor while at a moisture content near the optimum moisture content and to a density that is not less than 90% of the maximum density determined in accordance with ASTM Test No. D- 1557 -78. 2. Potentially expansive soils may be used in fills below a depth of 24 inches and shall be compacted at a moisture content greater than the optimum moisture content for the material. • B) CLEARING AND PREPARING AREAS TO BE FILLED 1. All objectionable material shall be disposed of by the Contrac- tor. 2. All objectionable material shall be removed by the Contractor from the surface upon which the fill is to be placed, and any loose and porous soils shall be removed to the depth specified. The surface shall then be scarified to a minimum depth of 6 inches and recompacted. 3. Where fills are constructed on slopes, the slope of the original ground on which the fill is to be placed shall be benched and keyed by the Contractor as directed by the Soils Engineer. The benches and keys shall extend completely through the soil mantle and into the underlying formation materials. 4. After the foundation for the fill has been cleared and scarified, It shall be compacted as specified for fill. C) PLACING, SPREADING, AND COMPACTION OF FILL MATERIAL 1. The fill material shall be placed by the Contractor in layers that, when compacted, shall not exceed 6 inches. Each layer shall be spread evenly and shall be thoroughly mixed during the spreading 31. " WESTERN SOIL AND FOUNDATION ENGINEERING, INC. P►+ONE 7463553 423 MLLE AvENuE ARIA CODE 619 EsCOND100. CALIFCAN&A 92025 April 6, 1990 Cliff Douglas P.O. Box 2729 ' Rancho Santa Fe, CA 92067 Project: Job No. 90 -24 Office Complex Northeast Corner of Rancho Santa Fe Road and Manchester Avenue Olivenhain, California Subject: Geotechnical Update Report Mr. Douglas: I inspected the referenced site on March 7, 1990. The site is situated on the north and east sides of Rancho Santa Fe Raad in the City of Encinitas, at the intersection of Encinitas Boulevard, Manchester Avenue, and Rancho Santa Fe Road. The proposed office building will be constructed on two separate portions of the site. The first building will be constructed to the west, and the second to the east of an existing medical building and related parking areas. The west site is a previously graded cut pad. The east site is a previously graded fill pad. Both pads were previously tested and certified by Torrey Pines Consulting. Their report was signed by the undersigned. In my opinion, the two proposed building sites have not changed substantially since the certification report of the pad by Torrey Pines was issued. The one exception to this is the weathering of the near surface soil; therefore, I recommend that the near surface soil on April 6, 1990 Douglas, Cliff Page 2 the pads be scarified, brought to near optimum moisture content, and recompacted to at least ninety (90) percent relative compaction using suitable compaction equipment. The west (cut) and east (fill) pads shall be scarified at least six (6) and eighteen (18) inches in depth, respectively, or to the depth as directed by the Soil Engineer, or his representative, in the field during grading, whichever depth is greater. Respectfully submitted, WESTERN SOIL AND FOUNDATION ENGINEERING, INC. Dennis Zimmerman CE 26676 GE 928 Distribution: (2) Addressee (4) James Chin, Architect WESTERN SOIL AND FOUNDATION ENGINEERING, INC. ri ENCINITAS UNION SCHOOL DISTRICT WAREHOUSE BUILDING ON —SITE HYDROLOGY STUDY PREPARED BY DENLUCK SWITZER ASSOCIATES 2235 NORTH LAKE AVENUE, SUITE 211 ALTADENA, CALIFORNIA 91001 (818) 791 -1881 I vif ESS /p M L No. FEB 2 8 1992 C 25089 m �. P. 12.31 -93 m is CITY OF ENCINITAS as DEPT. OF PUBLIC WORKS Gf CA1.�E ENGINEERING DEPT. ENL UCX SHEET OF 5 W I TZER TITLE HyDlzotoc.Y 5Tr.1 DY „SSOCIATES JOB EP-4 al ^i'rASf WARENo(ISE 10B N0. CALCD BY SP DRMN BY DATE il ss /9z CICD BY .......................0..N.- .I.T ....F...�.....�...�"o ..... "H. .......Ex !.T... /.. ..... C.! '> K..... /3 Si:.?u.... .......................... ..... .........P!e.D.tc-rE.......c�t5 r. ..G......."H.E.... 2p�.o!�.! tr......'I.7' HoD....... Rs .............:................. ......................o NQ....... N ..... ..... .TI- ..G......C. ..... 0 F....St.l`.......�,.�.I.E. 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USE CURVE ID) AT HEADS I IETWEEN 0.4 AND 1.4, TRANSITION SECTOR J AN 3 OPERATION ARE INDEFINITE OISCHARGE PER 0OT OF PERIMETER (O /L) DISCHARGE PER FOOT OF AREA (O /A) 0,1 0.2 .3 0.4 0.50-6 0.6 1.0 2.0 3.0 4.0 5.0 0.0 10.0 20.0 CAPACITY OF GRATE INLET IN SUMP PREPARED BY WATER PONDED ON GRATE BUREAU OF PUBLIC ROAD$ Figure 11 ENL UCX SHEET - OF WI TZER TITLE Nl`DROtO GY STu DY ,.SSOCIAFES JOB ENCinJm4,5 WAREHOUSE JOB N0. /O-9 CALCD BY 5_ DRNN BY DATE 5 9Z CKD BY ................ ......... .................. .................::............ ..; . P ....... >...... >......... P. fl. 1. ?X... > ................ ........ >.... ......... ............................... .... .. .. .... .... ... .. .. .. .... .. .... ... .. ... ... ... .. .. >. .. .:.. ..;. .:.... ..:.......:. .... .... ... ..:.. ..:.. OF ........... ............................... ... .... ...;. ...;.. ___ -- 1 -11 7 T7^ 071 /AI TAflt'liA /`..A. Q1. / /070 l4O1 7007 ' L TABLE 2 RUNOFF COEFFICIENTS (RATIONAL METHOD) DEVELOPED AREAS (URBAN) • Coeffi C Soil Group (1) Land Use A B C D Residential: Single Family ,40 '.45 .50 .55 Multi -Units .45 .50 .60 .70 Mobile homes .45 .50 .55 .65 Rural (lots greater than 1/2 acre) .30 .35 .40 .45 Commercial( .70 .75 .80 .85 801/, Impervious Industrial( .80 .85 .90 .95 905% Impervious NOTES: ( ' ) Soil Group mans are available at the offices of the Department of Public Works. ( actual conditions deviate significantly from the impervious- ness 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,group. Actual imperviousness = 50 0 % Tabulated imperviousness = 80% Revised C = 800 x 0.85 0.53 IV -A -9 APPENDIX IX -B Rev. 5/81 W LL C O •r O aJ '� -0 > F1 u - 0 - in .n x - C >,m L ko 'o w L S. m s v to u r- t> > N O •r- 4-j a) c A •- to +� _CZ t- tm z �' to (U u a) • s o o °1 S- C C u» C. It fU l Q' C) 4- O •r CJ to r S- S- C aC O. t C O C 'Cr lC N 4 d O. CL. a L - a7 C. 4-4- O 44 d) M • •r O Z i-S 4J CJ U t E C + O 4-3 r . a7 C _ 1 >1 G a7 C L O O C O O. a Ol N O '^ N -.- >J, - C r to C C 'r' T u, � N to + %- O C 11M. IV - 0 O s to 'r- r I .0 ' • C b Q7 4-D C C r- L 0.-b 4J 4J .0 C to C L r 'L7 O r r r 01 r O1 >1 N r C U u 0 0 L C '-O U= O. L`. 3 C U a E r r •t- r 4- G C) N +- •r •r O N r C r 1-j u S- S u U S- t N a) n r O. O to (7 C O G+j a) O s O •r C t0 G i C1 C" L d C r 0 !�•. L r t L r' O to O -90 .0 CA to C r r O U. � # W • 4. o U E n.r- C r L 4J L .0 r .- W 4J U- 4- 4w r0 ra— n3 to s L -C U �•-' C U C d N +� ai - 0 W O. 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J • a< V M N U C M 0. ~ i. o tL Q W O tV O u " u vi o u < z z `L o z c CL o O uJ . Z D r D i h I „ u a 0. # '" II - v C4 CV14 cm C) CVI) -A— --tip C6 E f! art L..- PP L&I Lr Ln Wl OL G � � l \�� ..� O N 1. Cl- r.- CD C�4 o CN LU 6n C rte` � � � � W U3 w _ v � � N W < H � ca 0 U z a 0 , co CD 9L a 0 (D CD Co Lij C> Eli 0 U z O < C) 0 Ca c) CD uj —j c LL. 1 z u ul 0. A Mom or_ ..Nomm••.. ........ ... ............ . INoom::. mmmmN �owason "an onsommosino... Wm , :::No sow,rdonalmmwl osos�ftw �mosm.sessugm so WIP, flu sucto = ,or" Manoweemoosewor :: 18 : ""Now mmmNm wmmmsm:a a M Wool So mammon monsoon low. l"N �s11•NMANIm mNOMal ==omawn's :Emsomumomoo" ,: a � m � somesg:::, oil MOM@ emW mom" 11111110.111111 a�nnor •morduramme�,� m m� .. . ........ ...... .. . ....... .... ....... ---- ----------- ........ . . . . . • 00 • A m A vi(. A I i---------- - - --TJ 1 1 NOTES I 1 1 I. See Standard Drawing 0 -1 T for additional notes 1 I 4 -# 4 around pipe I and details. I # 4 @ 12" 1 x 2. When V exceeds 4, steps shall be installed. See 1 both ways E Standard Drawing 0 -11 for details. I o = 3. Maintain 1 1/2". clear spacing between reinforcing X and surface. I t 4. Increase in allowable depth subject to approval G 1 t Agency. 1 1 I 1 5. Section A —A shows 3 sizes and shall not imply that an interior wall is to be built for the structc. with double or triple frame and grate. f L S. Exposed edges of concrete shall be rounded with radius of 1/2 ". 1. Oesignate types as follows: Single G -1, Oouble G A Slope floor 12:1 # 4 @ 12 and Triple G -3. " Only towards outlet. both ways 8. y end bearing grates shall be used. See Std. ELEVATION Drawing 0 -15. For frame and grate details, see dwgs. 0.13, 0 -15. F I I I V 4 @ 12" troth ways Rounded pipe ends # 4 @ 12" both ways i I See drawing 0 I I I I I r i l l re Elev shown on plans M ,lII1�,� 12:1 I I r I I 2' • 11" single 51. 0" double T • 0" triple I SECTION A —A LEGEND ON PLANS f -- RECDMMENOEO By THE SAN DIEGO Revision By Approved REGIONAL STANDARDS COMMITTEE SAN DIEGO REGIONAL STANDARD DRAWING Reference f r i /•i i ��,� vit. i97 C f 1901 Lre Lap 7•ie.B. I DRAWING CATCH BASIN - TYPE G � NUMBER 0 - 8 I 5 518" 4" 3/8" 0 Bar m T L B 2 1/2"x 3/8" end bars co ie 3 1/2 "x 1/4" bars C 3/16" Fillet weld outside bar &every 3' -4" 3rd internal bar. 3/8" 0 Be r 1/8 Typ 2 1/2 "x 3/8" 2 1/2 "x 3/8" end bars = — i Id end bars ^ T SECTION B SECTION C NOTES: 1. Hot dip galvanize all parts after fabrication. 2. Dimensions to Centerline of bars unless otherwise noted. 3. Weight: 141 lbs. revision By Approved Date SAN DIEGO REGIONAL STANDARD DRAWING REGIONAL N STANDARDS E COMMTT EE ° �elete G -5 1XP of. 0. /O–dt $ 7. e. 1117-1 i itle 7�l B. S'+ DRAINAGE STRUCTURE GRATE Sao. RG.E. 19!07 Dsu DRAWING NUMBER 0-15 E o 0 0 a o Z F- 1 Z d r' �a N F o a o L � o pp — J -�i v ' u l 76 z 0 W S N W oC Q ° C - •= C Y J I I s .3 - Y r V f ci c Y s • o o s_ 'c t o c c O = Q ca O N C .Y. i N ° L • r. c. ! O 1 f r ! z o •> . O C N O J F- a. �l O ! o c E g ° (A w r ! Y 4 U. c " o c ° U �W j Z _c o c o - -• o° Y ! N M :- G Y r C r 0• E i O D E N• G• y 0 4 ° N a ! O °° Y• u O 3 y v o o• €a w� c - - 1 � o O p u o� c � • o r� h _ o Q. _� �.. C • o c '� • .°. $ O i r • - --- < . c I a l • 2 N Q c o$ °c g. o `r ° n p o° 41 i 3 I ZI p Z' ".F i N M v vi 1 2 Q' z ra J ol �I W-7 C cl -- ' ~y m 4t m ' ti I I 9 ;Q ae ti W a I I Z I I I C C N O O O I I i a- O i I � I � a I i •�:.M:, h C Q S P P lyJ � L9 I i ,^ U) RECEIVED WESTERN MAR I 1992 SOIL AND F ENGINEERING, INC. D S A PHONE 746 -3553 423 HALE AVENUE AREA CODE 619 ESCONDIDO, CALIFORNIA 92029 March 11, 1992 Ms. Lucy Padilla Leidenfrost /Horowitz and Associates 1833 victory Boulevard Glendale, California 91201 Project: Our Job No. 90 -24 Warehouse Building EUSD 101 South Rancho Santa Fe Road Encinitas, California 92024 Subject: Review of Plans and Specifications Ms. Padilla: We have reviewed the project Specifications, Sections 02050, 02210, 02280, 02513, 02530, 02560, 02570, 02612, 02615, 02625, and 02735; Grading Plans, Sheets C1, C2 and C3 and Foundation Plans, Sheets S1, S2, S3, and S4, prepared by Leidenfrost/ Horowitz and Associates, dated 2/04/92, for conformance to geotechnical requirements only. Considering the type of construction currently planned, we recommend that the following revisions to the plans and specifications be made: I. Specifications A. Section 02210, paragraph 1.03.B. After "4/6/90 ", add: "and the Update Soil Report, dated 3/6/92," Leidenfrost /Horowitz Our Job No. 90 -24 March 11, 1992 Page 2 B. Section 02210, paragraph 1.05.D. Change "Compaction" to read "Laboratory Compaction" C. Section 02210, paragraph 2.01.C.2. Change last sentence to read: "Material shall have an expansion index of 50 or less when tested in accordance with UBC Standard No. 29 -2." D. Section 02210, paragraph 2.02.B. Delete "Section 200 "Rock Materials or " E. Section 02210, paragraph 3.04.H.3.a. Change "90 %" to "95%" and change "6 inches" to "8 - 12 inches" as shown on sheet C -3, detail 4, Note E. II. Foundation Plans A. Regarding the slab -on -grade note on sheet S -1: Change "6 X 6 / 1.4 X 1.4 WWF" to " 13 bars at 18" on center each way. Slab rebar shall be supported on concrete dobies placed at 36" o.c. each way." Change "2" sand to "4" of clean sand (minimum SE = 30)." Add: "placed at mid- height of sand layer." after "6 mil visqueen vapor barrier." WESTERN SOIL AND FOUNDATION ENGINEERING, INC. Leidenfrost /Horowitz Our Job No. 90 -24 March 11, 1992 Page 3 B. Detail 4/S -2: Change 5' -0" (min.) to 7' -0" (min.); Change "Where grade slope maintenance 5'0" (min.) to daylight" to "Where grade slopes maintain 7' -0" (min.) to daylight ". C. Detail 13/S -3: Change 5'- 0" to 7' - 0 "; Change "Where grade slope maintenance 5' -0" (min.) to daylight" to "Where grade slopes maintain 7' -0" (min.) to daylight." D. Detail 16/S -3: Show the 18" minimum footing depth below bottom of sand layer instead of from bottom of concrete slab. III. Grading Plans / -'A. Sheet C -2, Construction Notes: Change "C -2" to "C -3" on notes 5, 6 and 7. B. General Note 27: Change "D1557 -70T" to "D1557 -78 ". C. General Note 26: Change "A.S.T.M.D 1556 -64" to "A.S.T.M. D1556 -82 ". Delete the second sentence, ...... report". WESTERN SOIL AND FOUNDATION ENGINEERING, INC. Leidenfrost /Horowitz Our Job No. 90 -24 March 11, 1992 Page 4 D. General Notes, 28 C & D: Change the word "four" to "two E. General Note 37: Change "April 6, 1990" to "April 6, 1990 and March 6, 1992 "; Change "92025" to "92029 ". F. General Note 44: Change "report" to "reports ": Change "April 6, 1990" to "April 6, 1990 and March 6, 1992." G. Detail 4/C -3 Note E: Change "90%" to "95%". Add the following note as note F: "Verify A.C. Paving Section with Resistance -Value (R- Value) tests and Soil Engineers recommendations." Change "Maximum Density" to "Maximum Dry Density ". Respectfully submitted, WESTERN SOIL AND FOUNDATION ENGINEERING, INC. Vince Gaby, Staff Geolog' t Dennis E. Zimmerman C 26676 GE 928 VG /DEZ /:kw WESTERN SOIL AND FOUNDATION ENGINEERING, INC. W WESTERN SOIL AND FOU N D ATION ENGINEERING, INC. PHONE 746 -3553 423 HALE AVENUE AREA CODE 619 ESCONDIDO. CALIFORNIA 92029 March 6, 1992 Ms. Lucy Padilla Leidenfrost /Horowitz and Associates 1833 Victory Boulevard Glendale, California 91201 Project: Our Job No. 90 -24 Warehouse Building EUSD 101 South Rancho Santa Fe Road Encinitas, California 92024 Subject: Geotechnical Update Report of Soil Conditions Ms. Padilla: In accordance with your request we are submitting this update report on the existing soil conditions for the above referenced site. The site is situated on the northeast corner of the intersection of Rancho Santa Fe Road and Encinitas Boulevard, in the City of Encinitas, California. An existing office building and associated parking occupy a portion of the site. The proposed project will be the construction of a warehouse building along the east side of the property. In addition, new paved parking areas will be constructed around the new warehouse building and west of the existing 2 story office building. The property site was previously graded. The eastern portion is predominantly fill while the western portion has been cut into naturally occurring soil material. The graded portions were previously tested and a compaction report prepared by Torrey Pines Consulting. Their report was signed by the undersigned. Y Leidenfrost /Horowitz and Associates Our Job No. 90 -24 March 6, 1992 Page 2 It is our opinion, based on our visual inspection, that the proposed building site has not changed substantially since the compaction report of the pad by Torrey Pines Consulting was issued. The exception to this is the weathering of the near surface soil; therefore, we recommend that the near surface soil on the pads be scarified, brought to near optimum moisture content, and recompacted to at least ninety (90) percent relative compaction using suitable compaction equipment. The west (cut) portion of the site shall be scarified at least six inches below existing grade. The eastern portion (fill) of the site shall be removed and recompacted to a depth of at least eighteen inches in depth. Variations in weathering, erosion, or any other deleterious soil conditions not visible during our surface reconnaissance may warrant additional removal and recompaction. This would be directed by the Soil Engineer, or his representative, in the field during grading. It is our opinion that the recommendations presented in the Preliminary Geotechnical Investigation Report are applicable to this project with the following changes. 1) Slab -on -grade reinforcing shall be No. 3 reinforcing bars placed at 18 inches on center in both directions. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. r Leidenfrost /Horowitz and Associates Our Job No. 90 -24 March 6, 1992 Page 3 2) Four inches of bedding sand shall be placed beneath the slab -on- grade. 3) Footings placed within six feet of the top of any slope shall be extended in depth so as to maintain a minimum horizontal distance of seven feet from the bottom of the footing to face of slope. Respectfully submitted, WESTERN SOIL AND FOUNDATION ENGINEERING, INC. Vince Gaby, Staff Geologist Dennis E. Zimmerman C 26676 GE 928 VG /DEZ /:kw Distribution: (2) Addressee (2) Denluck /Switzer & Associates WESTERN SOIL AND FOUNDATION ENGINEERING, INC.