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I I I I I I I I I I I I I I I I I I I

GEOLOGIC FAULT AND SEISMIC INVESTIGATION MISSION CREEK FAULT, T2S, R3E RIVERSIDE COUNTY, CALIFORNIA

May 22, 1981 - VOLUME I

Project No. 6790444-05

Prep a red for;

Ditz-Crane 2295 De La Cruz Boulevard

Santa Clara, California 95050

Attention: Mr, Jerry Tucker


LEIGHTON and ASSOCIATES

~[]L......J~L- INCORPORATf.D

SOIL ENGINEER I NG TESTING GEOLOGY

May 22, 1981

TO: Ditz-Crane 2295 De La Cruz Boulevard Santa Clara, California 95050

ATTENTION; Mr. Jerry Tucker

ENVIRONMENTAL SCIENCES


SUBJECT: Geologic Fault and Seismic Investigation, Mission Creek Fault, T2S, R3E, Riverside County, California

Introduction ------As authorized by you, this report presents the results of our geologic investigation for purposes of locating traces of the Mission Creek Fault, in the South 1/2 of Section 1, and the East 1/2 of Section 2, T2S, R3E SBB&M, in Riverside County. The area, in part, is included by the State of California Special Studies Zone as shown on Official Maps of the Southwest 1/4 and Southeast 1/4 of the Morongo Valley Quadrangle Sheets, both effective July l, 1974 (see Index Map).

This report, in final form, compliments our earlier preliminary soils and geologic investigations for the entire 2,soo± acres which we provided for you. It is specifically directed toward faulting and seismicity related to the Special Studies Zone in the northern portion of the 2,soo± acres as shown on the Reconnaissance Map, Page 6.

Our geologic data, gathered during this investigation, is presented on a 200-scale Geologic Map (Sheets 1 and 2). The topographic base maps were prepared by Pictorial Crafts, Incorporated, and distributed by the Riverside Flood Control and Water Conservation District.

.Accompanying Maps, Illustrations and~endices

VOLUME: I

Index Map (3000-scale) - Reconnaissance Map (2000-scale) - Page 6 Geotechnical Maps (200-scale) 2 Sheets - In Pocket Geotechnical Cross-Sections A-A' and B-B' - In Pocket

VOLUME II Appendix A - Exploratory Trench Logs Appendix B - Graphic Plots of Magnetometer T~averses Appendix C - Regional Fault Map and Recurrence Interval Curves Appendix D - References and Aerial Photographs Utilized 7265 JURUPA AVE., SUITE C, RIVERSIDE, CAllFORNIA 92504 (714) 785-0156

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scale feet INDEX MAP OF

MISSION CREEK FAULT AND SPECIAL STUDIES ZONES

(Area Included by this Investigation Shaded Yellow) (Special Studies Zone Shaded Red)

BASE MAPS: U.S.G.S. Palm Springs Quadrangle U.S.G.S. Morongo Valley Quadrangle

Inset Reduced From State of California Special Studies Zones Official Maps: SW 1/4 Morongo Quadrangle, SE 1/4 Morongo Quadrangle Official Maps Dated July 1, 1974

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LEIGHTON and ASSOCIATES INC:::ORPORATED


6790444-05

SCOPE OF WORK

We ha¥e been investigating the soils engineering and geologic aspects of the total 2,800- acres in phases, since 1979. Our earlier preliminary findings are discussed in the reports dated September 21, 1979, June 2, 1980, and April 16, 1981, included in the appendices of this report.

Our scope of work, which was utilized for the fault study, includes the following;

l. Stereoscopic examination of aerial photographs to delineate suspected fault traces along exposures of older rock units.

2. Extensive field mapping to verify or refute aerial photo delineations and identify the rock units.

3. Exploratory trenching within alluvial areas immediately adjacent to older faulted units to establish relative recency of movement. Trenchs 1 through 8 were excavated and mapped during March 1980, and Trenches 23 through 37 during March and April 1981. The hiatus in trench numbering occurs due to Trenchs 9 through 22 being utilized for soils engineering and geology purposes outside the limits of the Special Studies Zone (Leighton apd Associates, Inc., April 16, 1981).

4. Magnetometer surveys consisting of ten separate traverses oriented nearly normal to observed fault traces. These were done to correlate known fault data across alluvial areas, which were impractical to trench and shore due to severe caving. Lines Ml through M6 were conducted after trenching in 1980, and Lines M7 through M9 were conducted after trenching in April 1981~

5. A review of historic seismicity and the development of site response parameters for possible future seismic events.

6. The preparation of this report including our conclusions and recommendations.

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INCORPORATED

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I SUMMARY OF SITE CONDITIONS AND PROPOSED DEVELOPMENT

I A. Location

I I

Access to the site (part of the Old Mission Creek Indian Reservation) is off State Highway 62 (29 Palms Highway) via Mission Creek Road and unimproved dirt roads. It is located at the tip of Upper Coachella Valley, in the vicinity of the confluence of Mission Creek and the West Fork of Mission Creek. Both provide drainage from areas in the San Gorgonio Mountains farther to the northwest, with the Mission Creek being most active and through going. The West Fork is usually dry.

I B. Site Conditions

I I I I I I I I I I I I

Over a period of many thousands of years, faulting and erosion has resulted in the development of a small valley, in Section 12, just southeast of the junction of the drainage courses. With the exception of the Mission Creek Channel, the northerly portion of the valley is headed by steep, rugged cliffs, as high as approximately 600 to 700 feet. Areas below the cliff are more subdued and characterized by ridges and alluvial filled valleys or fans, which stretch to the south some 300 to 400 feet below onto the Mission Creek Valley. This northern area of the valley includes the zone of faulting as shown on our Geologic Maps, and taken from the official Special Studies Zone Maps (see Reconnaissance Map, Page 6, and Geologic Map, Sheets 1 and 2).

The area included by this study is nearly all natural. Vegetation is light and consists of greasewood, cactus and yucca. The only man-made installations that are visible in this vicinity are a power line on the east and a capped well adjacent to Mission Creek. A single lane, unimproved road extends through the area. An abandoned masonry (rock) house is situated on the road, just south of the Special Studies Zone.

C. Propq_s~d Development

We understand the South 1/2 of Section 1, east of Mission Creek, is being considered for residential and golf course development. The location of proposed structures, and extent of grading is not known by us at this time. Any consideration for development west of Mission Creek, in Section 2, is also unknown by us.

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INCORPORA,TE;O


6790444-05

SUMMARY OF FINDINGS

A. Geologic Conditions

1. Regional Geologic Setting

The site is located between the Coachella Valley and the San Bernardino Mountains, which is generally the boundary between the Salton Trough and Transverse Ranges geolo~ic provinces. The Mission Creek Fault is the north branch of the San Andreas Fault in this area. The Banning Fault, or south branch of the San Andreas Fault, nearly parallels the north branch, and lies about five miles to the south (see Regional Fault Map, Appendix C).

The Morongo Valley Fault is truncated side the property east of Section 1. active.

2. 1~cal Geologic Setting

by the Mission Creek Fault, just outAll of the faults are considered

Along that segment of the Mission Creek Fault, located in the subject area, faulted Quaternary and Tertiary sediments on the south are in juxtaposition with basement complex rocks on the north (s<:!e Cross-Sections A-A' and B-B') The basement complex rocks have been classified as the San Gorgonio igneousmetamorphic complex. They are well foliated and jointed, and are locally sheared adjacent to fault breaks, In general, foliation strikes west to northwest, and dips st<:!eply to the north. We found that outcrops of banded, lighter colored intrusives (Aplite) can easily be interpreted as faulting or fault line scarps in aerial photos.

On the south, Cabezon Fanglomerates (Pleistocene) are exposed, which in turn are in fault contact with the lower member of the Coachella Fanglornerate (Miocene) slightly farther south.

B. Earth Materials

l. Genera 1

Earth materials exposed in the zone include granitic and metamorphic rock, faulted fanglomerates of differing ages and both recent and older alluvium.

2. Basement Complex (be)

Basement rock of the San Gorgonio igneous-metamorphic complex form the more rugged and steeper terrain north of the central trace of the Mission Creek Fault. The rocks are believed to be as old as Precambrian in age (Proctor, 1968) and consist largely of migrnatitic, flaser and foliated gneiss with

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minor local amounts of sheared augen-gneiss and greenschist. The abundance of jointing and shearing resulting from tectonic stresses in the area has dramatically increased the capabilities for ripping within these more indurated rocks. If the jointing extends with depth, only moderate difficulty is expected, utilizing heavy duty (09 dozer) equipment. However, difficult ripping, possibly blasting will be required in those areas where bedrock integrity is not broken.

3. Coachella_Fanglomerate (L9_1:!.er Member - Tel)

Upper and lower members of Coachella Fanglomerate are exposed over a larger part of the area, farther to the south in Sections 13 and 14 (see Reconnaissance Map, Page 6). Volcanic flows in the area are believed to be contemporaneous with the lower member (Allen, 1957; Peterson, 1975). Coachella Fanglomerates exposed in the fault zone were formerly thought to be units of the upper member (Dibblee, 1967). Based on extensive exposures of basalt and ash flows, just east and south of the zone, and their apparent concurrent relationship with Coachella Fanglomerate along the east property line, we have classified exposures as the lower member.

·For the most part, the Coachella Fanglomerates are composed of moderately to well cemented, poorly sorted sand, gravel, cobbles and boulders. It is commonly believed that the materials were derived from source areas north of the Mission Creek Fault during Miocene Time.

The lower member is gray, generally massive, and characterized by debris flow deposition. The outcrops of Coachella Fanglomerate will be slightly to moderately difficult to excavate and least difficult in those portions where higher percentages of silty matrix and low, undecomposed clast percentages are present.

4. .~abezon Fangl omerat_e (Qc)

The Cabezon Fanglomerate forms the more significant of the subdued and irregular ridges along the southern portion of the fault zone. More broad and extensive deposits are located in the region farther south (see Page 6). The unit is thought to be Pleistocene in age, and consists of poorly sorted sand, gravel, cobbles and boulders as large as four to six feet in diameter. The large boulders generally occur as lag or float on the surface with little evidence to indicate their presence within the unit. Excavations in these materials do not shear through clasts as they do within the Coachella Fanglomerate clasts, which are generally decomposed. This makes removals more difficult within the Cabezon than the older fanglomerates.

5. Older Alluvium (Qoa)

Older stream alluvium and alluvial fan deposits are present on the flanks of Mission Creek, along the West Fork valley and in the narrow valleys descending from basement complex rocks. The materials were apparently deposited during previous episodes of higher base levels in the area.

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The older deposits include both stratified and massive, poorly sorted sand, gravel, cobbles and boulders with local lenses and beds of silt, The materials are noncohesive and easily excavated. Medium to large size boulders and severe caving can be expected in excavations greater than three to four feet in depth.

6. ?tr.e_'!..m...Deposits (Qst)

Active Mission Creek contains reworked older alluvium and recent alluvial deposits. The steep, eight to ten feet high vertical banks flanking the creek, expose older alluvium indicating that the Mission Creek is re-excavating its channel from older sedimentary deposits.

Because of the nature of rapid deposition, the stream deposits are poorly sorted and contain boulders ranging in size to eight feet in diameter. Difficult excavations can be expected when large boulders are encountered, accompanied by severe caving. Groundwater can also be expected along Mission Creek, which carries water at the surface or near the surface the year round.

7. Groundwater

We understand that groundwater conditions relating to the property are being studied by another consultant. For purposes of our investigation, we have utilized their test holes in the fault zone to determine groundwater levels.

Their we 11 s TH-1 and TH-2, 1 ocated adj a cent to Miss ion Creek, show depths of groundwater are presently 121 and 69 feet below the surface, respectively. An existing well, No. 2Rl, is capped and not accessible for measuring. Considering their locations in proximity to the flowing stream, groundwater levels east and west of the fault would be expected to be considerably lower.

C. Faulting

l, General

Interpretations of faulting along this segment of the Mission Creek fault zone have, heretofore, been general. Allen (1957) shows a single fault trace extending across the site. Dibblee (1967) shows a single trace crossing the site, with the Morongo Valley Fault intruding the property on the northeast. (Proctor (1968) indicates four branches pass through the site with the Morongo Valley Fault intruding the property on the northeast, which is truncated by branch faulting inthe Mission Creek zone. Hope (1969) indicates two nearly parallel, recently active breaks have occurred as shown on the Special Studies Zones Official Maps (see inset on Index Map, Page 2).

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2. Physical EvideIJce

The older rock units in the fault zone were carefully examined by means of aerial photos for any indications of faulting. All suspected branches and splays were then examined in the field and the zone was mapped. Possible breaks in the form of saddles and offset ridge lines along older rocks were examined and faults mapped as delineated on the Geologic Map, Sheets 1 and 2.

3. Subsurface Evidence -·---~~~

No surficial evidence was found to determine whether faulting along the older rock units affected the alluvial derosits filling the valleys between the ridges. In order to evaluate faulting within the younger alluvial units, 23 backhoe trenches, located nearly perpendicular to the breaks in older units, were excavated from alluvium at their contact with older rocks.

The trenches were entered and to expose geologic features. Appendix A.

carefully logged after the sides were scraped The trench logs are presented in Volume II,

Durinq our first phase of subsurface investigation (Trenches T-1 through T-8) surface indications of Quaternary faulting were verified in all of the trenches except T-2 and T-8. The only indications of relative recency where alluvial deposits appeared to be slightly disturbed were in T-3 at (0+40), T-5 at (0+5 and 2+25) and possibly T-1 at (0+55) and T-4 at (0+20).

Of the 15 backhoe trenches excavated earlier this year, T-23, T-24> T-29, and T-34 offered no evidence to indicate faulting. T-23 and T-24 were located along postualted extensions of the Moronogo Valley Fault. T-29 and T-34 were excavated for the purpose of verifying anarnalous patterns which became evi- · dent during our magnetometer surveys (discussion follows).

Again, Quaternary faulting is indicated in all of the other trenches. Slight alluvial offsets were observed in T-28 at (0+85) T-33 at (0+25) and possibly in T-35 at (0+25). Although recency of the episodes of faulting cannot be precisely determined, it is our opinion that faulting has occurred within the study area during Holocene time (past 11 ,000 years or so). The indicated recency of subsidiary faulting in T-3 and T-5 tends to verify this segment of the fault zone has probably reacted during that time and all of the faults should be considered active, and provided with building setbacks as shown on Plates I and II.

We found no evidence to indicate recent or historic faulting has affected the area.

4. Geophysical Evidence

Because of the very loose condition of alluvial sediments and caving hazards, trenching and logging at depth in alluvium was found to be impractical to impossible at the site. Caving even occurred in trenches whIF~ITJ~

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D.

long enough to set shoring. For this reason, a magnetometer survey was conducted on the subject property to correlate geophysical data with known faulting as a means of investigating those portions of the property which could not be trenched.

For purpose of control, magnetometer traverses were run adjacent to known fault locations established by our fault trenching. The plots of the traverses Ml, M3, M4, M5 and M6 (see Appendix B) generally established that strong anamolies do exist and are nearly coincident with observed surface and trench established traces. This control data was then used to evaluate maqnetometer data obtained when the traverses were extended south across the portions of the Special Studies Zone which could not be trenched (see Geologic map, Sheets l and 2). Several patterns en1erge from the graphic plots of our traverses which possibly reflect the structural relationships seen locally (see Appendix B).

Large amplitude anomalies are nearly always the result of a large magnetization contrast where one igneous rock is in juxtaposition with another, or with sedimentary or metamorphic rocks of lower susceptibility. This is graphically demonstrated along the northern areas of the fault zone, where Basement Complex rocks have been offset and where they are in juxtaposition with sedimentary rocks (see Appendix B, Lines M-4, M-7, and M-8). The anomaly patterns indicate a strong component of vertical offset with the north side generally up. Line 8 is a good example of this pattern. It should also be noted that the major breaks (shown as thicker lines on the Geologic Map) produced large anomalies.

Anomalies, due to structure alone, usually produce differing configurations of a uniformly magnetized rock with anomalies seldom larger than 10 to 100 gammas. Along the southern portions of the zone, as well as adjacent to Mission Creek Channel, magnetic contrasts are more subdured in those areas where sedimentary rocks prevail (see Lines M2 through M7, and Mg).

South of the most southerly east-west fault trace along common Section 1 Ines 1-12 and 2-11, no anomalous configurations which indicate faulting were observed. The abrupt increase of intensities south of the fault (Lines Ml through M6) probably represents the influence of the Basalt Flow (Tcb) which is believed to be buried beneath the more recent sediments.

Summary '"-~"·""-

Based on exposures seen in the trenches and anomalies measured in the magnetometer traverses, we find that this segment of the Mission Creek fault is a zone consisting of parallel to subparallel breaks, not all of which demonstrate recency of movement. In addition to dip slip movement suggested by the magnetometer traverses, and in some trenches, a large component of right lateral movement appears to exist based on offsets observed in field mapping and suggested by several offset linear ridges in Section l.

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The northeast-southwest trending subsidiary or splay located between the north and central branches of the Mission Creek fault could very well represent an offset extension of the Morongo fault. Elevated stream terraces and incised drainages south of the fault trace also provide field evidence supportive of dip slip movements along the Mission Creek fault.

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SEISMICITY

A. General ----In tenns of ground shaking, the San Andreas fault system is considered to be potentially the most destructive tectonic feature in the Southern California region. The San Andreas fault was responsible for the Ft, Tejon earthquake of 1857, estimated at 8+ magnitude. However, Ft. Tejon lies approximately 140 miles northwest of the site.

The Mission Creek fault is considered to be a main branch of the San Andreas fault zone, and has a history of moderate to high seismicity. The largest earthquake in the immediate vicinity was the 6.5 magnitude event which occurred in December 1948, nine miles southeast at Desert Hot Springs (see Appendix C). It is believed that this earthquake was centered on the Mission Creek fault (Proctor 1968).

Although no single method of determining the potential for seismic activity can provide a truly definite answer for a particular site, two possible approaches are the detennination of the "Maximum Credible" and the "Maximum Probable" earthquakes which might possibly have an affect on a particular site during a 100-year life of proposed structures.

B. Maximum Credible Earthquake

c.

The maximum credible earthquake is the maximum seismic event a particular fault appears theoretically capable of producing, based on a relationship between the magnitude of known earthquakes associated with the fault and the length of surface faulting. The element of time is not taken into consideration, The maximum credible event does not imply that an ·earthquake of that magnitude has occurred, but states that a potential for such an event does exist.

The maximum credible event for the southern section of the San Andreas fault is given as 7.5, measured on the Richter Magnitude Scale (Greensfelder 1974). Based on the proximity of the site to the Mission Creek fault trace, peak horizontal ground acceleration values of 0.73g or greater could be anticipated for a maximum credible event, if such an event were to occur locally (Greensfelder 1974, Schnabel and Seed 1973).

f::1a)(_j_m_um Probable Earthquake

The maximum probable or "functional basis" earthquake is detennined from a statistical analysis of recurrence interval data compiled from previously recorded earthquake events. Such an event is considered to be less intense than a maximum credible event, but no less severe than actually recorded during historic time for a particular fault (M6.5, 1948, Desert Hot Springs).

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Such recurrence interval data has been presented for the San Andreas fault (Mission Creek-Banning fault segments) by Envicom Corporation and the County of Riverside. From the point recurrence curves provided in that report, we have calculated the probable yearly recurrence intervals for any given magnitude earthquake at the subject site and along the total length of the fault. The intervals are based on local earthquake data accumulated from 1932 to the present time, includinci the historic 6,5M earthquake of Desert Hot Springs, and are not based upon the total length of the San Andreas fault.

Using the Envicom recurrence curves (Appendix C) it can be seen that a magnitude 6.5 earthquake such as the one which occurred in 1948 at Desert Hot Springs, could be expected to occur along the 49 km length of the Mission Creek-Banning fault segments every 300-years, and not every 100-years. Accordingly, structures with life expectancies less than 300-years would be subjected to earthquakes of less than the ''historical'' 6.5 magnitude.

Assuming a given life of 100-years, as recommended by CDMG Note No. 43, for proposed residential structures, it can be seen from Appendix C that a magnitude 5.2 event is predicted to occur within that time at or near the site along the Mission Creek fault. During a corresponding time, a magnitude 6.0 shake can be expected anywhere along the total length of the fault.

If this 6.0 magnitude event were to occur at the site, it would produce a peak horizontal ground acceleration value of 0.57g or greater. A repeatable ground acceleration value, calculated at 65 percent of peak value (Ploessel and Slosson, 1974) for a magnitude 6.0 event is in excess of 0.37g. The predominant period of ground acceleration accompanying the 6.0 event, could be expected to be 0.35 seconds with less than 18 seconds of strong ground shaking.

However, this 6.0 magnitude event could occur at any point along the 49 km length of the fault and not necessarily· at the site, and the more distant the epicenter from the site, the less site accelerations would be. During the same 100-year interval, a magnitude 5.2 event is a more likely event at the site as shown on the point recurrence curve (Appendix C). A 5.2 magnitude event at the site would produce a peak ground acceleration of .. 20g, with repeatable ground accelerations of 0.13g. The predominant period of ground acceleration accompanying the 5.2 event could be expected to be 0.40 seconds with less than 18 seconds of strong ground shaking.

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6790444-05

SECONDARY SEISMIC HAZARDS

A. General

Besides seismic shaking, there are secondary hazards associated with earthquakes such as ground rupture, liquefaction, seismically-induced settlement, seismicallyinduced landslides and rockfalls, seiches, tsunamis, and inundation due to failure of large water storage facilities. Of these, only the ones pertinent to the subject property will be discussed below.

B. Ground Rupture

Since no precise method has been devised to predict earthquakes, and because ground rupture potential is related to seismic events, there is no absolute method of determining whether ground rupture will occur at the site within the 100-year useful 1 ife of the proposed structures. However, historical evidence suggests that ground rupture which can accompany an earthquake normally occurs along pre-existing breaks. According to Albee and Smith (1966) ground rupture is very unlikely for earthquakes of less than magnitude 5.6. Therefore, the actual probability of ground rupture would more than likely be related to an M6 event with local epicenter.

Since several old surface breaks, and more recent near-surface breaks wer~ observed at the site, ground rupture along these pre-existing fault traces could occur as the result of a large (>5.6 magnitude) earthquake epicentered nearby. The areas of possible surface breaks are shown on the Geologic Map along with the recommended building setbacks.

C. Liquefaction

Liquefaction is the loss of strength of cohesionless soils when the pore-water pressure induced in the soil becomes equal to the overburden pressure. The primary factors which influence the potential for liquefaction include soil types, relative density of the soil, initial confining pressure, moisture content of soil, and intensity and duration of ground shaking. Liquefaction potential is greatest in loose fine sands in a saturated condition.

Based on the depth to groundwater measured in wells and the coarse poorly-sorted nature of granular sediments observed in our backhoe trenches, it is very unlikely that liquefaction could occur even if the site were subjected to strong ground shaking.

D. Seismically-Induced Settlement

Settlement of earth materials due to seismic shaking generally occurs within coarse, loose, poorly-sorted sands due to the amount of open pore space and voids. Rapid deposition of recent alluvium similar to the Mission Creek flood plain deposits produce poorly-sorted sands capable of settlement. It is possible that some settlement could occur at the site in the event of a major earthquake centered at the site.

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E. Rock fa 11 s

Several rockfalls were observed on the flanks of the rugged hillsides, during the course of our field investigation. Seismically-induced rockfalls could be a likely event at the site during light to moderate ground shaking. This is especially true along the base of the granitic hills along the northernmost property boundary.

F. £'._loo_d_~l)-~ologic Conditions

Most of the smaller drainages drain from higher areas on the west or northeast into Mission Creek. These smaller streams carry water only during periods of peak runoff and cause only minor erosion problems.

During the recent heavy rainfall, which caused extensive flooding in Southern California (February 1980) the flood waters carried by Mission Creek remained confined to its present river bed with only minor erosion and scouring of the stream banks. Hov1cver, flooding should be anticipated for any structures or service facility, such as roads and utility lines, that might cross the present creek bed.

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GEOLOGIC CONCLUSIONS AND RECOMMENDATIONS ----·-

General

Based upon our mapping and the findings exhibited in our excavations at the site, we have determined that traces of the Mission Creek fault extend through the parcel of land. Our subsurface investigation verifies previous work to provide a well-defined location of the fault with respect to the property (see Geologic Map, Sheets l and 2). Evidence for Holocene faulting is indicated locally. Minimum building setbacks from either side of the fault are required as shown on Sheets l and 2.

A potential for ground shaking, surface rupture and other secondary geologic hazards exist, which are co11111on throughout the Coachella Valley to a greater or lesser degree. Nevertheless, from a geologic standpoint, we are of the opinion that the subject site can be utilized for the proposed development, providing mitigating measures are incorporated during planning and construction to minimize potential elements of risk.

CONCLUSIONS

A. _S_eismicity_

Because of the proximity of the Mission Creek fault with respect to the site, and the distances from site to other nearby major faults, the Mission Creek fault overshadows others in terms of seismicity.

Based on the geologic framework and history of the fault, it is believed to be theoretically capable of producing an M?.5 shake, disregarding probability and the element of time. This does not mean such an event has occurred or will occur, only that the fault is capable of such an event (The Maximum Credible Event). However, during a 100-year period, it is believed the fault could generate an M6.0 event somewhere along its trace, not necessarily at the site. During the same 100-year interval, an M5.2 event is a probability at the site (the Maximum Probable Event or Functional Basis Earthquake).

B. Ground Rupture

c.

rt' is generally assumed that the potential for surface rupture should be related to recency of faulting. In other words, the more recent the faulting, the greater the probability for recurrence of faulting along pre-existing faults (C.D.M.G. Note 49, 1975). Therefore, depending upon the distance from site to epicenter of causative earthquake, ground rupture along the fault is possible but not a certainty at the site during a 100-year life of structures.

Creep

No evidence of creep was fault trace, nor has the (Crowell, 1975).

observed during our investigation along any near surface Mission Creek fault zone shown any historical creep

- 16 - LEIGHTON a"d ASSOCIATES INCORPQRA,T!i:D

I I 6790444-05


D. Liquefaction

Due to the coarse nature of the sediments and depth to groundwater, measured at 121 and 69 feet below ground surface in Wells TH-1 and TH-2, the potential for liquefaction is considered nil.

E. Subsidence

Subsidence due to hydrocompaction is not expected to present any problems at the site, nor should any subsidence occur due to groundwater withdrawal, due to the depth to the water table and the limited extent of the groundwater basin, both laterally and vertically.

F. MiLS.2.J'lovement. ~--Ground Ll!rching

Mass land movement in the form of slippage or flow is not considered to be a stability problem with respect to the site.

The well-cemented bedrock fanglomerates and rapidly draining alluvial deposits have low potential for lurching even if the site is subject to possible severe ground shaking.·

G. Inundation

.The County of Riverside does include the site as being subject to inundation, in the event of a 100-year flood. Flooding is to be expected along the Mission Creek Channel, otherwise, we find no evidence to indicate the site has ever been flooded.

H. Sei ch es

Since no other reservoirs or large bodies of water exist in the vicinity of the site, flooding as the result of seiches in local installations is not a hazard.

I. Drainage

Adequate drainage should be provided to intercept surface runoff originating from areas surrounding the site. Approved drainage devices should be constructed to positively control site drainage.

RECOMMENDATIONS

General

The following recorrruendations are presented for purposes of mitigating possible adverse conditions which could conceivably affect structures proposed for site development. In our opinion, the measures should be incorporated in planning and construction to minimize the potentials for any distress which might occur during a postulated major seismic event.

- 17 - LEIGHTON ond ASSOCIATES INCO~!"O~ATi;;D


6790444-05

A. Design Considerations

1. The considerations for possible moderate to severe ground shaking should be incorporated in the design and construction of all structures proposed for site development. Due to the proximity of the Mission Creek fault, we are of the opinion that the maximum probable earthquake on the fault would overshadow any major event occurring along the southern section of the San Andreas fault.

A maximum probable earthquake with Richter Magnitude M6.0 is postulated along the Miss ion Creek fault durinq the next 1 DO-years, which could more or 1 ess affect structures proposed for the site, depending on epicentral location, Peak accelerations greater than 0.57g could be anticipated at the site for an earthquake with local epicenter.

A magnitude 5.2 earthquake is postulated to occur at the site during the 100-year interval. It would produce local peak ground accelerations of .20g. For design considerations, a repeatable high ground acceleration of o. 13g with a predominant period of 0.35 seconds and duration of strong ground shaking less than 18 seconds should be considered.

2. Based on our observations, seismic response considerations for structures proposed for the site should be based upon poorly-consolidated alluvial deposits composed essentially of silt, sand, gravel and boulders, extending to unknown depths. However, the engineering characteristics of these materials should be determined by soils investigation prior to any site grading or building construction.

B. Structures

During the 1971 San Fernando earthquake, modern single-story, wood-frame stucco structures performed better than two-story structures. More precise geologic data was accumulated from the M6.6 shake than probably any other event in the Southern California region. Densely populated areas situated on alluvial deposits, not entirely unlike those underlying the subject site, were subjected to ground accelerations ranging from 0.5g to 0.75g with several high frequency peaks of l.Og (Grantz, 1971).

After a preliminary engineering assessment Qf structural damage, it was concluded that the single-story buildings performed reasonably well considering the high ground accelerations and movements imposed on the area (Earthquake Engineering Research Institute Committee, 1971 ). As a result, they recommended that code provisions and enforcements should be considered, particularly for two-story construction and masonry chimneys.

Based on these assessments and evaluations made under actual field conditions, we recommend that emphasis be placed on these considerations for design and construction of all structures.

- 18 - LEIGHTON ~nd ASSOCIATES ll'ICORPORATEO


6790444-05

C. Ground Rupture

Ground rupture along the.trace of the fault extending through the property is a possibility in the event of a moderate to severe local earthquake. As required, we recommend that land use setbacks be incorporated along the trace during planning, as shown on the accompanying Geologic Map. The setbacks as delineated are minimum prescribed distances from either side of the fault and should exclude any kinds of permanent structures proposed for human occupancy.

D. Rockfall _ ... ~-

Consideration should be given to the potential for rockfall when siting proposed structures. Construction for habitable purposes along the toe of susceptible slopes should be discouraged unless mitigating provisions are incorporated into construction and design.

E. L iquefacti~

Based on the fact that shallow groundwater is not present in areas suitable for development, liquefaction should not be a problem in the study zone.

F . -~av i_n_g_

Provisions should be made to anticipate caving in any excavations throughout the site.

G. ~oratory Trench Backfill

All trenches excavated during this investigation will require backfill placed in a controlled and compacted manner. All have been partially or completely filled with uncompacted materials as a safety precaution.

H. Geologic Inspecti_~

Any excavations deeper than eleven feet below existing ground surfaces should be inspected to verify existing conditions. The inspections should be made during excavations.

Prior to any earthwork construction, grading or otherwise, the final plans should be reviewed by Leighton and Associates for verification of geotechnical conditions with respect to proposed development.

WS/JH/nln

Distribution: (6) Addressee

Respectfully submitted,

f?~ 7 wo-e/M John F. Hoefferle Engineering Geologist EG 799

- 19 - LEIGHTON and ASSOCIATES INCORPORATED

OVERSIZED ---DOCUMENT HAS -

BEEN PULLED AND SCANNED WITH THE MAP._

FILE.

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GEOLOGIC FAULT AND SEISMIC INVESTIGATION MISSION CREEK FAULT, T2S, R3E RIVERSIDE COUNTY, CALIFORNIA

May 22, 1981 - VOLUME II Project No. 6790444-05

Prepared for:

Ditz-Crane 2295 De La Cruz Boulevard

Santa Clara, California 95050

Attention: Mr. Jerry Tucker

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6790444-05

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APPENDIX C

.. ··· ...

" Iii. I L £ $

.. -

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' .J__

MAJOR EARTHQUAKl::.S AND RECENTLY ACTIVE FAULTS IN THE SOUTHERN CALIFORNIA REGION

ACflVE FAULTS

-~ To1al lengfti ol fou\t z.one thct brecks ,t-loloc.tne depos.ils or 11'10.f l'ic~ h11d seismic OC:.1ivify.

Fault se~rnr:nt wifh s:tJrfoct ru~ure during Ct'I '11~tor-ic: eartf'lquok.e, or wirh oseismic fault cre!p.

o Holoctt1t vollariic: J;Jtfr~ily t A.n'!t-Jy, ~~. Ctrro Pri~lo Md SclTOl"I Bull~l

EXPLANATION' EARTHQUAKE LOCATIONS

•'7~ .... 0 Appro~imofe ep1t.tn1rcl ortc cf l!.orlh1;1ucll.eo; 1r.at occurred 1769-19'3'3. Mocn!l;.1:lt'$. net ~::Ot":ed by inslruml:!nts ;r;Qf to 1~66 w~~f tlil;,;iolsi.:!

from domo9l' reperis o!.~1911.td L:n ln~l!l'!Stt;y .,.:: ( Mod:lfit:d W.eri:~lt ~o:ilt) .:ir grl!~~tr; !t:i~ is 1c.;:;t .. y equivalent 10 R:Chfl!.f M 6.0. JI r.;~~<?rote•• earlhquoke$, 7 ~J,iDJ tl'ld onl! 9~e0' eorTtu:i::~~e ( 1857} w;;.r! r~yi::rled in !he 16~-yeor cencd r769-1933.

'"' .... 0 Eo,,hquckt epi,~nlers since 1933, plo~led from improved ins.1n.:rr.tnt5._ 29 rr:oC~:l1c•• cno ttutt mojor eorlhquokes we.re reoorde-d in tne L;.)-y.!!at petic<l 1933· l9H_

• ,} SH LDll\Or, llf"r11irlif, Pt-kl!;."1" pcptr i'lt~i11 tur l'.1ddttOD11i:tl t-t;ifo"illr:.11 nt li"QJ_

•• ~4 ori:.(lr.u:-.~~C1!1~"'' t.-J tt>t S1ruc.t11tal [n~1~Hr1 A~i0;111liDn ol Coli!aj11r:Q .i't!1nt o QlfQ.l t11rlh(!11C1k' OI 11n11 lhcd loi:I 111 Rl,hlti Wc~n1t~H ol 1 ~.4 os q11~11rt Q. Pl:l1or lDflll-:;i:al, 1 lo 'l )'.. ~ 11 1r-!Xlt'"11 1111111~ .. a~t ~ 19 l.

CM!pil~d bi Ric:hllrd J. Pri;i,!er moinll trooi p11thlhe-d and uri.)~h!i~t.~d da1o of !hr C11llftJ1r.io 01,,,):Qn 1:JI M,nl's 11-'tl CeQ.~/r, Ct:/if.tiwd l"'f~::r/Pf.'t/ ol Sifafer lrl'j(lulr~'J S11/lell11 /f6~Z 196.t1J: !.el,cf1gl'!!; fiOll'l OuUtlm' of 1114! GrtJpp1~0/ and St:Jjff.~lo;:.:al 5~,1e11~:J #l-'111~r1(YJ; htir4 C.F.A1ditct1

£klf1.C"f(J.r)' Sft.JOJ"l.P;)' I 1958); c;;n6 u.e 1.a:re:..;I "''•i:1, Jj.QO.

C-i

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I I I I I I I

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APPENDIX C ' - -· """i" • • : • ...! ~ • - T: -,- - --~

RECURRENCE INTERVAL CURVES FOR THE s,coo -

MISSION CREEK - BANNING FAUL TS ------1_. _ .. 1

I 1

· -- I__ - -· ··--- L__ TOTAL FAULT LENGTH = 49 km --'-·- - .:_:~:_•_-:_ -~:

' __ L~--:~J":~ -:- -~ ----,- (AFTER RIVERSIDE COUNTY SAFETY AND a-:--c · j ::-~+·_J;-j ~ -- ' - 1 · . SAFETY GENERAL PLAN 1976) .. . . '' : I . ,_ -- ·1

..; I ----- - ·-- ---- ' ·-··"- - - ... --~.:; - -·· ~-..: .. !_.- ... -~

·~-r_3j_;-1=ef} .J:c;J ~t ~~i-~. -_ =: ~~:~~~:.~:"' rjm·~ · .. -

1 :-:.::: 1 POINT RECURRENCE CURVE .-;--:: . ,. · -,-------: "t2--,-,. _:-::::--_-,,.- c .--:·"-:--·-.--_o·-:-~

··--------·

-- --,- ___ ...... ...;., __ --~ _·_: ____ . · . - - ~. - -··

- --- - --. ·-- - - I"'

• -- ---- ·-··- - ---

. . . . -. .! . ~ - . : .-.-- . ··- -.--~--:--- :- ::;·- .·-·---··~

-~·-·-· -' . -·-· _-!_ .. -- ~-500 !__ __ ----'---·-·. ·-.

L- : __ --1_--- _:(For lny point on fault ! ' --- · _ I-_ _ :_'._ :o- J:c-; ~:--. i--'-"C::----1 ' · · : ;-: .-: : J

I~ 'o~l- ~;--=~~·": ;"_,:,, . ~ -=-= 1 = 1= ~r_ 3I~--:-_ -r~ -~1 I~ 5~~-f~ -~- ;~:__-=-- ~ -~~~~~ifi~uake* · --:-~-~~,~---:~-= - ~ _ _ --=--=-- :::c:_=::-=-- -~:~-:~------·

> ---- f_:.-:- -- . - ' -- . 1 I ~z; 1---::-~-:-:- - 1 - -- .--_·::---: -; -- -·-~ ___ :.-________ l ----·---- ----· - ______ ....:....__:.._ ---··•-" !.. --~-

j-c-"-:_;_j-- ,~-J c-::-:~---;--c--_ -- -, o. ~ :_.__'__~+-.:._ -,- ; ___ - I• =-=--=- -.. - --·:-_,

.. -E E?1f i~--J-_;.-~ :~,i~-j·- .'-~=:~:- ~~~:.l= _ .-:; ···~ . '-=-'=;: - ~f' ~-~~:_.-~::;,_j:J~-~~: .. --:~j_~~-;~-=:~_ :-:~~~--~----~~~~-:-~~~~~::-::--__ -_ .-::

-·:---:--• ... ~·-·- ·-

·~-UJ

·~ UJ lu:

I I ~- , I --ci- - I -11- i I- H -11.00- ' I 'l- -j I , .. ~··· '=~-~-?t:t~J""1f'';:~~Sf~_:-~~:-~

o:s-~r--===-=·-=~-. :~_- __ ~::-':_~_:,~=---;- __ fl ____ :'-__ :_=i·~ *g:f~dgoory-n 'wos~---~ :--~-=:-::: -~:-. ':~-~--~ I ----" - -- ,~ -' . ;j ' . . .

L: .. - . -- ---- _, I - -~~.- -~-~---~ ----

I ,- -

.; - - , ~ -,

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r. , -IQ_, _ _. ___ · ; -2.0

. RICHTER MAGNITUDE

I I I I I I I I I I I

11 i

I I I I I I I

6790444-05

APPENDIX D

REFERENCES UTILIZED

Albee, Arden L., Smith, Jay L., 1966, "Earthquake Characteristics and Fault Activity in Southern California", Association of Engineering Geologist Special Publication, Engineering Geology in Southern California.

Allen, C. R., 1957, San Andreas Fault Zone in San Gorgonio Pass, Southern California: Bulletin Geologic Society America, V 68, Pages 315-350.

California Division of Mines and Geology, 1973, Guidelines to Geologic/Seismic Reports, Note No. 37.

----------, 1975, Recommended Guidelines for Determining the Maximum Credible and Maximum Probable Earthquake, Note No. 43.

----------, 1975, Recommended Guidelines for Preparing Engineering Geologic Reports, Note No. 44.

----------, 1975, Guidelines for Evaluating the Hazard of Surface Fault Rupture, Note No. 49.

Crowell, John C., The San Andreas Fault in Southern California, California Division of Mines and Geology Special Report 118, Pages 7-27.

Dibblee, T. W., Jr., 1967, Geologic Map of the Morongo Valley Quadrangle, San Bernardino and Riverside Counties, California: U. S. Geologic Survey Miscellaneous Geologic Investigation Map I-517.

----------, 1975, Late Quaternary Uplift of the San Bernardino Mountains on the San Andreas and Related Faults: California Division of Mines and Geology, Special Report 118, Pages 127-135.

Earthquake Engineering Research Institute Committee (1971) Preliminary Conclusions and Recommendations Based on Engineering Studies, The San Fernando, California Earthquake of February 9, 1971, Geological Survey Professional Paper 733.

Envicom Corporation and County of Riverside Planning Department, 1976, Seismic Safety and Safety Elements Technical Report for the County of Riverside.

Grantz, Arthur, 1971, The San Fernando, Califorriia"Earthquake of February 9, 1971, Geological Survey Professional Paper 733.

Greensfelder, R. W., 1974, Maximum Credible Rock Accelerations from Earthquakes in California: California Division of Mines and Geology Map Sheet 23.

Hope, R. A., 1979, Map Showing Recently Active Breaks Along the San Andreas Fault Between Cajon Pass and Salton Sea, California: USGS Open File Map.

[l]DJ~ D-i LEIGHTON and ASSOCIATES

INCOA~ORATED


6790444-05

Leighton and Associates, 1979, Phase I - Preliminary Geotechnical Feasibility Investigation of Proposed 2800± Acre Residential and Recreational Development, Mission Creek Area, County of Riverside, Calfiornia, dated September 21, 1979 (Project No. 679444-01).

----------, 1980, Phase II and III - Preliminary Geotechnical Investigation and Fault Trench, Proposed 2800± Acres, Residential and Recreational Development, Mission Creek Area, Riverside County, California, dated June 2, 1980 (Project No. 679444-02, 03).

----------, 1981, Soils Investigation and Liquefaction Study, Northerly Portion of Marsh Area, Mission Creek, Section 12, T2S, R3E, SBB&M, Riverside County, California, dated April 16, 1981 (Project No. 679444-04).

Peterson, M. S., 1975, Geology of the Coachella Fanglomerate in California, Division of Mines and Geology Special Report 118, Pages 119-126.

Ploessel, Michael R., and Slosson, James E., 1974, Repeatable High Ground Accelerations from Earthquakes, California Division of Mines and Geology.

Proctor, R. J., 1968, Geology of the Desert Hot Springs Upper Coachella Valley Area, California: California Division of Mines and Geology Special Report 94.

MAPS UTILIZED

California Division of Mines and Geology, State of California Special Studies Zones: SE 1/4 Morongo Valley Quadrangle, Official Map Effective July 1, 1974.

----------, 1974, SW 1/4 Morongo Valley Quadrangle, Official Map Effective July l, 1974.

Set

GS-VCGN

4B, 49

Frame Numbers

5-120T05-123

061 and 062

AERIAL PHOTOS UTILIZED

Date

7-4-69

1-23-80

D-ii

Scale

1:36000

1:2000

Source

U,S.G.S.

Riverside County Flood Control District

lEIGHTOl\lond ASSOCIAHS INC:ORPORATl!c


ADDENDUM REPORT AND RESPONSE TO RIVERSIDE COUNTY PLANNING DEPARTMENT REVIEW

DATED AUGUST 20, 1981, MISSION CREEK AREA , October 9, 1981


Prepared for;

Riverside County Planning Department 4080 Lemon Street, 9th Floor Riverside, California 92501

Attention: Mr. Anthony B. Brown Engineering Geologist



~rn~~....._. INCORPORATEO

SOIL ENGINEER I NG TESTING GEOLOGY

October 9, l 981

TO; Riverside County Planning Department 4D80 Lemon Street, 9th Floor Riverside, California 92501

ATTENTION: Mr. Anthony B. Brown Engineering Geologist



SUBJECT: Addendum Report and Response to Riverside County Planning Department Review, dated August 20, 1981, "Alquist-Priolo Act, Project No. 679044~-05 Specific Plan Number (to be assigned) County Geologic Report No. 247-S, Ditz-Crane, Mission Creek Area"

Introduction

As discussed during our meeting with you on September 21, lg81, this response is directed toward inquires posed in your letter dated August 20, 1981, rather than your letter dated August 19, 1981. As pointed out in that meeting on September 21, 1981, the letter of August 19, 1981 concerned itself with our preliminary report dated June 2, 1980 - "Phase II and III, Preliminary Geotechnical Investigation and Fault Trenching, Proposed 2800± Acres, Residential and Recreational Development, Mission Creek Area, Riverside County", and many of the questions in that review letter were subsequently answered in our final report dated May 22, 1981, Project No. 6790444-05.

The succeeding discussion pertains to our Project No. 6790444-05 entitled "Geologic Fault and Seismic Investigation, Mission Creek Fault, T2S, R3E, Riverside County, California" dated May 22, 1981, and your review letter dated August 20, 1981, which discussed this report. -

Accompanying Maps

Index Map - Page 2 Revised G·eotechnical Maps (200-scale) - 2 Sheets - In Pocket Geologic t1ap by R. J. Proctoi: - Page .4 State of California Special Studies Zone Map - Page 5

7265 JUAUPA AVE., SUITE C, RIVERSIOc, CALIFORNIA 92504 (714) 785--0156

IRVINE• WESTLAKE/VENTURA t DIAMOND BAR/WAL.NUT• SAN aERNARDINO/RIVERSIDE •SAN DIEGO• PALM DESERT


·-""" teet

- ~ .•. - ,""<''~ •

:~;:j~·

INDEX MAP OF

MISSION CREEK FAULT AND SPECIAL STUDIES ZONES

(Area Included by this Investigation Shaded Yellow) (Special Studies Zone Shaded Red)

BASE MAPS: U.S.G.S. Palm Springs Quadrangle U.S.G.S, Morongo Valley Quadrangle

Inset Reduced From State of California Special Studies Zones ; Official Maps: SW 1/4 Morongo Quadrangle, SE 1/4 Morongo Quadrangle Official Maps Dated July 1, 1974

- 2 -

-z c m ><

s l> 1J

LEIGHTON and ASSOCIATES INCORPORATED


6790444-05

RESPONSE

Item 1. Page 2, Item 3, Paragraph 4

The postulated extension shown on our Preliminary Investigation Map (June 2, 1980) was based on the interpretation of Proctor (1968) who shows the Morongo Valley Fault extending through the most northerly branch of the Mission Creek Fault (see Page 4). The Special Studies Zone Map shows the Morongo Valley Fault intercepted by the most northerly branch of the Mission Creek Fault (see Page 5).

Based on the Special Studies Zone Map, the Morongo Valley Fault does not affect areas which could be utilized for development in the subject area.

However, we understand the area south of the most northerly branch of Mission Creek Fault is proposed for construction. Therefore, to preclude any possibility of the Morongo Valley Fault affecting those areas, we trenched the extensions based upon projections according to the Special Studies Zone Map and our field mapping.

The trenches do intersect the projected suspected traces in question, and we have conclusively proven that the Morongo Valley Fault does not affect the subject property.

It should be noted in Trench 23, that Station 0+00 (start of trench) is located at the foot of a bedrock ridge, which extends northeasterly up to the top of the ridge. The trench and bedrock ridge exposures, combined, provides us with continuous coverage across the area that might contain an extension of the Morongo Valley Fault.

Item 2. ~~ 19, Item D, Rockfall

In general, only the base of the northernmost.basement complex slopes with extended steep "runouts" are of concern. The toes of slopes exposing units other than basement complex do not show evidence of prior rockfall (talus, piles, etc.). Although you feel the statement is too generalized, our statement " ... unless mitigating provisions are incorporated into construction and design." does not eliminate the need for consideration, but allows more options than simply a 100-foot setback. These provisions can best be determined by reviewing site development plans after design. Furthermore, in areas where needed, any actual setbacks would be considerably less than 100-feet considering that the steepest slopes were on the order of 0.75:1 (see Table below).

- 3 - LEIGHTON and ASSOCIATES INCORPORATED

APPRO~!M

O~Cll~"'


6790444-05

Ruck Slope J7allout Figur• 9.45_ Path of

Area Ditc;:h If eight \Vidth Di:=pth

rQr::k trajectQty for

(m) (m) (m) variou~ ~lope an9les.

I~ .. - and des.ign criteria

5 to l O 3_7 1.0 for !;,haped ditches

10 lo 20 4.6 1.2 (9_!lll).

>20 6.l 1.2

S to 10 3.7 LO " ···~ . " . , ~/ l Oto 20 4.6 1.2 •_,,BOUNCE

20 to 30 6.1 I.8' ROC f,l,Ll

>30 7.6 J.8• L r -w- 1 """"~o• H•U

5 to IO 3.7 L2 -- ~--7

10 to 20 4.6 i_ga ~·

Ne.ar vertical

0.i5or0.3'1

0.5:1

20 to 30 6.1 1.83

>30 7.6 2.7 8

0.75:1 0 lo JO 3_7 J _O 10 to 20 4.6 L2 >20 4.6 1.sa

I: I 0 to 10 3.7 1.0 10 to 20 3_7 l .51'. >20 4.6 1.3a

il_r..1ay be l .2 m if catch fence is use.d.

Tables from "Landslides Analysis and Control, Special Report 176, National Academy of Sciences", R. C. Schuster and R. J. Krizek, 1978.

Item 3.

Item 4.

Item 5.

Item 6.

Shear -~-

The shear, T-26, Station 44, and T-27, Station 21, occurs in the Lower Member of Coachella Fanglomerate (Tertiary). No breaks were observed in overlying Cabazon Fanglomerate (Quaternary). The shear is considered to be inactive, not requiring further investigation nor set-back.

The setback along this fault segment has been widened to 100-feet on each side of the fault - see discussion Item 9.

The northerly setback has been widened by 25 feet.

Our approach for locating the magnetometer anomalies is based on recommendations outlined in the ''Interpretation'' chapter (V) of the Applications M~nual for Portable Magnetometers by S. Breiner of_Geometrics 1973. We have taken the center point of a specific anomaly signature and considered this as the center of the feature (fault) producing magnetic variation. However, many factors can affect the anomaly shape and amplitude including actual configuration and depth of source. Based upon the anomaly plots relative to known fault locations, it is our opinion that the anomalies should remain at the center points of anomaly signatures •. Therefore, your suggestion that the fault or anomalies be made to coincide requires moving the fault trace. If this were_ dgne, it would produce a rapidly curving erratic fault trace -a condition not seen in bedrock exposures.

In order to compensate for the indirect geophysical methods of fault location and minor differences which occur utilizing our approach explained above, the setback has been increased to 100-feet on each side of the fault.

- 6 - Of]ITJ~ LEIGHTON and ASSOCIATES

INCQRPOl=IATED


6790444-05

Item 7. Many of the anomaly signatures have great width as a direct function of source depth, i.e., the greater the source depth the wider the anomaly. Nevertheless, setbacks have been increased as explained in Item 6 and 9.

Item 8. We are of the opinion that trench compaction of backhoe excavations is not related to geology. We have, therefore, prepared our response for Item 8 under separate cover, which is included with this addendum report.

Item 9. Neither physical exposures of the fault in our trenches or field mapping, nor previous mapping by R. Proctor (1968) show the fault a~ a series of en-echelon breaks. However, where the faulting was located by indirect geophysical methods, we have increased the setbacks to 100-feet on each side of the fault surface trace as shown on our revised map. We have not increased the setback along the northernmost fault trace where it is masked by narrow alluvial deposits.between two bedrock exposures, because the bedrock exposures offered no evidence that would indicate other than a single break.

Item 10. As pointed out in our meeting on September 21, 1981, our June 2, 1980 report (Project No. 679444-02, 03) with its 400-scale map was preliminary, and was submitted for reference purposes only.

WS/JH/nln

The final map and changes that are incorporated in our May 22, 1981 report are the result of additional investigative efforts. The only applicable map is the 200-scale map which accompanied the May 22, 1981 report. That map has been revised for this addendum report and bears a revision date of October 6, 1 gg1.

9;:,,~,p~

John F. Hoefferle Engineering Geologist EG 799

Distribution: (6) Addressee (1) Ditz-Crane

Attention: Mr. Jerry Tucker (1) William Shephard

- 7 -~EIGHTON and ASSOCIATES

INCORPORATE;;D

,.···

Mr. Anthony B. Brown Engineering Geologi•t Riverside County Planning Department 4080 Le.non Street, 9th Floor Riverside, California 92501

December 10, 1981

We are placing on open fib the following report, revi-d and approved by the County of Riverside in coinplianc:e with the AlquistPriolo :Jpecial Studies Zones Act~

Geologic fault <1nd seismic investigation, Mission Creek fault, T. 2 S., R. 3 E., Riverside County, CA; by Leighton & Assoc.; May 22., 1961; with addenda of 10/9/81 and ll/23/81.

EWH/map

cc; A-P file

Sincerely yours,

EARL W. HART Off ice of the State Geologist CEG 935

1-'A HU(;IA NEMl I ~i ··· i\.I G.P

PLANNING rnnfCTOR

ABB; 1570 December 4, 1981

Leighton and Associates 7265 Jurupa Avenue Suite C Riverside, CA 92504

ATTN: Mr. Jack Hoefferle

Dear Mr. Hoefferle:

=tiVc=tlii>c count':' ?LAnninc: i>c?A=ttmcnt

4080 LEMON S"IREL I, 8th !' LOOf'l

n1vr:ns1or' CAI, IFOrtNIA 9?501

SUBJECT: Alquist - Priolo Act Project No. 6790444-05 Specific Plan No. 170 County Geologic Report #247-S Ditz-Crane/Mission Creek Area

We have reviewed your report entitled "Geologic Fault and Seismic Investigation, Mission Creek Fault, T.2S, R.3E., Riverside County, California, May 22, 1981, Volumes I and II, Project No. 57go444-05''. We have also reviewed your three letters of addendum dated August 20, 1981, October 9, 1981 and November 3, 1981, respectively.

Your report and letters of addendum determined that:

1. Ground rupture is possible but not a certainty along the several traces of the Mission Creek Fault which traverse the site. Fault creep was not observed.

2. The maximum probable earthquake expected at the site during a 100 year period is magnitude 5.2.

3. The secondary seismic hazards of liquefaction, ground lurching, and seiches are not co;1sidered to b,, 'i;r.1rds to the project.

4. The non-seismic hazard of subsidence due to hydrocompaction is not expected to be a problem.

5, Flooding is to be expected along the Mission Creek Channel.

6. Rockfall hazard exists to varying degrees along the base of slopes on the site.

HICHAf1n D. STFFFfY, Rar1cho C<.ili!mr1ia ("I ~.ff·R M. KATZtJ.;SJl::IN, l11vur~1dc l"ll,i~:;~-~l=.Ll l. CAMPULl.L.. f.ll•/!~1~

PLANNING COMMISSION MAH10N V. A$1 ILLY, (;h;;i1rrn;:i1·1, Pf!rris

PONAL() W. SUU.IVAN. Vic:f! Chciirman, Herr1E:.'\ KAY H. OLESEN. P<:1l1n Llcserl JE:S~3 1::.. Lil.I. IUfoi"JGf. Cmc,r,a

~ '

Jack Hoefferl e County Geologic Report #247-S December 4, 1981 Page 2

Your report recommended that:

l. The design of structures should consider a magnitude 5.2 earthquake occurring near the site, producing local peak ground accelerations of 0.20g, with repeatable high ground accelerations of 0.13g, with a predominant period of 0.35 seconds, and a duration of strong shaking less than 18 seconds.

2. Setback lines should be established along the several faults shown on the Geologic Map in the report. Permanent structures for human occupancy should be excluded from the areas between the setback lines.

3. Due to varying degrees ot:rockfall ,,hazq,t'd, ,buildings should be setback from the toe of slopes as follows: a. At least 40 feet from the toe of slopes comprised of

Basement Complex rock which are located north of the most northerly fau1t restricted use zone shown on the Geologic Map.

b. At least 60 feet from the toe of slopes exposing Cabazon Fanglomerate (Qc) shown on the Geologic Map.

The feasibility for reducing or eliminating rockfall hazard setbacks should be subject to review and inspection on a lot-by-lot basis after final site design.

4. Provisions should be made to anticipate caving in any excavations throughout the si.te.

5. All exploratory trenches excacated for this investigation will require compaction. (It should be noted that no proposed structures or roads appear to conflict with the trenches.)

6. Any excavations deeper than eleven feet below existing ground surfaces should be i.nspected to VErify existing condi.tions.

It is our opinion that the report was.performed in a competent manner consistent with the present "state-of-the-art" and satisfies the requirements of the AlquistPriolo Act and the associated Riverside County Ordinance No. 547. Final approval of the report is hearby given.

• 1l • ,~<

•·

Jack Hoefferle County Geologic Report #247-S December 4, 1981 Page 3

We recommend that all of the recommendations discussed above be implemented in the development of this project.

ABB:db cc: 1.--0i tz-Crane

Attn: Gerry Tucker Will Shepherd Earl W. Hart Building and Safety Attn: Bill Harvey (2)

Very truly yours,

RIVERSIDE COUNTY PLANNING DEPARTMENT Patricia Nemeth, AICP, Planning Director

--'I I '//! .L: / .· ,9 fl (~p1t7£Tdr ·1';_. ' / 6 .--~ Anthony B. Bron, Engineering Geologist

CEG-901


RESPONSE TO RIVERSIDE COUNTY PLANNING DEPARTMENT SUPPLEMENTAL REVIEW LETTER, DATED NOVEMBER 13, 1981

COUNTY GEOLOGIC REPORT NO. 247-S DITZ-CRANE, MISSION CREEK AREA

November 23, 1981 Project No. 6790444-05

Prepared for:

Riverside County Planning Department 4080 Lemon Street, 9th Floor Riverside, California 92501

Attention: Mr. Anthony B. Brown Engineering Geologist, EG 901



~~,--.----..~ INCORPORATED

~~~,...

SOIL rnGINEORI NG TESTING GEOLOGY

November 23, 1981

TO: Riverside County Planning Department 4080 Lemon Street, 9th Floor Riverside, California 92501

ATTENTION: Mr. Anthony B. Brown Engineering Geologist, EG 901



SUBJECT: Response to Riverside County Planning Department Supplemental Review Letter, dated November 13, 1981, "Alquist-Priolo Act, Project No. 6790444-05, Specific Plan No. (to be assigned) County Geologic Report No. 247-S, Ditz-Crane, Mission Creek Area''

This response pertains to your November 13, 1981 review of our "Addendum Report and Response to Riverside County Planning Department Review dated August 20, 1981, Mission Creek Area". The Addendum Report is dated October 9, 1981, and bears our Project No. 6790444-05.

This letter responds to Item 1 and Item 2 outlined in the subject November 13, 1981 review. Item l pertains to a typographical error. Item 2 discusses your concern about seismically induced rockfall hazards, which was jointly reviewed during our field inspection on November 3, 1981.

7265 JURUPA AVE., SUITE C, RIVERSIDE. CALIFORNIA 92504 (714) 785-0156

IA\/IN.:. •WESTLAKE/VENTURA• DIP.MONO BAR/WALNUT• SAN BE:fi!NARDINO/Rl\/E:~SIOE •SAN DIEGO• PAl,,.1111 DESERT


6790444-05

RESPONSE

(Refers to our Addendum Report and Response dated October 9, 1981)

The first item on Page 3 of our Addendum Report and Response dated October 9, l 981, reads: "Item l. F_age 2, Item 3, P<1.t:i'l..9T2.Bl!__4." and refers to our final report titled ''Geologic Fault and Seismic Investigation, Mission Creek Fault, T2S, R3E, Riverside County, California, May 22, 1981, Volume I, Project No. 6790444-05".

As you have i ndi ca ted, the first i tern on Page 3 of our October 9, l 981 report should read "Item 1. ~9, Item 3, Paragraph 4".

2. Page 3, Item 2, Rockfall:

a. Slopes EJ_<po_s_l_B] Basement Complex Ro_cl_(_~cl

During our joint site inspection, we concluded that the steep basement complex slopes along the bluff (north of and above the most northerly fault trace) constitute a slight rockfall hazard along a few pre-existing rock chutes. An examination of the base of all the steep natural slopes showed that all of the rocks had come to rest within 10 to 25 feet of the toe-ofslope.

Relatively small size disintegrated angular rock (most averaging less than one foot in diameter) were observed at the foot of the rock chutes. All of the rocks had come to rest within 10 to 25 feet of the toe of the bluff. For the most part, these areas are included within restricted building areas due to faulting, and we concluded no additional setbacks for rockfall would be necessary.

Generally speaking, all areas north of the most northerly fault trace and associated setbacks, are unsuitable for building construction because of rugged terrain. However, there may be isolated areas which could be suitable for individual construction in narrow valleys north of the fault restricted use zone. We are of the opinion that it would be prudent to maintain a building setback of at least 40 feet from the toe of basement complex rock slopes, in those areas, if any structures should be proposed north of the most northerly fault restricted use zone.

b. Slopes Exposing Cabazon Fanglornerate (Qfl

Unlike the basement complex, the Cabazon Fanglomerate produces well-rounded, and in some instances large (up to 20 feet in diameter) boulders which are capable of rolling great distances without disintegrating. However, the

LEIGHTON ond ASSOCIATES

- 2 - INCORPORATEO


6790444-05

Cabazon Fanglomerate has only modest slope heights (maximum slope height is 180 to 200 feet) with slope inclinations (2:1 or flatter) throughout the site. This does not reduce the potential for rockfall, but does reduce the size of impacted area at the toe-of-slope.

Because of the modest heights and inclinations of the Cabazon Fanglomerate natural slopes observed at the site, it is our opinion that although the potential for rockfall exists, it does not constitute a severe hazard throughout the area. In addition, probably less than five percent of the formation consists of boulders greater than one to two feet in diameter, and many slopes are virtually boulder-free.

Ne\lerthe 1 ess, in order to provide uni form considerations for the boulder strewn slopes, a 60-foot building setback should be incorporated along the toe of slopes exposing Cabazon Fanglomerate (Qc). The feasibility for reducing or eliminating the setbacks locally should, however, be subject to review and inspection on a lot-by-lot basis after final site design.

- 3 - LEIGHTON ilnd ASSOCIATES INCORPORA"l'!!D


I

6790444-05

CONCLUSIONS

Since we are not able to direct our recommendations to a specific plan at this time, we have provided mitigating measures with main emphasis on building setbacks.

Depending on 1oca1 conditions where setbacks might be re qui red, the use of a ltr:irnate approaches may be appropriate for reducing them. For example, it could include removing the hazard from the slope. The construction of intercepting shapGd berms or ditches using gabions, mesh. or rail fencing, such as illustracted in our October 9, 1981 report, could also be utilized. There are many other engineering procedures, but the use of any one would depend on the specific conditions which prevailed along the slope in question.

WS/JH/nln

Distribution: (6) Addressee (1) Ditz-Crane

Respectfully submitted,

z~H~f!!:/µ Engineering Geologist EG 799

Attention: Mr. Jerry Tucker (1) Mr. William Shepherd

- 4 - LEIGHTON and ASSOCIATES IN!;ORPORA'J'ED

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