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Home My WebLink AboutROSEBUD S-3633O SUBSURFACE SOIL INVESTIGATION -~ ....... ~-~--~--= . FOR THE D & L DEVELOPMENT CORPORATION ANCHORAGE, ALASKA October, 1974 ...., ': $~6,,z ,~ MAY. 6 R&/W ¢ONSULIANT$, INC. 1975 [ ~ ANCllOllAGE '. FAIRBANKS. N CONSULTANTS, INC. JUNEAU October 17, 1974 R &,.M No. 451068 Mr. Thor Osbo, Architect 1005 Securities Building Seattle, Washington 98101 Re: Subsurface Soil Investigation - Proposed Restaurant, Off~ce, and Retail Building, D & L Development Corporation~ Anchorage, Alaska Dear Mr. Osbo: *' z We are submitting herewith three copies of our report for subject project. The work has been performed in accordance'with our October 8, 1974 telephone conservation with Mr. Fred Walatka~ Consulting Engineer, representing D & L Development Corporation. We appreciate receiving the opportunity of performing this study. Should you have any questions with regard to this.report., please do no~ hesitate to contact us. Very truly yours, R & M CONSULTANTS, INC. Vice President xc: Mr, Pred'Walatka II. III.' IV. V. VI. VII. TABLE OF CONTENTS 1 INTRODUCTION ..................... SUBSURFACE INVESTIGATION ............ 1 2 LABORATORY TESTING PROGRAM .............. SITE CONDITIONS AND GEOLOGIC SETTING ........ 2 SUBSURFACE SOIL CONDITIONS ' 3 GROUNDWATER CONDITIONS ................ 4 4 CONCLUSIONS AND RECOMMENDATIONS ........... APPENDIX A-01 Location Diagrmm ................... B-01 General Notes ' Explanation of Selected Symbols ............ B-02 of Test Holes B-03 Logs ..... '. · ............ C-O1 Grain Size Curve .................... CONSULTANTS, INC, SUBSURFACE SOIL INVESTIGATION FOR THE PROPOSED RESTAURANT, OFFICE AND RETAIL'. BUILDING, D & L DEVELOPMENT CORPORATION ANCHORAGE, ALASKA INTRODUCTION The subsurface investigation for the proposed restaurant, office and retail building to be constructed on Lots 25 and 26, Block B, Rosebud Sub- division, Anchorage, Alaska, has been completed. The building site is bordered on the north by 46th Avenue and on the east by the Old Seward_ . Highway. The subsurface investigation for the proposes structure was initiated in response to and in accordance with our October 8, 1974 telephone conservation with Mr. Fred Walatka, Consulting Engineer, representing D & L Development Corporation. On site field exploration was begun and comPleted on October 8, 1974. Based on preliminary design information furnished' by Mr. Walatka, the building is understood to be an at-grade two story structure~ utilizing concrete block construction. Building aerial dimensions are to be approx- imately 50 feet by 110 feet. The building is-to be need for a restaurant~ retail store, and offices. Foundation loadings are anticipated to be relatively light. The purpose of this report is to describe soil conditions as encountered during drilling operations, to evaluate the information obtained from the field exploration and laboratory testing programs, and to present recommen- dations regarding foundation design and construction procedures, II, SUBSURFACE INVESTIGATION A total of three test holes were drilled within the project ar&ao Test Holes 1 and 2 were located within the proposed building areal Test Hole ~ was located in the proposed parking area of the site. Because of difficulties in accessability, test hoies were drilled as near as practical to desired locations and in. accordance with the wishes of. Hr. Holt, owner of Triple A Rental who currently occupies the project site. Test Holes I and 3 extended to a total boring'd~pth of 20 feet'below existing ground surface. Test Hole 2 extended to a 31o5. f0ot of depth. The results III. IVo obtained from these borings along with a location diagram are included with this report. Test Hole locations and vertical control were referenced as noted on the Location Diagram, Drawing A-O1. The soil borings and sampling operations were performed utilizing a truck-mounted CME-55 rotary-type hydraulic drilling unit. The boreholes were advanced using continuous flight 8-inch diameter hollow-stem augers; representative samples were obtained by mea~s =~ split-spoon sampling ~ procedures conducted'in accordance with ASTMSpecification D-1586-64T. In this procedure, a split-barrel sampler (1.4" i~D.) is driven into undisturbed natural soil with a 140 pound drop-hnmmer having a 30-inch free fall. The penetration resistance (as measured by the blow Count~ "N") for this s~mpler I gives an indication of the relative density o~ the inplaee natural'sotlo After visual classification in the field~ soil s~les were returned .to the laboratory for further examination and testing. LABORATORY TESTING PROGRAM " The laboratory testing program was limited to the evaluation of general soil index properties. Laboratory determination of water content on recovered representative samples were performed according to ASTM Specification D-2216-66o Atterberg Limit values were determined according to ASTM Specification D-423-66 and D-424-59 for the liquid limit and plasticity index, respectively. In-situ consistency (density) values for' the non-cohesive material were estimated from the blow count and the soils gradation at the particular sample locations. For cohesive materials, consistency was determined from recovered smmpleS where it was estimated from pocket penatrometer data or the blow count and ~ Atterburg Limit values for the particular sample° ' Results of sample moisture.content for the three test holes are presented on the respective boring lo~s~ SITE CONDITIONS AND GEOLOGICAL SETTING The proposed building site is located within the southcentral portion of the Greater Anchorage area° The project site lies in a,.region of relativ~.ly flat relief. All natural vegetation has been stripped from the proposed project locatidnl although~ it is believed to have originally consisted of stunted black spruce' in a swamp environment. Surface soil origina}~y con- sisted of,varying ~hicknes~'of peat. Presently~ the building site is being utilized as an equipment storage area. Previous development has included the placemant of a soil fill section to provide a working surface; the fill appears to have been placed directly above the original surficial peat. The project site is iodated on the Anchorage Lowland, a broad, un- dulating glacial plain. In the project vicinity surficial soils are glacial out-wash deposits of pre-Wisconsin Age consisting of interbedded, well sorted soils generally having much fine grained material. These deposits were ov~r- lain by varying thicknesses of s~amp deposits of recent origin. The well- known, pre-Wisconsin ARe Bootlegger Cove clay formation generally underlies, at relatively shallow depth, the surficial, glacial out-wash deposits i~ .... this area. Below the Bootlegger Cove clay unconsolidated glacial tills, interbedded sands, silts and clays~ deposited during the Knik subglacia~ advance, extend to great depths to tertiary-age sedimentary rock which in turn overlie precretaceous crystalline "basement" rock~ the basement rocks are thought to be very similar in composition to the rock types exposed in the Chugach Mountains. The entire Anchorage area~ including the project site, is located in a region susceptible to very strong seismic shaking, as evidenced by the Great Alaska Earthquak~ of 1964. SUBSURFACE SOIL CONDITION The subsurface investigation, comprised of the three test holes, shows the site to be overlain by 3 fee~ to 5 1/2 feet of soil fill. The fill consists of several soil types including sands with various percentages of both silt and gravel and, at the location of Test Hole 3,' clean gravel; Test Hole 1 showed the fill included a near surface~ 1/2 foot layer of psat. Underlying the fill ail test holes disclosed the existance of very com- pressible, dark brown peat and dark brown organic".silt. Immediately below the peat and organic sil~,.gray clayey silt was encluntered in Test Holes 1 and 2; and gray silty sand with some clay was encountered in Test Hole 3o Expec~ for a 4 foot stratum of silty sand containing some clay in Test Hole 2~ at the respective test hdles these materials continued to total boring depth. The gray clayey silts were found to be ~f highly variable strength. However, as discussed in Section VII the clayes Silts can be ~tilized ms an adequate natural soil bearing surface. VI. GROUNDWATER Groundwater conditions were observed in each test hole both during and ~mmediately after drilling operations. Test Holes 2 and 3 indicated a groundwater table at approximately 12 feet below existing ground surface. Although Test Hole 1 did not show a water table, one probably exists near the same level indicated by the latter two test holes. However, perched groundwater,,overlying the true groundwater table, probably exists iu the ~ peat. Fluctuation in the water table level ca~'be'expected to occur i~ the project site; this is due primarily to variations in surface water infiltration resulting from rainfall and spring b~eak-up meltwater. Relatively minor construction difficulties could develop during excavation operations for the building-the resul~ of the perched ground- water occurring in the organic soils at the site." This is discussed in 4 Section VII. VII. CONCLUSIONS AND RECOMMENDATIONS A spread footing foundation for support of the proposed structure is considered adequate at this site provided the design precautions specified in the following paragraphs are observed. An over-excavation and backfill procedure is recommended for both a spread footing foundation system and for interior slab(s)-on-grade; For both footings and interior slab(s)-on-grade over-excavation should reach a minimum of ~6:.. inches below the top of the gray clayey silt or silty sand· strata occurrimg between roughly 8 and 10 feet below existing ground surface in the proposed building area. We a~e recommending that over-excavation be utilized under interior slab(s)-on-grade because of-both the variable thickness and depth to the peat and the highly g0mpressible nature of the peat stratum-both of which combined could lead to'excessive differential settlement in the flooc slab(s)o Backfill~ compacted as specified below~ can be placed on the undisturbed gray clayey silt or silty sand° The thickness of cgmpac~ed backfill extending above the undisturbed natural soil, bearing surface (the gray clayey silt or gray silty sand) and below the footings should be a minimum of 1,5 times the width of the footings (B); t.eo~ compacted backfil~ of minimum thickness 1~5 B Should extend-below all foundation footings of width B. This is necessary to safely preclude the possibility of local shear failure in the underlying clayey silt. To provide frost protection all exterior footings should extend at least 3 1/2 feet below finished grade; interior footings can be placed as near as practical to finished grade. Under the forgoing recommendations, an allow- able bearing pressure of 3,000 psf total load can be utilized for the footings. Proper construction control should be exercised to ensure that the clayey silt ~or silty, sand natural soil bearing surface is not disturbed during construction, tn particular, we recommend that the undisturbed clayey silt or silty sand be covered as soon as practical after exposure during excavation by a granular backfill filter blanket a minimum of 1 1/2 feet thick. This will help prevent subsequent.disturbance to the clayey silt or sandy silt from either perched groundwater inflow or constructiou activities. If, however, the natural soil bearing surface is disturbed, the soil in the zone of disturbance should be excavated and backfilledo The final compacted fill bearing surface should be carefully inspected prior to placing reinforcing steel and pouring concrete to verify that all loose or disturbed soil, or debris, has been removed from the bearing surface. Ail fill placed below footings and interior slabs should be non-frost susceptible granular material free of organic matter and debris and placed in lifts not exceeding 9 inches in loose thickness° However, the filter blanket recommended above can be placed in one lifto Fill placed below footings and concrete bearing walls should be compacted to a minimum of 95 percent maximum density~ fill placed below interior slab(s)-on-grade should be compacted to a minimum of 92 percent maximum density. Maximum density should be determined in accordance with'ASTM Specification D-1557-67T.'" For the foundation design, it is recommended that poured concrete continuous type.footings, having a grade-beam typ~ foundation wall design where feasible~ be'utilized to provide a more rigid foundation° Where isolated footings are required care should be taken to minimize the effect of any potential differential movements'° Construction problems or difficulties at the site due togroundwater should be relatively minor so long as over-excavation does not extend beyond roughly 12 feet below existing ground surface. Excavations of lesser depths including what will be necessary to remove all organic soil underlying the building area should only require dewatering of the perched groundwater which enters the excavation both during excavation of the organic soil and from surrounding organic soil before backfilling begins. Removal of the perched groundwater can be accomplished by usual sump pit and pumping procedures. Utilizing an at-grade structure, we anticipate no post-construction problems or'difficulties due to groundwater conditions at the site so long as'final site grading is accomplished in a manner which will divert surface water drainage away from any sturctures. - If site grading and foundation excavation operations are to begin this fall, we emphasize that p~ovisions should be made to prevent frost penetra- tion into natural soil below foundation footings or any.slabs-on-grade; 'this is necessary to preclude the possibility of any frost heave or subsequent thaw setbl~ment in. the foundation or slab systems. Frost penetra- trion below footings and slabs, poured on non-frozen soil, can be 'avoided during a winter construction hiatus by properly insulating the building area with, for example, straw and an overlay of plastic sheeting.. The 'effectiveness of the insulation should be monitored by periodically verifying that frost has.not penetrated to soil existing below foundation systems. With respect to pavements and exterior slabs which are to support traffic loads, if little or no changes in existing grade 'are required, the underlying peat need not be excavated so long as a-lim/ted amount of annual £~os~ h~v~ ~'~o!l~r~bl~o However, ~h~ ~ea~ s~rface peat layer encountered in Test Hole 1 suggests that~ in addition to proof rolling as recoh~ended below, it may be beneficial to spqt check the n~ural soil subgrade below pavements and exterior slabs to verify that no peat exists Unusually'near the natural sol! surface'° These spot checks can consis~ of shallow test pits dug at appropriate locations on the subgrade~ test pits should extend a minimum of 18 inches below existing grbund surface° Any organic soil found should be excavated to a minimum depth of 3 feet below final sub- grade and properly backfilled as specified above° If the underlying peat-is not removed~ increasing the existing grade outside the building lot more·~than roughly 1. foot by placing fill could lead to set~lements~ due to compression of the pea~in excess of 2 inches° The magnitude of settlement, including differential settlement, would increase as the height of added fill increased. In the case of adding significant amounts of fill, it is suggested that placement of any pavement or slabs be delayed until at least a major portion of the.. settlement had time to . . occur-probably a period of two or three years'~ In all cases, the natural soil subgrade f?r pavements and exterior slabs which are to support traffic loads should be pr'pof rolled prior to the placement of any new fill; sections of evlden~i.loose or soft soil should be either properly compacted or excavated and backfilled in the manner specified above. Also, any debris encountered should be removed from subgrade locations. Ail new fill including base material for pavements and walkways should con- sist of material meeting Alaska State Highway ~epartment Specification Di~ placed in lifts not exceeding 9 inches in loose thickness, and compacted to a minimum of 95 percent maximum density determined in accordance with ASTM Specification D-1557-67T. Base courses for pavements and exterior slabs should be a minimum of 4 inches thick. To avoid major crack develop- ment as a result of stress concentrations at structural connections~ all exterior slabs should be separated from any building structures by weather.-..'. sealed, joints. Because soil characteristics may vary throughout a given site and change sharply within certain limited distances, it is reco,..~ended that a qualified soil engineer or engineering geologist inspect the foundation excavations and backfill procedures, during construction; this will permit verification that conditions are as anticipated in the design~ We appreciate being g~wn thi~ opportunity to perform th~s subsurface investigation. If you wish~ we would welcome the opportunity to review plans and' 'specifications after they are prepared .so that we'might have the occasion, to-comment on the effect of the sit~',sOt~', conditions upon the design and specification, ~Jk"~'~o~'°o~ ~J~% ~ ~ ' Charles Lo Vita Soil Engineer ChV/JWR:rr TM. 3 Engineering I~ Geological Consulfanfs Inc. ANCHORAGE FAIRBANKS ALASKA ' -,UN,AU ~ [DWN BY W.T.J. DATE 10- {5-74, ISC~AL-~ ITM 40' LOCATION DIAGRAM DI~L DEVELOPMENT CORR ANCHORAGE, ALASKA lc. Ko .Y c.v. . I..o~..o..,ooo ]~ SOILS CLASSIFICATION, CONSISTENCY AND SYMBOLS CLASSIFICATION: Identification and classification of the soil is accomplished in accordance with the Unified Soil Classification System. Normally, the grain size distribution determines classification of the soil. The soil is defined according to major and minor constituents with the minor elements serving as modifiers of the major elements. For cohesive soils, the clay becomes the principal noun with the other major soil constituents used as modifier; i.e. silty clay, when the clay partlales are such that the clay dominates soil properties. Minoz soil constituents may be added to the classification breakdown in accordance with the particle size proportion listed below; i.e. sandy silt w/some gravel, trace clay. no call - 0 - 3% trace - 3 - 12% some - 13 - 30% SOIL CONSISTENCY - CRITERIA: Soil consistency as, defined below and determined by normal field and laboratory methods applies only to non-frozen material. For' these materials, the influence of such factors as soil structure, i.e. fissure systems, shrinkage cracks, slickensides, etc., must be taken into consideration in making any correlation with the consistency values listed below. In permafrost zones, the consistency and strength of frozen soils may vary significantly and unexplainably with ice content, thermal regime and soil type. Cohesionless Cohesive N*'(blows/ft) Relative Density Loose 0 - 10 0 to 40% Medium Dense I0 - 30 40 to 70% Dense 30 - 60 70 to 90% Very Dense - 60 90 to 100% *Standard Penetration "N": Blows per foot of a 140-pound hammer falling 30 inches on a 2-inch OD split-spoon except where noted. T- (tsf) Very Soft Soft Stiff Firm Very Firm Hard 0 - 0.25 0.25 - 0.5 0.5 -1.0 1.0 - 2.0 2.0.-4.0 -4.0 DRILLING SYMBOLS W0: Wash Out WD: WL: Water Level BCR: WCI: Wet Cave In ACR: DCI: Dry Cave In AB: WS: While Sampling TD: Before Casing Removal A£ter Casing Removal After Boring Total Depth Note: Water levels indicated on the boring logs are the levels measured in the boring at the times indicated.' In pervious un'frozen soils~ the indicated elevations are considered to represent actual ground water conditions. In impervious and frozen soils, accurate determinations of ground water elevations cannot be obtained within a limited period of Observation and other evidence on ground water elevations and ~onditions are .required. M CONSULTANTS'.; INC.' GENERAL NOTES DATE: 3' I - 72 SCALE N/A OWN eY LDS CHKD aY GLB St Ss SI Sh Sx Sz Sp Hs HI NOTE~ STANDARD SYMBOLS ORGANIC MATERIAL [~ COBBLES 8~ BOULDERS ~ CLAY ' ~ CONGLOMERATE ~ SILT ~ SANDSTONE ~ SAND ~"~ MUDSTONE [~ IGNEOUS ROCK METAMORPHIC ROCK ICE~ MASSIVE ICE -SILT ORGANIC SILT SANDY SILT SILT GRADING TO SANDY SILT SANDY GRAVELs SCATTERED COBBLES (ROCK FRAGMENTS) INTERL/~YEREO SAND B SANDY GRAVEL SILTY CLAY w/TR. SAND SAMPLER TYPE SYMBOLS . 2.5" SPLIT 2.5" SPLIT 2.0" SPLIT 1.4" SPLIT 2.5" SPLIT 1.4" SPLIT 1.4" SPLIT SPOON WITH 47-;~ HAMMER Ts 1.4" SPLIT SPOON WITH 140# HAMMER Tm SPOON WITH 140# HAMMER Pb SPOON WITH 540# HAMMER Cs SPOON WITH 140# HAMMER Cd SPOON WITH :~40~ HAMMER Bs SPOON, PUSHED AD SPOON DRIVEN WITH AIR HAMMER G. 2.5" SPLIT SPOON DRIVEN WITH AIR HAMMER SAMPLER TYPES ARE EITHER NOTED ABOVE THE' BORING LOG OR SAMPLE DEPTH. SHELBY TUBE MODIFIED SHELBY TUBE PITCHER BARREL .CORE BARREL WITH SINGLE TUBE CORE BARREL WITH DOUBLE TUBE BULK SAMPLE AUGER SAMPLE GRAB SAMPLE ADJACENT TO IT AT THE RESPECTIVE FROZEN SANDY GRAVEL Cd 95 SCHIST .~--'GENERALIZ£D $O/L OR ROCK DESCRIPTION £OCATION ' 50' ~ DRILL DEPTH ~ FtO.-WHILE DRI&UNG~ A.B-APTER BORING Engineering ~ eeologicol Consullenfs inc. AN~HO" AGE FAIRBANKS · ALASKA . TYPICAL BORING LOG BORING NUMBER~.,,~T. H. 3~0-15 Elev. 274.6 **--ELEVATION IN Dare DRILLED--~,.iO_21. 70 . All Samples Ss~''SAMPLER TYPE 0 ORGANIC MATERIAL I' Consid. Visible Ice O'-T ICE+ML ICE, SILT ' SAMPLER rYPE%ss Estimatego, 56.~%65 Yo Visible IC~srRArA' ~HANGE ~ SANDY SILT ~APPROXIMAT~ STRAT~ CHANG~ ," GRADATIONA~ ~,, Liffle toNoVisible Ice 15L50 ~ 72 5Z1% 859pcf ~e~-GP , (CORPS OFKNG/N~BS METN~) Ss ~ ~ '~ ' ' ~ ' ~ ~U~FIED O~ FA~ CL~SS/F/c~r/ON ~ ~ ~ ~ TEMP~AruR~ . k--8~o~s/roor ' 'EAMPLE NUMBER OATS 2-16-72 [eCALE: NONE lawn ay 'LOS [CHKD BY EXPLANATION OF SELECTED SYMBOLS GLB IPeou. NO. GENERAL Iowa NO. B-02 T.H.- I 10-8-74 ~ Brn GRAVE L ,.,~ OR GA N I C---"~'~L (PEAT) Bm. .- I' GRAVELLY SAND W/TRACE ~. __ SILT 3/6,20% SAND W/TRACE SILT~Gray Loose 5. 9,143% SOIL (PEAT) Drk. Brn.~ Compressible T.O~ )RGANIC SILT .8.57' 20, 20°/o,CL'ML . . CLAYEY SILT W/TRACE TO/ SOME FINE SAND Gray,Stiff fo Very Firn~ Q 12,20% Q33,Z9% , · '20.0 NO WATER TABLE T.D. .I 11,5 W,D, ? T.H.~ ~0-8'74 .- 0.0' CLEAN GRAVEL Grey; Fill Material O ORGANICSOIL(PEAT}~ ' ~.0' 4WOOD FRAGMENTS Drk, Bm.; Compressible · , 6.5' SILTY SAND W/SOME CLAY a GRAVEL Gray; Msdium Dense' ?o Dense Q 29~9.2°/o GRADING W/dOARSE , GRAVEL a CO?BLES['"~ t8 T.H. ~' 10-8-7'4. SILTY SAND W/SOME GRAVEL GRAVELI'Y' S-~'~'D W---7'~"~AC.E SILT SAND W/TRACE GRAVEL ORGANIC SOIL(P~'AT) Drk. Brn.;Compreesibls 13, 15 °/o,CLo M L CLAYEY SILT W/SOME SAND TRACE FINE GRAVEL ' Gray;Firm toVe. ry Firm 28~J2°/o GRADING MORE SANDYt'~ I§~ , --2.5~ ' ~10.0' Q24,.27% GRADING LESS SANDY SILTY SAND W/SOME G~VEL 8~ SOME CLAY Gray;Dense CLAYEY SILT'W)TRACE BAND-- Gray;Firm to Very FIrn~ Q 18,15°/o, CL- ML 27° LOG OF TEST HOLES D E~ L DEVELOPMENT CORP. ANCHORAGE, AI~ASKA Encjineering ~ GeoIogicol-Consultonfs Inc. ~NC.O.^~ .Am.~.~S ALASKA L;-U.L DEP~RTMENT OF ENVIRONMENTAL QU~L~? TY PLATTING OR PLANNING & ZOHING CASE REVIEW CASE NO. J- ~f// TITLE: ~2~~ Date Case Received By Suspense Date Comments to Planning Department For' Planning & Zoning Commission Meeting Date Environmental Engineering Air Pollution Noise ROUTING Environmental Sanitation COMMENTS: O' GREATER ANCIiORAGE AREA BOROUGH 3500 Tudor Road Anchorage, Alaska 99507 S- 2707 PLAT STATUS: Final BOROUGH: Platting Engineer Public Works Department ~ar~~C~ccf~,~~e~tal Quality 'Fire Department Street Names Tax Appraisers School District DATE: May 2, 1972 OF ANCHORAGE: Fire Marshal Municipal Light & Power Department Property Management Off±cer Public Works Department Telephone Utility Traffic E~ine.er Water Utility OTHER: Alaska Department of Highways Alaska Railroad Anchorage Natural Gas Corp. Central Alaska Utilities .Chugach Electric Association GAB.Telecommunications, Inc. Matanuska Electric Association Matanuska Telephone Association Assistant Superintendent of Mails Alaska Department of Fish & Game DESCRIPTION OF PROPERTY: OWNER: Kensun Corporation Vac: 10' utility easement south side of Lots 2 thru 6, Blk. 1, Rosebud Subdivision and north side of Bi. 10, Heather Meadows.Subdivision. Gent I~men: A petition has been received by the Greater Anchorage Area Borough Planning Department for the proposed Vacation of subject property for the May_31, ~97~ Planning Commission Meeting. At~ached is a copy of the proposed plat. Will you~please submit your comments in writing', specifying any easements or other requirements that your department er agency may~need. 'I~f we do not hear.from you by _M~y 18, do not wish to submit any comments. , we will assume that you If you have no further use for the attached print, please return it with your comments. 'P~anning Department [{ nc lo sure ' i ! I ! ! -I I I ..MAY 3 ! 1972