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Home My WebLink About962080.tiff •�.:��'�ib�Y.�.. ..wr-.��.S•ti ......:. .C•'��,:a�•��•-'��•'• ��e •yw�•,'+��'�1+i' ._1.'..�}.� . L Y .. w w.w •N. y..•'.�1•f'�.•.,„ 4•••r•'•.��`.�C ._~r .�" �• RYf �•.M'..w' 1 ti�r•'M-•:� ""'. ''! � rr'••rw S.P .••• ••„'!•'C�.��!•w�,•�••r. '!yam. '^ �J.,�~:�'�.�r.��w��...��.T~,�`� .,. r ` ' '~ .•.,."�' „'! „� �:;A�:'!^Y''`.M 1= `.�'«''•V-.l :�.�"~.•. ,,a� •.rte �,��"G,`'�`v:Si�M'.•j�ti • AND •.. .w �.: . ..-•.:�. •. Colorado Sod PETESTS, INC. RCOLATION •:••;�•.�i.. 2. . ..tom •• ,,.•• -r•• !'• .{�•'�' iM.- ti irf 1•;.. ... �.�!. vh 1. :..y:iM• .. }•f• • N:.;.•tw.... �t�,44-V='t Vi:' • i': iii N•!.�:1- • Y•"ti.1• fwy .t �i_„.. •-�.• ��,;�"M.fi.�►w... ''•... �_ :,:.. 1....'�s.:�.t;.:.y • 'Y. .-tip�r'1.•-'^r .•11..-•.. `�ti�,•^"+'...�►�M•�:•... .a . •'• . tee•r_.y�N} • �: •�.+• ,.�: . • w!.•...w ao•jr 1.•+_;S C'w•. �,. r••4•r•M�"`:•+ SOIL TESTS • FOUNDATION DESIGNS • PERCOLATION TESTS • SUBDIVISIONS SUBSURFACE INVESTIGATION OF 5700 WELD COUNTY ROAD 15 WELD COUNTY, COLORADO FOR BILL MCCOY MARTIN EXPLORATION COMPANY 1919 14TH STREET SUITE 400 BOULDER, COLORADO 80302 REPORT NO. 82-194 JUNE 22, 1982 i�, ALLEN • `c, 1c1�,' Q �� T . * 4130 0 ecc F)� • 962080 TABLE OF CONTENTS Site Conditions Page 1 Conclusions and Foundation Recommendations Page 1 General Page 1 Field and Laboratory Investigation Page 2 Design and Construction Details Slab on Grade Construction Page 3 Surface Drainage • Page 4 Subsurface Drainage and Basement Construction Page 4 Reinforcing Li Page 5 Construction Details Page 5 Percolation Test Results Page 6 Location Map Figure 1 • Logs of Test Holes Figure 2 Swell Consolidation Tests Figure 3 Decorative Gravel 1 Figure 4 Details of Foundation Drain System Continuous Footings Figure 5 Summary of Laboratory Testing Table 1 SITE CONDITIONS: At the present time there is an existing trailer on this property and it is our understanding that a 28'by 46' modular building with no basement is planned for construction. CONCLUSIONS AND FOUNDATION RECOMMENDATIONS: A satisfactory type of foundation system will be continuous con- crete footings bearing on the undisturbed soil . These footings shall be designed for a maximum soil bearing pressure of 800 pounds per square foot, dead load plus one-half live load, for all depths of the excavated area. All loose and disturbed soil shall be removed before placing of the concrete for the footings. The bottom of the footings shall be a minimum of three feet (3' ) below final grade for frost protection. One can expect some settlement with this type of soil condition, but with this type of lightly loaded foundation system, it should be within allowable limits. GENERAL: This report presents the results of data obtained during the sub- soil investigation of 5700 WELD COUNTY ROAD 15, WELD COUNTY, COLORADO. This investigation was made to determine the most suitable type and depths of the foundation system, allowable soil bearing pressures , ground water conditions and problems that may be encountered during and after construction due to the soil and ground water conditions. ( 1 ) FIELD AND LABORATORY INVESTIGATION: Two (2) exploratory test holes were drilled on June 8, 1982, at the location on the site as shown in Figure 1. These test holes were drilled with a four inch (4") diameter power auger. At specific intervals, the drilling tools were removed from the test holes and soil samples were obtained with a two inch (2") inside diameter spoon sampling tube. The depths at which soil samples were taken are shown on the Logs of Test Holes, Figure 2. All soil samples were carefully inspected and classified in the field and laboratory. The samples were subjected to visual inspection and laboratory testing in order to evaluate the physical and mechanical properties of the materials encountered. The natural moisture content and the natural dry density was obtained from relatively undisturbed drive samples of typical materials encountered. Swell-Consolidation 5 tests were also performed on typical samples of soil , see Figure 3. These tests indicate the behavior of the soil upon various loading and wetted conditions. In general , the top five feet (5' ) of soil test hole #1 consists of slightly sandy silt with clayey sand found from the five foot (5' ) depth TI to the nine foot (9' ) depth and sandstone with lenses of clay encountered below the nine foot (9' ) depth. Soil test hole #2 consists of eight feet (8' ) of slightly sandy silt over sandstone with lenses of clay. Both holes were drilled to a depth of twenty feet (20' ) .. Free water was encountered at depths of nine feet (9' ) and eight feet (8' ) respectively during the drilling operation. (2) DESICA CC'tSTP.UCTiO'i L•L..?LS SLAB ON cT_.DE CYjS ::ir_ j- The natural soils are suitable for the support of exterior ccr:crete slabs, garage slabs, lower level and basement floor slabs. ticever, these sandy and silty soils may consolidate or settle with an increase in pressure and/or moisture content. The builder and future owner should be aware of and understand that there is some risk of possible future damage with any slab on grade construction. If the builder and future owner are willing to risk this possibil- ity of some damage due to concrete floor slab movement, the following recommended details should be carefully followed during construction of the interior floor slabs. Experience with similar soil conditions has shown that the following details will help minimize damage. 1 . • Do not place a gravel layer beneath the concrete slab. The slab j should be placed directly on the undisturbed natural soils , or well compacted fill soil . 2. Separate the slab from all load bearing members and utility lines to allow for independent movement of the slab. Provide a positive control or slip joint at the construction joint between the slab and the foundation walls. t 3. Provide frequent scoring of the slabs to provide control joints for possible cracking of the slab. Control joints should be placed to provide approximate slab areas of 200 square feet. 4. The soils that will support the concrete slabs should be kept moist during construction by occasional sprinkling of water and especial - ly a day or so prior to pouring of the slabs. ( J) 5. In the event the builder or future owner desires to provide decora- tive rock "or bark around the building, we have attached Figure 4 to illustrate one acceptable method of installation. This method will prevent ponding of water near the foundation and provide for proper drainage away from the building. SURFACE DRAINAGE: The backfill soil around the building should be moistened and well compacted to prevent future settling. Controlled puddling of the back- fill soils is considered satisfactory. The future owner should be advised to fill in any settled area to eliminate ponding of water near the building and to provide adequate slope for proper drainage away from LA the building and off of the site at all times. ts The finished grade or ground surface near the foundation walls should have adequate slope to provide proper drainage away from the building and off of the site. A slope of twelve inches (12") in the first ten feet (10' ) out from the entire perimeter of the building is normally considered satisfactory. Roof downspouts and sill cocks should discharge onto long concrete splashblocks (5 feet long) or into metal gutter extensions to deposit runoff water farther out from the house and beyond the limits of back- fill soil near the foundation walls. SUBSURFACE DRAINAGE AND BASEMENT CONSTRUCTION: It is possible that a rise in the water table could occur due to inadequate drainage on this site or the surrounding area. Therefore, we recommend that a foundation drainage system be installed. See Figure 5. REINFORCING: The concrete foundation walls should be well reinforced at the top and bottom of the walls to clear span at least a distance of ten feet (10' ) . This will give the walls' beam strength to span or bridge over any soft or loose pockets of soil not found in our exploratory holes or that may develop during construction. This will also help prevent differen- tial movements of the foundation system. CONSTRUCTION DETAILS: In any soil investigation it is necessary to assume that the sub- , surface soil conditions do not vary greatly from the conditions en- countered in the field and laboratory testing. Our experience has been that, at times, soil conditions do change and variations do occur and may become apparent at the time of excavation for the foundation system. If soil conditions are encountered which appear different from the test borings as presented in this report, it is recommended that this office or a qualified soils engineer be called to inspect the open excavation 1 prior to placing the footings. This inspection is not a part of this report and is not included as any part thereof. LOCATION MAP • X CO X I X I x X I- - -- - 7 X 1 I X45-1- IOPEN EX AW.TIO'\I x i it x I i I .„ x Pou.D4T.OO I So.,_ TEST 40 • K X NODES X I I x • K I I X I o #2 X l_. _ _ _J X \ • X SO. S J x X �}=EFL= Ant - \ x \ _ - — EXISTI: = • R-; ILEP x -- --- - - • y H TEST HOLE ° Q SLIGHTLY SANDY SILT ° _F'onR of CLAYEY SAND - kXCAVATIorI \ - 1 ��`- \ ® SANDSTONE WITH LENSES OF CLAY, MOIST, BROWN E to .tt, .' r ttv3 �a r- B :j ,.Q A.D. :h. 10'i NOTES: 1.O tree water was encountered during - - 4% 41, the drilling of the test holes. �--15 :V E: u- W — .;.i,, ',,It: 2. Depth at which soil samples were W IN: '� _ , taken. — t 41/4 `j —. W r. 'al: ite N. ' 3, 16/12 indicates that 16 blows of a _ — .:1i' 7"i 140 pound hammer falling 30 inches is _ : 20 :‘,.. required to drive a 2-inch diameter — sampler 12 inches. 20 i 2 z ,y — F- a O 25 21— ]° 30 ,t logs of test holes ,o. NO' 82-194 • ' • CONSOLIDATION SWELL TEST RESULTS 2 Natural Moisture Content = 9.2 percent - Natural Dry Unit Weight = 100.1 pcf 1 Passing No. 200 Sieve = 85.2 percent Water eddec 0 /,/ - ..-V Ts e, 1 . .... ,_ 0 0 50 2 . . . ua+ L A 111 -O O- 0 3 - . —, N C O U 4 • Coisolic 'on u der constar ores- 5 s re due `,o w ina / Settlement due to increase in aresstre SAMPLE OF SL GH-LY SAND) ILT TAKEN FROM SO:L TE I HOLE NOS ONE AT A • 6 riFPTH f1F MP r 1Fr- __ 1 100 1,000 10,000 100,000 Load (psf) . t 2 - Natural Moisture Content = 16.5 percent Natural Dry Unit Weight = 99.0 pcf i Passing No. 200 Sieve = 28.9 percent 1 . -' 1 0 ,- L Swe' 1 unrer cogs an'. pressure due to w≥tlirg O O Y C N • O 0 L r0 CJ IC O - ' 1 O O `• / Settlement due to 1 - ;rcrC_;l_' ;n r! ctunc Wate 3cdec /, I SAMPLE Ur SLUM LY'S:d1TY SILT `AKEN , FROM SOIL TEST OBE 4IMBER ONE AT A DEPTH OF S: X FEFT. J ___.?1_0_0__ _ .__-1_._nno_ - ___ - _. _.. In nnn • COLORADO SOIL - • • AND PERCOLATION TESTS, Inc. Provide a minimum slope of 6" in the first 6' out from the house IL ( Roof gutter downspout and i i .-,. extension should extend beyond —) 0 iv '. — the gravel or bark area. �_______r I ?i -i' F • 1, 1 1.11 in- 61't i1 Decorative gravel or ; +3 t bark area :1.J Metal or wood edge with `�_ _ . :. weep holes or 1/2" space i' , at bottom to allow for the 11 release of water . •:� y Ground ' _ . . .� 1.'. '.�•j rs� `�^ +g.i surface � i�i� l�4�t'tie �! : ...ua-? , P 1 -�-.r- , osaft - •vcc': -�r- " • 1.1!'5�ti°I"!: i ,.0 Concrete • ii r �'t ;.� roil? : .,i =y,.* — - foundation wall t. 1• � Pr JJ T . ;•2 y Support for Plastic membrane ` � di" " edge strip _1 . . ' PREFERRED METHOD DECORATIVE GRAVEL OR BARK AROUND PERIMETER OF HOUSE Figure 4 COLORADO SOIL AND PERCOLATION TESTS, Inc. • FOUNDATION WALL WATERPROOFING -_a.^.'.- BACKFILL AREA ,vim %-:i� %-- �.•. ..¢ Lo- <,t �. �•_� . '--''- ' r' -- . J.CC.h ',4e-.._f_..._3^-:. -1 V _.£ .�i!_- ->�Y ^'mss .. • +' ••aY "1 !r .t- mss tar".' ; ! • 1 if CONCRETE SLAB a-_ ',• +--x- �.-^` -�4 ^ f. •1/ • —f '` r "T. .ate_ • • •- rtp w -Y•t••aL f • ' � •� • 4" DIAMETER PERFORATED / BUILDING PAPER ON PLASTIC PIPE TOP OF GRAVEL POLVETHELENE MEMBRANE MINIMUM DEPTH OF CLEAN GRAVEL, B• INCHES (MIN . CONCRETE FOOTING SIZE 1 INCH Details of peripheral drain system Continuous Footing Foundation System SLOPE TO DRAIN INTO SUITABLE OUTLET t,4 PER FOOT SUMMARY OF LABORATORY TESTING • JOB NO. 82-194 r JLE DEPTH NATURAL NATURAL PASSING 140 POUND SOIL 10. ( feet) MOISTURE % DRY DENSITY 200 SEIVE HAMMER BLOWS DESCRIPTION 1 3 9. 2 100. 1 85.2% ---- SLIGHTLY SANDY SILT 1 6 16. 5 99.0 28.9% 16/12 CLAYEY SAND 1 11 20 ---- 40.9% 20/3 SANDSTONE WITH LENSES OF CLAY { Hello