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Home My WebLink About20031373.tiff 1 � • :_ 1igh Plains Engineering roil l �` • t !'�W 735 Denver Avenue • Fort Lupton CO 80621 Phone 303-857-9280 • Fax 303-857-9238 PRELIMINARY SUBSURFACE INVESTIGATION AND FOUNDATION RECOMMENDATIONS Prepared For: AG Pro Environmental Services Attention: Tom Haren 4311 Highway 66, Suite 4 Longmont, CO 80504 Job Site Located At: "Triple G Feedyard" Section 20, T1N, R66W of the 6th P.M. Weld County, CO December 6, 2002 JOB # 02-2813 tee Todd M. Schroed r, P .3%5438548 2003-1373 PURPOSE: This report reflects a "blanket-type" soils investigation from soil borings to determine the subsurface soil identification, and to determine the physical characteristics of the soil. The recommendations contained in this report are based upon the results of field and laboratory testing, engineering analysis, and experience with similar soil conditions. LOCATION AND SITE CONDITIONS: This report represents the results of the data obtained during the subsoil investigation at "Triple G Feedyard", Section 20, TIN, R66W of the 6h P.M. Weld County, CO The site is presently a large vacant parcel, approximately 170 +/- acres. This large parcel appears to have gently rolling topography, with approximately 0.5% to 1.5% slopes to the West. — SUBSOIL CONDITIONS: Sixteen, four-inch diameter holes were drilled to a depth of fifteen feet at the building site, as shown on the attached site map. Samples of the soil were taken at two-foot intervals. These samples were analyzed in the field and laboratory to determine the characteristics of the soil for identification and foundation design. In general, the soil profiles in the sixteen test holes did vary to a considerable degree, as the attached profile hole logs indicate. The Standard Penetration Test similar to ASTM D1586 showed a range of 4-13 blows for 12-inch penetration, at a depth of 4 feet and a range of 10-15 blows for a 12-inch penetration at a depth of 9 feet. Free water was encountered during the drilling operation in holes #1, #5, #7, and #10 at depths of 14, 13, 5, and 13 feet respectively. Areas of damp soil were also found, and these findings will be reflected on the attached profile hole logs. One-dimensional swell/consolidation tests were performed on selected samples to evaluate the expansive, compressive and collapsing nature of the soils and/or bedrock strata. These tests indicated a consolidation potential of 1.9% to an expansion potential of 2.3% at a depth of 4 feet and a consolidation potential of 0.4% to an expansion potential of 5.1% at a depth of 9 feet. Please review the individual hole sample data and corresponding swell — consolidation graph. The soils in this report were classified using the American Society of Testing Materials (ASTM) procedures. SUBSURFACE ANALYSIS AND RECOMMENDATIONS: Based on the geotechnical engineering analysis, subsurface exploration and laboratory test results, some of the test holes represented a low expansion- consolidation potential. Other test holes represented moderate expansion potential possibly requiring the foundations to be founded on caissons. It appears that some of the lots with low expansive-low consolidating soil types would be founded on spread footings with allowable soil bearing capacities between 1000 and 1500 psf** for shallow excavation depths and _ soil bearing capacities between 1250 and 1500 psf** for basement type excavations. **Please note that these soil bearing capacities are for planning purposes only. Foundation designs shall be based on a final Subsurface — Investigation to be performed when the specific building envelopes are determined. — Areas of damp (soft) soil were found during the subsurface exploration and noted in the boring logs near the end of this report. Over excavation may be — required on some sites to help mitigate possible issues with expansive soil and fluctuating water table. An open hole inspection may be required in the Final Subsoil Investigation to verify soil types and "damp areas" due to possible changes in water levels. It is recommended that foundation depths remain at least three (3) feet above these damp areas. GROUNDWATER: Groundwater levels were recorded at the time of our field investigation; free water was encountered in test holes #1, #5, #7, and #10 at depths of 14, 13, 5, and 13 feet respectively on November 27, 2002. The groundwater can be expected to fluctuate throughout the year depending on variations in _ precipitation, surface irrigation, and runoff on the site. We recommend that the bottom of the basement or crawlspace excavations be maintained at least 3 feet above the "damp areas" noted in the soil profiles near the end of this — report. The Excavation Depth Limitations Table in this report outlines the limits of maximum excavation for each specific test hole. The ground water levels recorded represent the free, static water levels after - equalization of hydrostatic pressures in the test hole borings. It is possible that the groundwater levels recorded in the test hole borings may not be present at those levels in the excavations. Flow rates, seepage paths, hydrostatic pressures, seasonal groundwater fluctuations, water quality and other factors were not determined in this investigation. A program, which may include special well construction, test procedures, long-term monitoring program and analysis would be necessary to determine these factors. FOUNDATION DRAIN: The drainage system should be lined with a 10 mil plastic liner, which will contain a 4-inch diameter perforated drainpipe (rigid perforated PVC pipe is _ preferred) encased in a minimum of 12-inches deep by 12-inches of clean, %-inch to 11/2-inch river rock. The drain should extend around the lower level of the footing perimeter with the invert at the high end of the drain being placed a minimum of four-inches below the bottom of the footing. The drain should be run to a non-perforated sump pit with a lift pump or _ daylight well away from the foundation at a minimum slope of 1/8 inch per foot to facilitate efficient removal of water, (1/4 inch per foot is desired). The river rock should be placed a minimum of 6 inches over the pipe for the full width of the trench. The top of the gravel should be covered with Mirafi 140 N filter fabric or equivalent, to minimize clogging of the river rock and perforated pipe by backfill material. To help prevent secondary damage that could be caused by slab movement, — the following construction techniques are additional recommendations for the foundation construction. SLAB ON GRADE CONSTRUCTION: 1. Where slabs-on-grade are chosen and the owners are willing to accept the risks associated with slab movement, the following recommendations should be followed: a.) Positive separations and/or isolation joints should be provided between slabs and all foundation walls, columns and utility lines. Isolation may be achieved with %2 inch isolation material or by sleeving. b.) Eliminate under slab plumbing where feasible. Where such plumbing is unavoidable, it should be pressure tested during construction to minimize leaks, which would result in wetting of the sub soils. c.) Place the slab directly on the undisturbed natural soils, or well compacted fill soil. Slabs should be reinforced with rebar, wire _ mesh or fiber mesh to help control crack separation. 2. Provide frequent scoring of the slabs to provide joints for controlled cracking of the slab. Control joints should placed to provide approximate slab areas of 150 square feet. The depth of sawed control joints should be ''A of the slab thickness. 3. Proper drainage away from the foundation walls should be provided. — A minimum slope of 12 inches in the first 10 feet out from the building is recommended. Roof downspouts and sill cocks should discharge into long concrete splash blocks (5 feet long) or into metal gutter extensions to deposit runoff water beyond the limits of the backfill soil near the foundation walls. The foundation and retaining walls should be well cured, damp proofed, and well braced prior to backfilling. 4. Steel reinforcement will be required in the footings and foundation wall. This will give the walls beam strength to span or bridge over — any loose or soft pockets of soil not found in our exploratory holes or that may develop during construction. This should also help prevent any differential movement of the foundation system. It is also recommended to provide lateral support to walls by the use of counterforts, as deemed necessary by foundation engineer. 5. The soils that will support the concrete slabs should be kept moist during construction by occasional sprinkling of water and especially a day or so prior to pouring of the slab. This procedure will help maintain the moisture content of the underlying soil. **Heavy watering or pooling of any kind next to the foundation or within the backfilled area is not recommended.** 6. A minimum void or clear space of 1'/2 inches should be provided at or near the bottom of all non-bearing partitions. In finished room areas, all drywall and paneling should be stopped approximately 1'h inches _ above the top of the slab. This will allow some space for upward movement of the slab before pressures are applied to the wall and upper levels of the structure. The builder should provide a '/2 inch space at the bottom of all doorjambs to allow for limited movement of the floor slab. The owner is hereby notified that it is their responsibility to maintain these void spaces. PRELIMINARY ENGINEERING ANALYSIS AND RECOMMENDATIONS: The preliminary recommendations presented in this report are based on the assumption that the site has variable soil conditions within the proposed site. As a result, we recommend that supplementary geotechnical engineering exploration should be performed for each of the proposed structures on this site. Supplemental geotechnical explorations will be used to confirm or modify the recommendations made in this report. — CONSTRUCTION DETAILS: In any soil investigation, it is necessary to assume that the subsurface soil conditions do not vary greatly from the conditions encountered in the field and laboratory testing. The accompanying design is presented using best professional judgment based on the limits of the extent of testing commissioned by the client. Our experience has been that at times, soil conditions do change and variations do occur. These may become first apparent at the time of excavation for the foundation system. If soils conditions are encountered which appear different from the test borings as presented in this report, it is recommended that this office be called to inspect the open excavation prior to placing the footings. This inspection is not part of the report. The foundation and retaining walls should be well cured and well braced prior to backfilling. DISCLAIMER: - THE PARTIES SPECIFICALLY AGREE THAT HIGH PLAINS ENGINEERING, INC. HAS NOT BEEN RETAINED NOR WILL THEY _ RENDER AN OPINION CONCERNING ANY ENVIRONMENTAL ISSUES, HAZARDOUS WASTE OR ANY OTHER KNOWN OR UNKNOWN CONDITIONS THAT MAY BE PRESENT ON SITE. :/•//// 0 ///' 1 //// //% 2 i// //�// 3 i/// Blowcounts 12/12 / / 4 _ ///' //// 5 / //// 6 //e 7 _ ^ /// SANDY CLAY (5C) ///' 8 /// _ Blowcounts 14/12 // 9 i ,/// 10 // /// 11 /// 12 _ \ / // 13 WATER TABLE v //7 14 //t /// 15 SOIL PROFILE HOLE #1 // 0 ///I 1 / / /// 2 %// /// 3 /// Blowcounts 12/12 j// 4 ///' /// 5 %/j 6 i// //// 7 _ ^ //% SANDY CLAY (SC) ///' 8 r// 5lowcounts 14/12 // 9 -//j 10 //% 11 _ //, 12 ///' ' / 13 14 • CLAY WITH LOW PLASTICITY (CL) 15 SOIL PROFILE HOLE #2 // o //' 1 /// 2 '/// /// 3 //1 Blowcounts 11/12 /'/ 4 ///' j// / 5 ///, /i 7 — /// SANDY CLAY (SC) ///' Blowcounts 10/12 //% g Q j/, /// 10 — //' 11 /// 12 '//� 13 // 14 /// 15 _ ._ SOIL PROFILE HOLE #3 // o /�/, 1///%/ � 2 SANDY CLAY (SC) 1/// j%/ 3 // Blain/counts 13/12 // 4 5 6 CLAY WITH LOW PLASTICITY (GL) 7 8 V //, Blowcounts 14/12 %e/ 9 — �%j10 — % 11 SANDY CLAY (SC) / //% 12 j 13 / %�, 14 i — /// 15 SOIL PROFILE HOLE #4 , /, 0 //, 1 //// 2 /// SANDY CLAY (5C) // 3 Blowcounts 11/12 /// 4 _ ///' // 5 6 7 CLAY WITH MEDIUM PLASTICITY (CL) 8 Blowcounte 13/12 9 / 10 /i 11 WELL GRADED GRAVEL (GW) j 12 WATER TABLE ' /' 13 14 CLAY WITH HIGH PLASITICITY (CH) 15 SOIL PROFILE HOLE #5 / /// 1 / // / 2 /// _ / ///' 3 //. 5lowcounts 11/12 //� 4 ///' SANDY CLAY (5C) V// i//, _ //' 6 j / // 5lowcounts 14/12 9 10 11 CLAY WITH MEDIUM PLASTICITY (CL) 12 13 14 15 SOIL PROFILE HOLE #6 //, 0 i%/' 1 //. 2 W // Q ,/// — //� 3 /// Blowcounts 4/12 //// 4 ///' SANDY CLAY (5C) WATER TABLE 0 j/1 5 /// 6 //t — ^ ,/// / _ %j/ a /// 9 _ / /// 10 //‘ 11 12 13 CLAY WITH HIGH PLASITICITY(CH) 14 si 15 50IL PROFILE HOLE #7 / / i 2 3 /// i //' Blowcounts 10/12 ///// 4 SANDY CLAY (SC) / 5 JO/ r / //. // i 7 - / / Slowcounts 12/12 " 9 910 POORLY GRADED SAND (SP) — / 11 12 13 CLAY WITH MEDIUM PLASTICITY (CL) 14 — 15 SOIL PROFILE HOLE #8 :AA/ 0 i%/ /� 1 /// j%� 2 SANDY CLAY (5C) ,/;// /// 3 Blowcounts 13/12 4 5 CLAY WITH MEDIUM PLASTICITY (CL) 6 7 8 ' Blowcounts 15/12 9 10 11 CLAY WITH HIGH PLASITICITY (CH) 12 13 14 . 15 SOIL PROFILE HOLE #9 / / ///� 1 ///// //2 2 /// ///' 3 SANDY CLAY (5C) //7 Blowcounts 11/12 j/� 4 ///. //% 5 /// ! 6 7 8 POORLY GRADED SAND (SP) Blowcount512/12 g 10 11 12 POORLY GRADED GRAVEL (GP) - WATER TABLE 13 14 15 50IL PROFILE HOLE #10 1 2 3 4 SANDY CLAY (SC) 5 IL 12 SANDY SILT (SM) 13 14 15 50IL PROFILE HOLE #11 0 2 _ 3 q SANDY CLAY (5C) 5 6 7 _ 8 _ 9 10 - 1 11 12 - POORLY GRADED SAND (SI') 13 14 15 SOIL PROFILE HOLE #12 1 2 3 4 SANDY CLAY (SC) 5 6 - 7 8 CLAY WITH MEDIUM PLASTICITY (CL) 9 10 11 12 SANDY SILT (5M) 13 / % 14 /// 15 SOIL PROFILE HOLE #13 0 1 2 3 4 5 6 7 - SANDY SILT (5M) 8 9. 10 11 12 13 14 15 SOIL PROFILE HOLE #14 0 1 2 3 4 5 6 7 - ^ SANDY SILT (5M) - 8 _ 9 10 11 12 13 14 15 SOIL PROFILE HOLE #15 1 2 3 SANDY CLAY (5C) 4 5 6 7 8 9 10 11 SANDY SILT (5M) 12 13 14 15 SOIL PROFILE HOLE #16 • ••• - High Plains Engineering !till 1�"'llwr 735 Denver Avenue • Fort Lupton CO 80621 Phone 303-857-9280 • Fax 303-857-9238 EXCAVATION DEPTH LIMITATIONS TABLE MAXIMUM DEPTH HOLE # OF EXCAVATION 1 11 FEET 2 N.A. 3 2 FEET 4 N.A. 5 10 FEET - ^ 6 N.A. _ 7 0 FEET 8 N.A. 9 N.A. 10 10 FEET 11 N.A. 12 N.A. 13 N.A. 14 N.A. 15 N.A. 16 N.A. A • le- ti,' ' :.. High Plains Engineering �, -.. i:stir, 736 Denver Avenue - Fort Lupton CO 80®21 Phone 303-867-9280 4 Fax 303-867-9238 10% _ 0% . . z 4% , O -14 0 2% , _ f * 0 O HI'J ��311II -2% /1 dd�s ..----->_-..N. — a -sx , • — -10% , - . 100 600 1000 20003000 10000 LOAD (PSF) • — 4 non .astic MEM 1.9 Sand CIa SC 1 9 non plastic 0.6 Sand Cla SC) • 02.2613 12/6/02 Triple G Feedyard Kent Section 20, Ti N, R66W of the 6th P.M. Weld County High Plains Engineering !skic4i----\\ -,.. 1:"111-, 736 Denver Avenue • Fort Lupton CO 8OO21 Phone 303-867-9280 • Fax 3O3-867-9238 — 10% . — 8% . 6% z 4% . 0 — c 2% _ . J Ht LI O Add go -2% -max z w O -6x , , Ili a -s% -10x . 100 600 1000 2000 3000 10000 LOAD(PSF) --- 2 4 non • ..tic 1.9 Sand Cla SC 2 9 non plastic -7 0.3 San• Cla (SC 02-2813 12/6/02 Triple G Feedyard Kent Section 20, T1N, R66W of the 6th P.M. Weld County High Plains Engineering - 4 v •1 r� 736 penar Avoriue • Fort Lupton CO 80©21 Phone 303-867-9280 • Fax 303-867-9238 12-A 10% - -_ , 8% - 6% = 4-% 0 p<.y-14 ap 2% J 0 0 0 Hz.° - 1 - . v7 -2% Added J -4% a -6% , W a -10% 100 600 1000 2000 3000 19000 LOAD(PSF) 3 4 non • ..tic - 0.5 Sand CIa SC 3 9 non plastic -:< 0.2-Sand CIa SC 02-2813 a}. 12/6/02 Triple G Feedyard Kent Section 20, Ti N, R66W of the 6th P.M. Weld Count High Plains Engineering "�.k.,I'.„'n`M 736 Denver Avenue • Fort Lupton C0 B0021 1 Phone 303-867-9280 • Fax 303-867-9238 12% - - - - - Sax . - , . . _ sx 8% - _ . . Z 4% , 0 44 0 2% t/zv , , y O ,4� �J� 3�'' z O 0 M -4% _ , F- z w -max . 100 600 1000 2000 3000 10000 LOAD(PSF) — — 4 4 32 18 1.0 CIa with Low Plastici (CL 4 9 non plastic —; . :. 0.1 Sand CIa SC 02-2813 • 12/6/02 Triple G Feedyard Kent Section 20, T1 N, R66W of the 6th P.M. Weld County High Plains Engineering gag 4,11149-0%. 735 Denver 303 Avenue857-82 • Fort Lupton 6 80021 `,� , Phone 303-867-9280 • Fax 303-867-9238 10% 8% 6% z 4% 0 t' y Pr p-th QO 2% O ta 0 Nt s=ue -2% Added • -`� N -4% z W -6% W — a -8% -10% 'IUO 600 1000 20003000 10000 LOAD(PSF) 5 4 non plastic 1.7 San. Cla SC 5 9 non plastic no swell to .ravel) Well Graded Gravel G 02-2813 12/6/02 Triple G Feedyard Kent Section 20,T1 N, R66W of the 6th P.M. Weld County High Plains Engineering E�al ': 80521 aim 4 " "yr�..y 736 Denver 303 Avenue 0 Fort Lupton 5 9238 Phone 303-867-9280 • Fax 303-867-9238 12% Sax 8% 6% z ax 0 G2% O �y 0 He -2x Aadcd -4% w -6% et — a -8% -lo% 100 600 1000 2000 3000 10000 LOAD(PSF) 6 4 non plastic 0.5 Sandy Clay(SC) 6 9 42 24 5.1 Clay with Medium Plasticity(CL) 02-2813 12/6/02 Triple G Feedyard Kent Section 20, T1 N, R66W of the 6th P.M. Weld County . High Plains Engineering 736 Denver Avenue • Fort Lupien CO 8OO21 Phone 303-867-9280 • Fax 303-867-9238 12% 10% s% ex z 4% . . 0 17- 0 2% Hz 0 - J O �4�de rn 0 � . 0 ~+�� _ U -2x _ N -4r% z w -6% cc a. -sx -10x 100 600 1000 2000 WOO 10000 LOAD(PSF) • — 7 4 non plastic 0.3 Sand CIa SC 7 9 non plastic -t 0.4 Sand CIa SC 02-2813 - . . . ..; ;: 12/6/02 Triple G Feedyard Kent Section 20, T1 N, R66W of the 6th P.M. Weld Count . High Plains Engineering �•.{ 11-41,,r,...u. Deriver ', sr Li s • Fort Lupton CO 8OO21 •ICSIi'41----\ Phone 303-867-9280 • Fax 303-867-9238 12% - - 1a% . . .. . _ ,. — 8% . C% . . . . z 4% . - O _ p 2% fog1r , . , � 1r eeT 2 W 0 v(?Tr, O • ^ -2x ,/ -4% z: T , z w (3 -6% — - c . . - .. , — -10% .. 100 600 1000 20005000 10000 LOAD(PSF) — — 8 4 non plastic t8 Sand Cla SC 8 9 non •astic -i;'. .•_ ,: too ,,ravels to test Poorl Graded Sand SP 02-2813 1216/02 Triple G Feedyard Kent Section 20, T1 N, RB6W of the 6th P.M. Weld County, CO High Plains Engineeringrec wig 735 Oenvar Avenue 0 Fort Lupton CO 8OO21 alEM Phone 303-867-9257-92 80 a Fax 303-857-9238 67-9239 1O% 8A O% 'Gkr4 Z 4% O 2% //7.0 y 4dd.d a _ O 3 -2% ML tu -6% W 4 - -1O% 100 600 1000 2000 3000 10000 LOAD(PSF) 9 4 38 21 2.3 - h =.sum 'lasts.• WINE= 9 9 41 14 2.1 -Cia with Hi•h Plastic CH ' 02-2813 12/6102 Triple G Feedyard Kent Section 20, TIN, R66W of the 6th P.M. Weld County le - . High Plains Engineeringit\ N ti. :eft....- 736 Darvtar Avenue, • Fort Lupton CO 800321 Phone 3O3-867-928O • Fax 303-867-9238 12A -- - - - I 19% _ 6% _ • 6% - z q.% . , , O — �ou� 0 9Eprtf CO a Z _ r _ . Z— O J -2% WMTEIj, — a) -4% AoCtify . . F z W 0 -6% , ce -8% _ , -- -1O% . — 100 600 1000 2000 3000 100000 LOAD(PSF) — 10 4 non . ::tic —. 1.9 Sand CIa SC 10 9 non plastic -.. too t ravell to test Poorl Graded Sand SP t1w ,.,..-iv,:- .,.;. :�:.. ,. ,x{ :4..,ya ti •r -1..,,,—.1, txs.•ri,; ;stiv.r"rr:r.�s.2 t.... ,;.+,(e' :+ 02-2813 •. . . ..,.,: .. .�.�'. . . .. ....... ....:.::-,:. a.... . .-: 12/6/02 Triple G Feedyard Kent Section 20, T1N, Rf36W of the 6th P.M. Weld Coun , CO IMO I I 1 I I I I I I I I I 1 I i 1 1 I I ) ) A® A® a Ito A® A® A® X15 A® a A® A® A® A® SITE PLAN / TRIPLE"G"FEED YARD NOT TONNE SECTION?O,T1N,WSW AO OF THE 6TH P.M. WELD COUNTY.COLORADO A® High Plains Engineering N. "rro 735 Denver Avenue • I oil. I-Lipton C0 1306? I Phone 303-857-9280 • I ax 303 [557-923/S DRILL 3/8"DIA HOLE IN TOP 2"X 4"STUD WALL BASE PLATE AND USE 60 PENNY SECURED FROM ABOVE NAILS AT ABOUT 3'-O"O.C.TO BY METAL STRAPS OR NAILING STABILIZE FRAME WALL DRIVE V2"DRYWALL NAILED LARGE NAIL INTO LOWER BASE TO STUDS,ONLY PLATE WALL BASEBOARD NAILED TO BASE PLATE,ONLY III 3 3"SPACE TO ALLOW FOR INDEPENDENT MOVEMENT OF THE FLOOR SLAB _ d CONCRETE SLAB FLOOR O"X NAILING STRIP TO HOLD BASEBOARD 2'X 4"BASE PLATE SECURED L IN PLACE WITH 5"CONCRETE NAILS OR RAMSET STUDS FLOATING WALL DETAIL NON-BEARING WALL ON CONCRETE FLOOR ,% . High Plains Engineering , A{�r1.- 735 Denver Avenue • I ort I upl on CO 80G2 Phone 303-857-9280 • 1-ax 303-857-9238 • " WELL SLOPED— 12" PER BRACE WALLS, TOP do 1OFT. MIN. BOTTOM PRIOR TO BACKFIWNG —DAMP PROOFING _ FOUNDATION WALL BACKFILL AREA RAFI 140N SLAB OR CRAWLSPACE LEVEL7 • EB FABRIC 'p 'L pip n� GL E� 7p y�GRADE • . AND EXTENDS ALONGU BOTTOM ALL �OF EXCAVATION TO A MINIMUM OF 6 INCHES ABOVE BOTTOM • • ::' OF PIPE ALONG EXTERIOR OF EXCAVATION 8" MINIMUM wpm OF CONCRETE FOOTER 3/4 TO 1-1/2 CLEAN RIVER ROCK 1 _ 4" DIA. PERFORATED A� PLASTIC PIPE ISM RECPOMMENDED' PVC PIPE _ Details of Peripheral Drain System (OUTSIDE) SLOPE TO DRAIN INTO SUITABLE OUTLET, 1/8" PER FOOT MINIMUM High Plains Engineering 1/2. 135 Denver Avenue • f on I upLon CO now? Phone 303-857 9280 • 1-ax 303 851 9231% - FOUND APQMf GRADING DETAJI 4' MIN. _ �I DECORATIVE GRAVEL — OR HARK AREA MAH y` II%.. 'Ni4ir ffir .r ;dF IJ id C,I'' �IIr�6lli•_li r.. • OWE POLY. TO oc1 FOUNDATION WAIL //METAL OR WOW WOE FOIMlOA710N WALL CE AT 11OT11*I O AALLOW FOR TIE •a • •• OF WATI'Jt •B MIL POLYETHYLENE SI a AWAY FROM FOUNDATION MTh 1. FIRSTT PROVIDE (FROM HOUSE (10%) - 2. DOWNSPOUTS AND O(TEN91ONS SHOULD EXTEND BEYOND fir CRAWL OR HARK AREA ` :.. High Plains Engineering ts- , �.{ i ttr"4 735 Denver Avenue • Fort Lupton CO 80821 Phone 303-857-9280 • Fax 303-857-9238 General Notes DRILLING&SAMPLING SYMBOLS SS: Split Spoon—1 3/8 1.D.,2"O.D.unless otherwise noted I-IS: Hollow Stein Auger ST: Thin-walled Tube-2"O.D.,unless otherwise noted PA: Power Auger RS: Ring Sampler—2.42"I.D.,3"O.D.unless otherwise noted IIA: Itand Auger DB: Diamond Bit Coring-4" N.B. RB: Rock Bit BS: Bulk Sampler or Auger Sample WB: Wash Boring The number of blows required to advance a standard 2-inch O.D.split spoon sampler(SS)the last 12 inches of the total 18—inch penetration with a I40-pond hammer falling 30 inches in considered the"Standard Penetration"of"N-Value. For 3"O.D.ring — samplers(RS)the penetration value is reported as the number of blows required to advance the sampler 12 inches using a 140 pound hammer falling 30 inches,reported as"blows per foot"and is not considered equivalent to the"Standard Penetration"of"N-Value". Water Level Measurement Symbols: WL: Water Level WS: While Sampling WCI: Water Cave In WD: While Drilling DCI: Dry Cave In BCR: Before Casing Removal — AR: After boring ACR: After Casing Removal Water levels indicated on the boring logs are the levels measured in the borings at the times indicated. Groundwater levels at other times and other locations across the site could vary. In pervious soils,the indicated levels may reflect the location of groundwater. In low permeability soils,the accurate determination of groundwater levels may not be possible with only short-term observations. Descriptive Soil Classification: Soil classification is based on the Unified Classification System. Coarse Grained Soils have more than 50%of their dry weight retained on a#200 sieve;their principal descriptors are:boulders,cobbles,gravel or sand. Fine — Grained Soils have less than 50%of their dry weight retained on a#200 sieve;they are principally described as clays if they are plastic,and silts if they are slightly plastic of non-plastic. Major constituents may he added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation,coarse-grained soils am defined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency. FIVE-GRAINED SOILS COARSE-GRAINED SOILS BEDROCK (RS) (SS) (RS) (SS) Relative (RS) (SS) Blows/Ft. Blows/Ft. Consistency Blows/Ft. Blows/Ft, Density Blows/Ft. Blows/Ft. Consistency — <3 <2 Very Soft 0-6 <3 Very Loose <30 <30 Weathered 3-4 2-3 Soft 7-I8 4-9 Loose 30-49 20-29 Finn 5-9 4-6 Medium Stiff 19-58 10-29 Medium Dense 50-89 30-49 Medium Hard 10-18 7-12 Stiff 59-98 30-49 Dense 90-119 50-79 Hard 19-42 13-26 Very Stiff >98 >49 Very Dense >119 >79 Very Hard — >42 >26 Hard RELATIVE PROPORTIONS OF SAND AND GRAVEL GRAIN SIZE TERMINOLOGY Descriptive Terms of Major Component Other Constituents Percent of Dry Weight pfSamale Particle Size Trace <IS Boulders Over 12 in.(300mm) With 15-29 Cobbles 12in.to 3 in.(300mm to 75mm) Modifier >30 Gravel 3 in.to q4 sieve(75mm to 4.75mm) Sand #4 to#200 sieve(4.75mm to 0.075mm) Silt of Clay Passing#200 sieve(0.075mm) RELATIVE PROPORTIONS OF FINES PLASTICITY DESCRIPTION Descriptive Terms of Other Constituents Percent of Dry Weight Term Plasticity Index Trace <5 Non-plastic 0 With 5-12 Low 1-15 Modifiers >12 Medium 15-25 High 30+ High Plains Engineering (.<;411 { lfa t 735 Denver Avenue • Fort Lupton CO 80821 Phone 303-857-9280 • Fax 303-857-9238 Report Terminology (Based on ASTM D653) Note: This is a list of general Geotechnical terminology. These terms mayor may not appear within any given High Plains Engineering,lac.documentation. Allowable Soil Bearing Capacity The recommended maximum contact stress developed at the interface of the foundation element and the supporting material. Alluvium Soil,the constituents of which have been transported in suspension by flowing water and subsequently deposited by sedimentation. Aggregate Base Course A layer of specified material placed on a subgrade or subbase usually beneath slabs or pavements. Bedrock A natural aggregate of mineral grains connected by strong and permanent cohesive forces. Usually requires drilling, wedging,blasting or other methods of extraordinary force for excavation. Bench A horizontal surface in a sloped deposit. Caisson A concrete foundation element cast in a circular excavation that may have an enlarged base. Sometimes referred to as a cast-in-place pier or drilled shaft. Coefficient of Friction A constant proportionality factor relating normal stress and the corresponding shear stress at which sliding starts between the two surfaces. Colluvium Soil,the constituents of which have been deposited chiefly by gravity such as the foot of a slope or cliff. Compaction The densification of a soil by means of mechanical manipulation. Concrete Slab-on-Grade A concrete surface layer cast directly upon a base,subbase or subgrade,and typically used as a floor system. Differential Movement Unequal settlement or heave between,or within, foundation elements of structure. Earth Pressure The pressure exerted by soil on any boundary such as a foundation wall. ESAL Equivalent Single Axle Load,a criteria used to convert traffic to a uniform standard. Equivalent Fluid A hypothetical fluid having a unit weight such that it will produce a pressure against a lateral support presumed to be equivalent to that produced by the actual soil. This simplified approach is valid only when deformation conditions are such that the pressure increases linearly with depth and the wall friction is neglected. Existing or Man-made Fill Materials deposited throughout the action of man prior to exploration of the site. Existing Grade The ground surface at the time of field exploration. Expansive Potential The potential of a soil to expand due to absorption of moisture. Finished Grade The final grade created as part of a project. Footing A portion of the foundation of a structure that transmits loads directly to the soil. Foundation The lower part a structure that transmits the loads to the soil or bedrock. Frost Depth The depth at which the ground becomes frozen. Grade Beam A foundation element or wall,typically constructed of reinforced concrete,used to span between other foundation elements such as drilled piers. Groundwater Subsurface water found in the zone of saturation of soils or within fractures in bedrock. Heave Upward movement. Lithologic The characteristics which describe the composition and texture of soil and rock by observation. Native Grade The naturally occurring ground surface. Native Soil Naturally occurring on-site soil. Optimum Moisture Content The water content at which a soil can be compacted to a maximum dry unit weight by a given compactive effort. Perched Water Groundwater. Scarify To mechanically loosed soil or break down existing soil structure. Settlement Downward movement of soil. Skin Friction or Side Shear The frictional resistance developed between soil and an element of the structure such as a drilled pier. Soil Sediments or other unconsolidated accumulations of solid particles produced by the physical and chemical disintegration of rocks,and which may or may not contain organic matter. Strain The change in length per unit of length in a given direction. Stress The force per unit area acting within a soil mass. Structural Fill Specified material placed and compacted to a specified density and/or moisture conditions under observations of a representative of a geotechnical engineer. Strip To remove from present location. Subbase A layer of specified material in a pavement system between the subgrade and base course. Subgrade The soil prepared and compacted to support a structure,slab or pavement system. High Plains Engineering (11risii\ �.x tor Denver Avenue • Fort Lupton CO 80021 Phone 303-857-9280 • Fax 303-857-9238 Laboratory Test Significance and Purpose Note: This list is for informational and general purposes only. California Bearing Ratio Used to evaluate the potential strength of subgrade soil,subbase and base course material,including recycled material for use in road and airfield pavements. Purpose:Pavement Thickness Design Consolidation Used to develop an estimate of both the rate and amount of both differential and total settlement of a structure. Purpose: Foundation Design. Direct Shear Used to determine the consolidated drained shear strength of soil or rock. Purpose: Bearing capacity, foundation design and slope stability. Dry Density Used to determine the in-place density of natural, inorganic fine soils. Purpose: Index property soil behavior. Expansion Used to measure the expansive potential of fme- grained soil and to provide a basis for swell potential. Purpose: Foundation and Slab Design. Gradation Used for quantitative determination of the distribution of particle sizes in soil. Purpose: Soil Classification. Liquid&Plastic Limit/Plasticity Index Used as an integral part of engineering classification systems to characterize the fine-grained fraction of soils,and to specify the fine-grained fraction of construction materials. Purpose: Soils Classification Permeability Used to determine the capacity of soil or rock to conduct a liquid or gas. Purpose: Groundwater Flow Analysis. pH Used to determine the degree of acidity or alkalinity of a soil. Purpose: Corrosion potential Resistivity Used to indicate the relative ability of a soil medium to carry electrical currents. Purpose: Corrosion potential. R-Value Used to evaluate the potential strength of subgrade soil,subbase and base course material, including recycled materials for use in road and airfield pavements. Purpose: Pavement thickness design. Soluble Sulphate Used to determine the quantitative amount of soluble sulfates within a soil mass. Purpose: Corrosion potential. Unconfined Compression Used to obtain the approximate compressive strength of soils that possess sufficient cohesion to permit testing in the unconfined state. Purpose: Bearing capacity analysis for foundations. Water Content Used to determine the quantitative amount of water in a soil mass. Purpose: Index property soil behavior. Hello