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HomeMy WebLinkAboutKSM - ENGINEERINGƒ , � . «, .. a! l z� } k,A Aso Orlando"+Phone 7% 589'0711 'r yr v i �.t�i: z¢^ ^s a U*C.� [.sFz �. , d u r'a.0 �F SP"¢^ 9 S.: e .4723 Progres Way 1 j ? f �y , C 1 t C �{ �, CrA # 5693k!A% i� £ �v3cClx P nT �i�Lt E i3+ 7 2 a1 S rt�S�aDford; FL327r71 5014 COMPACTION°REPORTk' `KSMengineenng ite; ;. 4�r'a'.sx'.CO .Y° r`CnONtREP.`R," c , +.- Dt3557andkA5M,D£2922 w-�j�e ;rl� r-.• +...�.j'iri 1 jG'i.� �- �'+-v {. ,C'F� 'r . `? D TETESTED v'*1January13,:2020^�: ,`- � KSMJOBp# 194057.-`1tl/MFf/J6..g ,t�._.�.�� r�"f�'��v�it' ,L,Lc '-'-`a "P MI # c $19100018� u ' ONTlIACTOR� - r A,J'L Duly ' t i'+-,., ram' T✓4ui a F -� {. - �`%JOB�'LOCAiION rt � 41 Idussttnai�sg A, peet � f .u{ fit. trrl-.� i 1 - C.'n 3"s rh' y!'hT!°r4r� •�C '.7.> t r s-- hs�.e ..a —�_ ` . t ZjITEM TE$TED �, tit Compacted Foundation Fill fora+IVletal Bullding :.;.z % mFESYrLOCATJON r . r"EP r PENS fMACDR�rP,ERCENT,' 1 y`OF SANfPLE _x"� READ.DENSt7 k P OGTOR V WE P G F") ��MPACTIOAAA e iN Eh "O v 2y�rss �50 99aw 3 c y2 �gaE . r f�,f': 98 U90 ! y i; t+tea 1,t1w . c3Center:6 ' r f r 11413' `}}°f fr961%r I WNW. ,I, _ 118Y6 i - T t99 7% IC ' 4 .. ' Sot Description jt 'II'R VY Cr t+, \-`;'Brown Sand�vith Base, i An P,Iace;MolSturfl r r.. 'n $r99EZ ti�7 �Optimu�,ltlloisture � L,i Max Dry Density 'P C F Locations Thee— �. Density"&{Penetromete�� Readmgslndicatethe`� r� q Degree of Co mp� on,Meetst' . L 1DisclEaimerc�Contractor�is'responsibe tamantam �` MmimumtRegwred� the tested, area ,in the condttton that IZSM forU nstaked�Foundatioo -� com .feted the radiated passed,compaction,test�3 'KSNs not responsible if the tested -area has fieen'! Jule EKeller�P E av' dakered from theapproved ins�ecxeslconditiort 71 ''"yZ`iC." _ ] ( t, iti.0 C) a S' •t?"• `' 1 PE#t683'66 1f14//2020 i _ � ProudlyrSeruing Ptorid�a since 1990; � q(©-001R Headquarters: 11345 U.S. Highway 1 Sebastian, FL. 32958 Orlando: 723 Progress Way Sanford, FL. 32771 October 15, 2019 01 I' ENGINEERING i1171 %% AND TESTING J. L. Dial LLS Development Co. Inc. 4804 Paleo Pines Circle Ft. Pierce, FL 34951 Re: Wallaby's Fab 3414 Industrial 33ro Street Ft. Pierce, Florida KSM Project #: 194057-b Dear Mr. Dial: SCANNED St 4uCie0oUnty Mailing: P.O. Box 78-1377 Sebastian, FL. 32978 Phone: 772-589-0712 C.A. # 5693 KSMengineering.net RECEIVED ' OCT S-2 2019 PCratW I@ €@URW nt , As requested, KSM Engineering & Testing has performed a subsurface investigation at the referenced site. Presentation of the data gathered during the investigation, together with our geotechnical related opinions, are included in this report. A. Site Description: At the time of drilling, the site was fairly flat with existing asphalt and concrete surfaces. B. Project Description: A one-story metal commercial building addition is planned to be constructed on the site. Loads from the structure will be transferred to the ground by conventional shallow footings. We estimate the maximum loads will be less than 1,500 pounds per linear foot along the wall foundation. Some additional site fill will be required to reach the desired grades. FILE COPY Proudly Serving Florida since 1990 11345 .S. Hig Ira L ff ENGINEERING 11345 U.S. Highway 1 Sebastian, FL.32958 Orlando: i1171IIIVA AND TESTING 723 Progress Way Sanford, FL. 32771 3414 Industrial 33rd Street Ft. Pierce, Florida -2- C. The scope of our study consisted of the following: Mailing: P.O. Box 78-1377 Sebastian, FL. 32978 Phone:772-589-0712 C.A. # 5693 KSMengineering.net October 15, 2019 1. Performed Standard Penetration Test Borings in the proposed construction area to estimate the subsoil relative density. 2. Measured the groundwater level at each boring. 3. Evaluated the existing soil conditions with respect to the proposed construction and provided recommendations for site preparation and foundation design. 4. Prepared this report to document our findings. D. Site Investigation: The site investigation program consisted of performing two (2) Standard Penetration Test borings (SPT), in the proposed construction area. The SPT borings were terminated at depths of 10 to 20 feet below grade. The locations of the borings are indicated on the attached boring logs. The SPT borings were completed in accordance with procedures described in ASTM D-1586. A standard 1.5 inch I.D., 2 inch O.D. split -spoon sampler is driven into the soil by successive blows of a 140 pound hammer freely falling 30 inches. The number of blows required to drive the sampler 1 foot, after seating 6 in., is designated the Penetration Resistance, or "N" value. At regular intervals the sampler is extracted from the ground and opened to allow visual examination and classification of the retained soil sample. Also, the groundwater table was allowed to stabilize and the depth of the groundwater elevation recorded from existing grade. The records of the soils encountered, the penetration resistances and groundwater level are shown on the attached logs. Proudly Serving Florida since 1990 Headquarters: U 11345 U.S. Highway 1P C Ik 9 ENGINEERING Sebastian, FL.32958 Orlando: 171IIII %% AND TESTING 723 Progress Way Sanford, FL. 32771 3414 Industrial 33ro Street Ft. Pierce, Florida -3- E. Engineering Evaluation and Conclusions: Mailing: P.O. Box 78-1377 Sebastian, FL. 32978 Phone: 772-589-0712 C.A. # 5693 KSMengineering.net October 15, 2019 Based on the information obtained from this site investigation, we are pleased to offer the following evaluation: The boring logs indicate the subsurface soils consist mostly of fine-grained sand and some clayed sand. "N" values recorded during the boring operation indicate the soil density is generally loose to medium dense. Please refer to the soil boring logs for specific information relative to the soil description. Based on the existing soil conditions, the proposed structure can be supported on a shallow foundation system provided that the site is properly prepared. The following sections provide recommendations for the site preparation and foundation design. F. Site Preparation: The proposed building area and areas to be paved, plus a minimum margin of five feet beyond the proposed construction shall be stripped and grubbed of surface debris, including and vegetation, roots or organic matter. The existing asphalt and concrete surfaces shall be removed entirely from the construction area. The building area should be graded level and proofrolled. Any soft yielding areas shall be excavated and replaced with clean compacted fill. Sufficient passes should be made during compaction operations to produce a density no less than 95 percent of its modified dry Proctor value (ASTM D 1557) to a depth of two feet. After the exposed surface has been proofrolled, the building and pavement areas may be filled to the desired grades. The fill material shall consist of clean granular sand containing less than 10% material passing the U.S. Standard No. 200 mesh sieve. Place structural fill in loose layers of 12 inches in thickness and compact each lift to at least 95 percent of its modified dry Proctor value. After excavating for the footings, the disturbed footing subgrade should be recompacted to 95 percent (minimum) of its modified dry Proctor value. This can be best achieved by making several passes with a relatively light -weight walk -behind vibratory sled or roller. Proudly Serving Florida since 1990 Headquarters: 1345 U.S. Highway 1 l a IL is ENGINEERING- Miling: P.O. Box 8a1377 Sebastian, FL. 32958 Orlando: OWL AND TESTING Phone:t 772 589 0712 723 Progress Way C.A. # 5693 Sanford, FL. 32771 KSMengineering.net 3414 Industrial 33rd Street -4- October 15, 2019 Ft. Pierce, Florida Please note care should be taken not to undermine the existing footer as part of the compaction process. Also due to proximity of the existing building, we do not recommend large vibratory equipment be used. G. Foundation: Provided that our recommendations for site preparation are followed, the proposed structure may be supported on conventional concrete, steel reinforced footings designed for an allowable soil bearing pressure of 2,500 pounds per square foot, or less. With the foundation properly designed and the site properly prepared, we anticipate total settlements less than % of an inch and differential settlement of less than % of an inch. The majority of the settlement should occur during construction. H. Floor Slabs: A conventional slab -on -grade can be used in the "at grade" portion of the building. We recommend the disturbed subgrade below the floor slab be re -compacted to 95 percent of the modified Proctor maximum dry density (ASTM D 1557) prior to placement of the concrete. An estimated modulus of subgrade reaction of 150 pounds per cubic inch (pci) can be used for design of the slab -on -grade. We recommend that expansion or control joints be incorporated between the floor slab and column or wall footings. Control joints should also be incorporated in the slab at frequent intervals to control shrinkage cracks. A moisture barrier is recommended beneath the floor slab to prevent moisture migration from the underlying soil resulting in dampness of the slab. Proudly Serving Florida since 1990 Headquarters. 11345 U.S. Highway 1 Sebastian, FL. 32958 Orlando: 723 Progress Way Sanford, FL. 32771 i �L11117j�/li 3414 Industrial 331d Street -5- Ft. Pierce, Florida I. Closure: ENGINEERING AND TESTING Mailing: P.O. Box 78-1377 Sebastian, FL. 32978 Phone: 772-589-0712 C.A. # 5693 KSMengineering.net October 15, 2019 This report has been prepared in accordance with generally accepted soil and foundation engineering practices based on the results of the test borings and the assumed loading conditions. No warranties, either expressed or implied, are intended or made. This report does not reflect any variations which may occur between the borings. If variations appear evident during the course of construction, it would be necessary to re-evaluate the recommendations of this project.. Environmental conditions, wetland delineation, water quality, and municipal requirements are not a part of this report. We are E-mail to: dcs.dial@gmail.com nce to you on this phase of your project. When we may be of you have any questions, please feel free to contact us. Proudly Serving Florida since 1990 Keller Schleicher & MacWilliai ., lineering&Testing BORING NUMBER B-1 KSM tiian7FL.332958 77 PAGE 1 OF 1 Seba Telephone: 772-589-0712 Fax: 772-589-6469 CLIENT J.L. Dial PROJECT NAME Wallaby Fab, 3414 Industrial 33rd Street PROJECT NUMBER 194057-b PROJECTLOCATION Ft. Pierce, Florida DATE STARTED 10/14/19 COMPLETED 10/14/19 GROUND ELEVATION HOLE SIZE inches DRILLING CONTRACTOR GROUND WATER LEVELS: DRILLING METHOD Split Spoon Sample EAT TIME OF DRILLING 3.75 ft LOGGED BY MS/BB CHECKED BY JEK AT END OF DRILLING — NOTES See Attatched Location Plan AFTER DRILLING — w e Z tt ♦ SPT N VALUE O rr > rn w w 5 20 40 60 80 a c O MATERIAL w � a p Q a w N z a PL ��L wov Q DESCRIPTION n0 -� O- M0 U" }" 20 40 60 80 ❑ FINES CONTENT (%) ❑ c7 oQi z W O ? o p 0 20 40 60 80 Asphalt (0%2") Light Brown Sand Slightly Cloyed `::.:•. Gray Sand SS ' Dark Brown Sand with Traces of Hard Pan 7.8.8 :.:... SS (16) .... ......: ..................:....... Brown Sand 5 ...:..• SS 3 3 3 Light Brown Sand, Slightly Clayed (6) ....:.......:.......:.......:....... SS 4-5-5 .. .. .. .. .: (10) ....:.......:......:.......:....... 10 Light Brown Sand SS 5-4-3 m .:..;. N (7) ....:.......:.......:.......:....... Y .•;:::;•. .. ;;:. SS 4 3-4 .. .... .. _.;.,. SS 3-3-2 15 c SS 2-3-2 m y..................... SS 2_2.2 .. .. :...... ......: (4) ..... ........ ....... :....... . :: ..:.. SS . 20 (7) w Bottom of borehole at 20.0 feet. s N N i� O+ N 'a m g m ❑ r m z N F O J 6 2 m 2 U W F O w m Keller Schleicher&MacWilliarv._. �lineering&Testing .' BORING NUMBER B-2 KSM PAGE 1 OF 1 Sebastitian, FL.332958 Telephone: 772-589-0712 Fax: 772-589-6469 CLIENT J.L. Dial PROJECT NAME Wallaby Fab, 3414 Industrial 33rd Street PROJECT NUMBER 194057-b PROJECT LOCATION Ft. Pierce, Florida DATE STARTED 10/14/19 COMPLETED 10/14/19 GROUND ELEVATION HOLE SIZE inches DRILLING CONTRACTOR GROUNDWATER LEVELS: DRILLING METHOD Split Spoon Sample 7-AT TIME OF DRILLING 3.67 ft LOGGED BY MS/BB CHECKED BY JEK AT END OF DRILLING - NOTES See Attached Location Plan - AFTER DRILLING — W o �• ♦ SPT N VALUE U W > row w 5 20 40 60 80 � � a (L MATERIAL DESCRIPTION W w Lu > O z D a. w W t= a PL MC LL w 0 C7 0�¢ z �" I • I p (7 o--� z O� oa0> U? Y" 20 40 60 80 y K a o ❑ FINES CONTENT (%) ❑ 0 20 40 60 80 .•: Asphalt (0"-2") Light Brown Sand, Slightly Clayed ...... Gray Sand SS 11-8-9 :............... :....... ...; (17)....... .. 1: $Z Dark Brown Sand with Traces of Hard Pan 8.7_g ......:.......:.......:............... :.:... SS (15) ...........:.......:.......:....... Brown Sand 5 ...... SS 4-3-4 Light Brown Sand, Slightly Clayed (7) ••••••••• ••••••••• 4-5-610Light USSSS Brown Sand 5(5-4 9 .......:.......:.......:..... .. .... ... 0 g Bottom of borehole at 10.0 feet. rc W rc W V) Y W U O O W N W LL N Y WK _ K W N Y m Ci m a 0 o; 5 N 07 F N F Z U V1 F O a x m x U W F O w x 24.1 289.50' 10.06' --x—x-x- HELL TO BE ABANDONED 24,8 85.5' x 25.04 x 25,11 B-2 24,36x 1' 20.85' 1'�\25,42 4,;arVrdY PROPOSED of I 1 STORY METAL ' ZI BUILDING FIFE = 25.524.17x 4.17 x o I x 25.30 x 24.34 I �I ,err. B-1 �I ?4.? 85.5-2n_9tY 1 hr—ax;M ?2.87 2 97 LOADING AREA °J ASPHALT FILINGS 1 4" PLASTIC PIPE 21.78 2 24 I N V 6' METAi 5 >rzrb 0191% af'l�a/ 33rd AL S�• 9 x 'R POS D I R ING A EA m x o I x I x I � o x LLS Development Co„Inc. 4804 Palen Pines Circle Ft. Pierce, FI 3495} _L L. 'ptQI 6' META x — x_ FND % " NO IC 24.Ox � 00 w b 0 I2" IF )ID - LOCATION OF TESTS PROJECT: Wallaby's Fab, 3414Industrial 33rd Street, Ft. Pierce, Florida SHEET OF 1 ' ' C� Sk t ENGINEERING DRAWN NBY:ED J.L. PERMIT #: PROJECT#: 194056•b ��i� AND TESTING SDATE: 20191 CALE: NONE015