The URL can be used to link to this page

Home My WebLink AboutSoil Subsurface InvestigationK S M KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 C.A.: 5693 P.E.: 37293 S. 860 MELBOURNE (321768-8488 FAX (561) 845-8876 ST. LUCIE.(772) 229-9093 FAX (772) 589-6469 September 2, 20.05 Matt Taylor Donadio and Associates, Architects, P.A. 609 17th Street Vero Beach, Florida 32960 Re: Lots 1 to 5 Ocean Palms Project S.R. A1A St. Lucie County, Florida KSM'508028 Gentlemen: As requested, KSM Engineering & Testing has performed a subsurface investigation at the referenced site.. We also reviewed our .previous soils report, dated May 20, 2002. We have included copies of these test borings in our new soils report. Presentation of the - data gathered during the investigation, together with our geotechnical related opinions, are included in this report. A. Project Description: Two Oceanfront Residential Buildings and a Clubhouse are planned to be constructed seaward of the State Coastal Construction Control Line (CCCL). The structure will be required to be supported on piles. The site had thick vegetation and therefore we were limited to the cleared areas on the site. B. The scope of our study consisted of the following: 1. Reviewed our May 2002 Soil Report performed on the site. 2. Performed an additional CPT boring on the site. - 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. KSM KELLER, SGHLEICHER & MacWiLLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 pp. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7446 C.A.: 5693 P.E.: 37293 S.I.; 860 MELBOURNE (321) 768-8488 FAX (561) 845-8876 ST. LUCIE (772) 229-9093 FAX (772) 589-6469 Ocean Palms Project -2- September 2, 2005 C. Site Investigation: The site investigation program consisted of performing three (3) Standard penetration test borings and one (1) CPT Sounding on the site. The borings were terminated at depths ranging - from 20 to 47 feet below grade. The location 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 failing 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. D. Engineering Evaluation'And Conclusions: Based on the information obtained from this site investigation we are pleased to offer the following evaluation: The subsurface conditions beneath the planned structure area consist mostly of fine to medium grained sand including shell fragments. 'N' values recorded during the investigation indicates the soil density ranges from loose to very dense. These soils are considered satisfactory for the proposed project. Please refer to the soil boring logs for specific information relative to the soil description, KSM KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (661) 845-7446 C.A.: 5093 RE.: 37293 S. 860 MELBOURNE (321) 768-8488 FAX (561) 845-8876 ST. LUCIE (772) 229-9093 FAX (772) 589-6469 Ocean Palms Project -3- September 2, 2005 E. 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 vegetation, roots and organic matter. Stumps shall be removed entirely. 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 the 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. Additional fill material shall consist of clear' granular sand containing less than 6% material passing the U.S. Standard No. 200 mesh sieve. The contractor should review the Department of Environmental Protection's permit to ensure there fill requirement is satisfied. Structural fill should be placed in uniform loose layers of 16 inches in' thickness and compacted to at least 95 percent of its Modified proctor value (ASTM D 1557). 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. We recommend field density tests be performed at appropriate times during the earth work operations in order to verify that the site has been properly constructed. F. Pile Foundation: Based on our experience with structures seaward. of the CCCL, it has been our experience that auger cast piles can be placed more economically than driven pre- stressed concrete pilings. We recommend using 16 inch minimum diameter auger cast -in -place piles (steel reinforced to resist the anticipated forces). These piles shall be installed .at least 35 feet below the scour Line. This design. would provide a bearing capacity of. 80 kips, an allowable uplift capacity of 40 kips, and a safe lateral load of 6.0 Dips for the soil resistance for each pile. If group piles are used, then an efficiency factor shall be used to design the piling. An allowable bearing capacity of 2,000 psf may be used for any structure not required to be supported on pilings. KSM KELLER," SCHLEICH-ER & MaCWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 PO. BOX 78-1377, SEBASMAN, FL 32975-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 C.A.: 6693 RE.: 37293 S.I.: 860 MELBOURNE (321) 768-8488 FAX (561) 845-8876 ST. WCIE (772) 229-9093 FAX (772) 589-6469 Ocean Palms Project 4- September 2, 2005 G. Pile Load Test At least one non -production pile shall be tested in accordance to ASTM D1143 to confirm the design pile depth and capacity. H. Closure: This report has been prepared in accordance with generally accepted soil and foundation engineering practices based on the results of the borings and the assumed loading conditions. ' 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. We are pleased to be of assistance to you on this phase of your project. When we may be of further service to you or should you. have any questions, please feel free to call. J ■ONOMc 111lIIIIIIIIlIIIIl1lIIlti ■M■■M■0 IIIIIIIIIIIIIIIIIIIIIAs MMN■■■■a 11111111"PIR W-111111 mmm ..ntt11111111111I1ii11l1 MONO fi-i IIIlilllllll111I111 ■■■O■M�� Illlin':!Ii111I11I1I11111 , O■OO■C0■ IIII111101170'011111111 ■■■■■■`■ IIIIIIIIIIIIIIIIIAIIIIII NONE i■■a 1111111111111111 1111111 ■■■■■��i IIIIlIll11I11lII1M�l11i11 ■■M■CeMM 11IIIIIIIIIIIIIIIIIN 11 ■■■■■r'-i■ IIIIIIIIIIIIIIIIIIIIIIEl11 NO■■■G".' ew lllllllllllllllllllN!:�II ■■O■MM■►: IIIIIIIIIIIIIINNII111I1 ■■MMM■iA Il1I!lIIIIi:U1111I111I111 1101111110011 , 111111I11!l911111111111l1 , MONO ■■ia 111111111U:i111111I11111! ■■■■■■we = 111111111l111111111111!!1 ■■■■■■■�■ IIIIIIIlii1lIIIIIIl1Il111 M■■■MMC■ 111i11111II11��..l1111111 ■■■■MM■ 7 1111111WHII IIIIIIIIII M■■w0 : ew 111111111069"W RP 111111 ■■■■a 111111111111111!!!:9IIIII ■■■■ENIIIIIIIII!l1IIIIIIIIIIII M■■■■■�'� , 1111111192 111111! 11111 , ■■■■MMr i 1l1II1111110100IIIIIIII M■■MMMLI■ 1111111111IIIIIIIIIIIl11 MM■MMMil IIIIIIIIIIIIIIHNIIIIIII ■■■■M■c■ 111111111111111101111111 M■■O■■1111111111111111i::!!!1! ■■■ONMM7 Hill111111111 ■■■MMMIRRI II UK 101111111 M■OMO■■k� 111111IIIIIN112211111111 ■■MM■MIIIIIIHANIIIIIIIIIII111 ■■■■■■Mv , 111111111i111111111I11111 , 11 f 1111 1 t L L ### 9 9 £ 9'10L Z'Z zL L 9 9'OL L'L ZL OL 9 VOL 91 9E £Z 9L VOL 9'0 OLL 09 99 OL £'0 OOZ 90L OOL 916 Z'O O9z 09L Otr 6 9'6 L'O OOZ 90L 00 L 4.6 £'a ooz 5O L OOL Z'6 tr'0 09L COL 08 6 97 OOL 09 09 8'9 91 VL Ztr 'LE 9'9 6'0 OL Otr SE tr'9 8'O 99 Lb ESP Z'9 Wo OL Et, 9£ B L'L tr9 £tr Z£ 91L 9'£ Otr 9Z OZ 9'L 97 trZ 9L ZL FL S'L 9Z $L £L Z'L 97 trZ 9L ZL L' 9'0 OL d 9£ 9'9 ### O9 • 09 Otr 9.9 6'0 OtrL 09 OL b'9 03 0£L 9L 99 Z'9 6'0 ObL OS OL 9 6.0 Otr L 09 OL 9.9- TO 09L 96 09 •9'9 Z'L 09L 06 09 tr19 910 O9L 06 08 Z'9 6'0 OtrL 09 OL S L'L 08 09 Otr 91? £' L OOL 09 09 917 610• on 09 0L tr'tr L'O OOZ SO OOL Z'tr tr'O 09L OUL 08 tr tr'tr 09 9£ 0£ 9'£ £'L 09 ZE 9Z We 9'0 09L OOL 09 tr'£ 61 ObL 08 OL Z'£ 910 09L 06 09 £ 6'0 OK 09 OL 97 L' L 09 D Otr 9'Z Cl 09 Lb Otr tr'Z Z' L 09 9tr at, Z'Z 9'0 00 L 09 09 Z L' L 09 9tr Otr 9'L 9'0 09 9ti Otr 9' L L' L at, 9Z OZ tr'L £'O OU 90L 96 Z' L 9' L fie Lb Zb L 6.0 OL at, 9£ 9'0 L'O 06 09 Sb 9'0 910 OtrL 09 OL tr'O L-0 09L 96 06 . Z'O £Ltr'0 09L O9 sislew Z{d ob S+d d Luda(l Mau z;o I aBed Bugslx3 IdO 69 6z ON R0f` saima aunQ u0aop go-Bny-CZ alacl Bu11619l Pue 6uP99ulBu3 WSN ££se-1,61. (w) xva IT6L;606-009 0916-091, (ZLL) 9t,60£ VOMOT, `amima 11103 lamus (MEE wmsiicwl tics£ D.ZZ Maio Plald UORenal3 u01Je00-1 13a(O1d }uallo Direetee, LLC 3504 INDUSTRIAL 33RD STREET FORT PIERCE, ftORIDA 34946 (772) 460-9180 800-909-7911 FAX (772) 461-8880 Client KSM Engineering and Testing Date 23-Aug-05 Project Ocean Dune Estates Job No - 2159 Location CPT T"' .WE_5T S 11>;. a % 1_0-rS -` a Elevation Existing Page 2 of 2 Field Crew DEW Rig # 4 Depth P P+S qc FR Meters 3 5 6 4.4 11.2 13 15 26 4.1 11.4 20 28 40 2.0 11.6 20 26 40 2.6 11.8 35 43 70 1.9 12 100 110 200 0.3 12.2 140 145 280 0.2 12.4 120 125 240 0.5 12.6 70 80 140 .0.9 12.8 110 120 .220 0.9 13 160 175 320 0.2 13.2 140 145 280 0.2 13.4 130 .135 250 1.0 13.6 100 120 200 0.3 13.5 110 115 220 0.6 14 120 130 240 0.6 14.2 110 120 220 14.4 4 111111111111NIN11111111 ,■■■■■■■ �Illllil111l111!lnllllll ■■■■!!■■■ 110111111111111111111111 ■Mv�■M■ 111Lg1111111111111111111 ■■► MMES■ 11111102*11!!1111111111 , ■�i■■■■■ ' 1111111111101111i1111 . CHESS■■■M Ir111111111i1111E11,IN:it L�■■■■■■■ 1!l1111l1i11llRiiiil::!�! �'■■■■■■■ 11l1111l111l11!!l11i1l1!! I�■■■■■■■ . !!1l11111111!lill!!1lIr11 ►`.!■■■■■■ 1111111111111111111i1��11 `�■■■■■■■ 111111111111111111l1NIa !!■■■■■■■ 111l11111111l11111111f111 ■■■■■■■■ 111l111111111111111111111 ■■■■■■■■ !l111111111l1l1111111111 , ■■■■MOSS !lilllllllll1111l1111lII ■■■■■E■■ 1111l111 11!!illlii1111i1 ■■■■■■■■ 1i1!l11�lIIlilililll1111 ■■■MME■■ 1111111N1111111111111111 = ■M■■ME■■ 111111111111l111l11!!l111 ■■M■M■E■ 1111111f11111i11111111111 ■■■■■■■■ !11!!11!!l1i1!l1111111111 ■■■SS■■■ 111l1111111111111111111l1 ■■■■■■■■ 1111l1l111111111111i11111 ■■■■■■■■ 111111111111111111111111! , , ■■■■■■■■ 1111111111111111111111111 ■■■■■■■■ 111l1i1l1111111l111i11111 ■■■�■■■■ 1111l11�111111111lillll! SOME■■■■ 11#1111 1111111111 11l11! ■■■■■■■■ 111111111111111111Ni1111 ■M■■MM■■ 111111111111111111110111 MM■MM■SE 1111l1111111il111111l111 ■ME■EEE■ 11111111111l111111111111 MOMOMSE■ 111111111111111111110111 ■M■■■E■E 111NI111N11l1111111N11 , ■■■■■■■■ KSM KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78-1377, SEBASTIAN,, FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 MELBOURNE (321) 768-8488 FAX (561) 845-8876 C.A.: 5693 P.E.: 37293 S.I.: 860 ST. LUCIE (772) 229-90W FAX (772) 589-6469 Date of Boring: Location: Depth in Ft. May -16, 2002 Lots 1 - 5, North Hutchinson Island St. Lucie County, Florida B-1, East Section of Lot I Blows/ SPT-N Description of Soil 6 in. Value -0- Grayish Tan Sand -------------------------------- 4-5-6--------- 9------- -2- Tan Sand -------------------------------- 6-6-7--------12------- -4- Tan Sand w/Shell 6-7-6 12 - 6- 8-8-10 16 8- -------------------------------- 8-7-7-------- 14------- -10- Tan Sand w/Lots of Shell 10-10-11 20 -12- 10-15-10 20 -14- 9-7-8 15 -16- 10-12-14 22 -18- ---------------------------------20-21-24-----41------- -20- -----Light Tan Sand ----------------------------------- Water Table: 110" below existing surface Job * KSM 22275-1B K-Sm KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 C.A.: 5693 PE.: 37293 S.I.: 860 MELBOURNE (321 768-8488 FAX (561) 845-8876 ST. LUCIE (772) 229-9093 FAX (772) 589-6469 Date of Boring: May 16, 2002 Location: Lots .l - 5, North Hutchinson Island St. Lucie County, Florida B-2, East Section of Lot 2 Depth Blows/ SPT-N in Ft. Description of Soil 6 in. Value 0- Tan Sand -2- 5-5-5 1.0 -4- ................................. 4-5-6--------- 9------ -6- Tan. Sand. w/Shell 6-9-12 15 -8- 7-7-7 14 -10- -------------------------------=--6-8-12 ------- 14------ -12- Tan Sand w/Lots of Shell. . 13-13-11 24 -14- -16- -18- ------------------------------ 20-25-20----�-40------- -20- Light Fine Tan Sand -22- -24- 13-14-13 26 --26- -28- -------------------------------20-20-20-----40-------- Fine Grayish Tan Sand --30- -32-- -------------------------------- 3-2-3--------- 5------- Slightly Clayed Gray Sand -34-' w/Shell -36- Fine.Gray Sand w/Shell 38-58-73 86 -38------------------------------------------------------- Job # KSM 22275-2B AaAl KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 8488 PALM BEACH (561.) 845-7445 C.A.: 5693 RE.- 37293 S.I.: 860 MELBOUR IE (77 ) 229-9093 FAX (�a fft''TBoring: May 16, 2002 ST.LUAX(772)589-6469 FAX (772) 589-6469 Location: Lots 1 - 5, North Hutchinson Island St. Lucie County, Florida B-3, Off A1A at the West End of Lot 4 Depth Blows/ SPT-N in Ft. Description of Soil 6 in. Value -0- Tan.Sand 2-3-2 4 -2- 4-4-4 8 4-5-4 8 -6-------------------------------- 5-7-10------- 12----- 1 -8- Tan Sand w/Shell -------------------------------- 10-7-7------- 14=---- -10- Tan Sand w/Lots of Shell 6-7-8 13 -12- 10-11-12 21 _14- -16- -18- ---------------------------------24-25-24-----49------- -20- Light Fine Tan Sand -22- -24- 10-14-26 24 -26- --28- 31-34-44 65 -30- -32- -34- ------------------------------------------------------ Slightly Clayed Gray -36- Sand w/Shell 6-6-11 12 - ------------------------- Fine Gray Sand w/Shell 44-66-80 125 -40-------------------------------------------------------- Job # KSM 22275-3B W—P, �1`4 ".M., 0' P R 4" ,0P R rp R""Kli .1", �ir�2- f A, w Qf "' Op ---- ......... of — A JIM q� A"M" 4 FIW W % f� "I W tz f t it f 4 J k q r'l '7 1'�f 4 ty V 4., r"- 7. y urvey,;o Soll"s •r.�l �'(� d a f � r 7 �� r �, .�� j {t ea -st i'n.,"Q p with vatian onse er Ite, W" of Ap I st a ien "tea a A&OYF 0 mf te Vq, of t a ,�Or n vem -le 6 ty ri 'c ,.,f: AEricuiLul M'; e6fkru -ana D ;.,tb �'*, � I I A. c. -, - --"M F1 ij�a'e —, J. TABLE 17.--SOIL AND -WATER FEATURES --Continued ,�..I miah „afar tahle . Cemen Soil name and !Hydro -I map symbol 11ogicl. Frequency I Duration IMonths i grou -1---T 11 19---------------- 1 B: SNone-------- I --- ! --- Jonathan ! i I ----------- I A/D I.None-------- ! --- i --- Kal•iga I t I 21----------------'! B/D 1 lNone -------- I--- Lawnwood 1 1 ! I 22*: Lewnwood---------- -i B/D ;None -------- 1 --- -- Urban land. I 23------- ---------! B/D, !None -------- I --- ' --- Malabar 1 ! 1 - 1 24 ---------------- I A/D ' I INone--------1 --- I I --- Myakka• 25---- ------------ 1 B/D (None- ------- I --- i --- Ne•ttles . i 26----------------! B/D ! !None -------- i --- } --- Oldsmar . I , I ! 2---------------1 A jNone--------- 1 --- i --- Palm Beach i 28----------------! I A ,None--------_ I --- I --- Paola 29--- -------------i C {Hone--------! --- ! --- Pendarvis ! I ! ! 300: Pendarvis-------- 1 C INone-------- I --- ! --- I' Urban land. 31---------------- I C/D !None--------; --- --- Pepper% ! 32---------------- i-B/D IRare--^-----i --- ! --- Pined.a ! I I 1 Pits 34--- ------------- 1 A/D lNohe--------! --- ! --- Pompano ! I ! I I Depth ! Kind jMonths' Irepthl Hardness!InitialITotal!Uncoated I- I I !Concrete I steel I n. ! n In 1 , 13.0-;5.OiApparentSJun-Octi5O-75!Rippablel --- I—- ILow------ iHigh. 1 +2-0 SAPparent1Jun-Aprl --- I --- 1 16-20 124-45!High ----- iHigh. I i - ••i i i I ! 1 ! i 0-1.01Perched 'IJun-Oet;20�30',Rippablel --- I --- (High ----- !High. I 0-1.01Perched IJun-Oct120-301Rippable! --- I --- Nigh ----- (High. I I I I' 1. 1 ! 1 1 I !. i 1 It ! 1 1 I 0-1.0;Apparent;Jun-Novi --- ! --- !. --- ! --- 1 ! 1High-----1Low. I -0-1.OSApparentlJun-Feb; --- ! --- I - I --- !High ----- !High. !' I I 1, 0-1.01P•erched !Jun-Oct130-501Rippable1 --- } --- iHigh----- 1Moderate.- 1 +2-1.0lApparentlJun-Feb1 --- --- I --- ! --- !_Moderate !High. >6 0 ! !Low ------!Low. l >6.0 �• 1 - - ILow------ !High. ! i ! ! ! i ! I I 12.0-3.5lPerched ;Jun-0et130-501Rippab1e; --- I,--- ;Moderate iHigh. 12.0-3.5!Perched !Jun-Oet130-5.01Rippable1 --- ! --- !Moderate !High. s= ' I. } ! I !. 0-1.OlPerehed IJun-Octi15-301Rippablel --- I --- I !High ----- !Moderate. I i• i ! I I I 0-1.01ApparentlJun-Nov1 --- I --- i --- { --- I !High -----!Low. I } 1 ! I I i I !• I . I 0-1.01APparentiJun-Nov1 --- ; --- l --- ! --- 1High----=1Moderate. I I I I } O r-. C to < P] - . - - -..1 ._.- -- .--- I-. _+ KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. P.O.*BOX 78-1377, SEBASTIAN, FL 32978-1377 FAX (7721589-8459 SESAST!AN (772) 589-0712 E.B.:5693 MEaOURNE T. LUCIE(772)2 S29-9093 May 20, 2002 Allen Esquenazi Terranova Corporation Re: Lots 1 - 5, A1A North Hutchinson Island St. Lucie County, Florida KSM 22275 Dear Sir. Enclosed are the permeability test results and soil profile for the referenced project. The horizontal and vertical permeability flow rates were determined by excavating a test pit -adjacent to the soil profile and obtaining two undisturbed .samples. We then performed a permeability test on the field sample in our laboratory for each sample. Both these tests were performed to evaluate the drainage characteristics of the soils for this particular test location. The groundwater table was found at 108" inches. below existing grade. We estimate the normal wet season water table at this location will be approximately 72 inches below existing grade. This estimate Is based upon our -Interpretation of existing site conditions and a review of the USDA Soil Survey for St. Lucie County, Florida; please feel free to call my office. .. _-- .--- p.. aa, KSM KELLER, SCHLEICHER & MacWILLIAM,ENGINEERING AND TESTING, INC. P.O. BOX 7,,8-1377, SEBASTIAN, FL 32978-1377 FAX (772) 589.5469 SEBASTfAN (772) 669-0712 E:B.:5693 NIESBQ UFINE UCIE(772 229 093 LABORATORY PERMEABILITY - CONSTANT HEAD METHOD (ASTM 2434) DATE OF TEST: May 16, 2002 PROJECT NO. KSM 22275-Phl CLIP= Allen Esquenazi LOCATION Lots 1 - 5, AIA St, Lucie County, Florida Phl, See Attached Location Plan SAMPLE DESCRIPTION Tan Sand w/Shell Fragments DEPTH @ SAMPLE LOCATION = 16 INCHES LENGTH OF SAMPLE ALONG .PATH OF FLOW - 5.5 INCHES DIAMETER OF SAMPLE = 3 INCHES ¢UANTITT OF FLOW = 3150 MILLITERS TIME INTERVAL OF TEST = 10 MINUTES DIFFERENCE IN HYDRAULIC HEAD ACROSS THE SAMPLE - 19 %' INCHES THE RESULTS OBTAINED FROM OUR HORIZONTAL LABORATORY PERMEABILITY TEST, WHERE K IS THE COEFFICIENT OF PERMEABILITY = 92.2 FEET/DAY KSM KELLER, SCHLEICHER & MaOWILLIAM ENGINEERING AND TESTING, INC. P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 FAX (772) 589-6469 SEBASTIAN (772) 589-0712 E.B.: 5693 MELBOURNE (321) 768-8488 ST. LUDE (772) 229-9093 Date May 16, 2002 Location: Lots 1 - 5, AlA St. Lucie County, Florida HA-1, See Attached Location Plan Depth Strata in Feet From -To Description of Soil -0- 0" - 611 Brownish Gray Sand - 120" Tan Sand w/Shell -1- Fragments -2- 5,-3I M-9 -7- -S- -10-------------------------------------------------------- Water Table : 108" below existing surface Job #: KSM 22275-MA1 P•1G T � KSM KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 FAX (772) 589•E469 SEBASTIAN (772) 589-0712 E.B.: 5693 MEST. URNE LUCIE (772) 229-9093 LABORATORY PERMEABILITY - CONSTANT HEAD METHOD (ASTM 2434) DATE OF TEST: May 16, 2002 PROJECT NO. KSM 22275-Pvl CLIENT Allen Eequenazi LOCATION Lots 1 - 5, A1A St. Lucia County, Florida Pv1, See Attached Location Plan $AMPLE.DESCRIPTION = Tan Sand w/Shell Fragments DEPT4 0 SAMPLE LOCATION = 18 INCHES LENGTH OF SAMPLE ALONG PATH OF FLOW.- 5.5 INCHES DIAMETER OF SAMPLE = 3 INCHES QUANTITY OF FLOW _ 2900 MILLITERS TIME INTERVAL OF TEST = 10 MINUTES DIFFERENCE IN HYDRAULIC HEAD ACROSS THE SAMPLE - 19 % INCHES THE RESULTS OBTAINED FROM OUR VERTICAL LABORATORY PERMEABILITY TEST, WHERE K IS THE COEFFICIENT OF -PERMEABILITY = 84.9 FEET/DAY ^" �� -•+ ViVYOL +ta+ n-cvaflFj a. Cf�LCf L�JJ�11-Jtly-9tl`J ij F7. 23 `• _..l-Oc.ATIO/V OF 'PERMEABILITY _ TfST SOIL PPP- L� Sr.W6► Qa1Mn. fi RAW& rusao sK L a r RpYtr .sots' � r ' c it Lot I { ' t � w w lap \ ,*, \ `\ 4 • \� 1 \ LOT 1 jr r Q%L as ......... ......... .....�.. .., u ar 4 1 ---------------1 wrou," •awry .� P----•• - ovwit Wisi�Wtip�iaiut \ e ` marl � Lot E- y )r..p 'FrAl. swuiA3 fill "V LOCATION b LAN f A not (IIf{11" �WIN rw+oM► . i f r APPENDIX C KNIGHT, MCGUIRE & ASSOCIATES, INC. Consulting Engineers and Planners 80 Royal Palm Pointe, Suite 401 (561) 569-5505 Vero Beach, Florida 32960 FAX (561) 569.1455 u JOB O t ri AVAe5 s-64-5 SHEET ;VO. OF CALCULATED BY DATE CHECKED BY DATE SCALE -Ak Iz -- J4`ems {01 V_ - Awle , : { i i - i t f � - ' ' 1 : , : t POLLUTION ABATEMENT VOLUME ANALYSIS USING 'MODRET 4' PROGRAM Written by: Nicolas E. Andreyev,P.E. (May, 1992) ( Sponsored by: SWFWND/PSI ) SUMMARY OF INPUT PARAMETERS POND NAME / NUMBER : NODE N1 -------------------- AVERAGE WETTED POND LENGTH --------=------------=> 926.000 ft AVERAGE WETTED POND WIDTH --------==- �----------> 4.700 ft AVERAGE ELEVATION OF BOTTOM OF AQUIFER =_____-_=_> 0,000 Pt AVERAGE ELEVATION OF DESIGN GROUNDWATER TABLE 5.500 ft : AVERAGE ELEVATION OF POND BOTTOM =--------------=> 11.500 ft AVERAGE HORIZONTAL HYDRAULIC CONDUCTIVITY =_____.> 75.000 ft/d AVERAGE EFFECTIVE STORAGE COEFF, OF SOIL =:-=___:> 0.300 AVERAGE STORAGE COEFFICIENT OF POND AREA -_:__=__> 1.000 POLLUTION ABATEMENT VOLUME TO BE TREATED =� =____> 0.170 ac-ft TIME INCREMENTS AFTER STORM EVENT =-=_--=.-=--=__> 6.00 hours No. OF TIME INCREMENT'S AFTER STORM EVENT =_____=_> 12.00 NUMBER OF GROUNDWATER CONTROL FEATURES =====_=__=> 0.00 SUMMARY OF POLLUTION ABATENENT MODEL RESULTS POND NAME / No.: NODE N1 ---------------- CUMULATIVE WATER INSTANTANEOUS AVERAGE TIME ELEVATION INFILTRATION INFILTRATION (brs,j ---------- (feet] ----------- RATE (cfs) ------------- RATE (cfs) ------------ 0.000 13.201 1,591 r 1.1125 6.000 7.680 0. fi34 0,1551 12.000 6.910 - 4.4644 18.000 6.614 0,047 0.0343 24.000 6.440 0.029 0.022E 30.000 6,327 0.019 0.0154 36.0.00 6, 250 0.014 0.0121 42,000 6.190 0.011 0.O10i 48.000 6.140 0.009 0,0474 54,008 6.103 0.007 0.0074 60.000 6.067 0.607 0.0060 66.000 6.037 0.005 0.0040 72,000 .6.017 This value (with associated timej is an equivalent instantaneous infiltration rate to be used with a stormwater rooting model ( such as ADICPR or others ). Just before this time, the infiltration Is zero (prior to runoff reaching the pond). JOB 0-ee-on &-n 5 Z-6k2� 5 KNIGHT, McGUIRE & ASSOCIATES, INC. Consulting Engineers and Planners 80 Royal Palm Pointe, Suite 401 (561) 569-5505 Vero Beach, Florida 32960 FAX (561) 569.1456 SHEET NO, OF - CALCULATED BY DATE CHECKED BY DATE SCALE i rd- 4 1 � f-4 _ t ri _ Any e _.� ray _d_. - ' r — j —I r I I Lj , I : 1I � 11 , ......_ _.._.-.-.... _. ...._ 1... r f ! { -- I i r i -_..__—i_ i . ...._.... �__.__ ...._ __.' _ _I r POLLUTION ABATEMENT VOLUME ANALYSIS USING 'MODRET 9' PROGRAM Written by: Nicolas E, Andreyev,P.E. (May, 1992) ( sponsored by: SWFWMD/PSi ) SUMMARY OF INPUT PARAMETERS POND NAME / NUMBER : NODE N2 -------------------- AVERAGE WETTED POND LENGTH =------==-------------> 297,000 ft AVERAGE WETTED POND WIDTH _______________________> 2.500 ft AVERAGE ELEVATION OF BOTTOM OF AQUIFER =-___- =_=> 0.000 ft AVERAGE ELEVATION OF DESIGN GROUNDWATER TABLE __=> 5.500 ft AVERAGE ELEVATION OF POND BOTTOM _ ______________> 7,000 ft AVERAGE 'RORIZONTAL:MYDRAULIC CONDUCTIVITY ==-____> 75.000 ft/d AVERAGE EFFECTIVE STORAGE COEFF, OF SOIL =__-___-> 01300 AVERAGE STORAGE COEFFICIENT OF POND AREA =_=_____> 0.500 POLLUTION ABATEMENT VOLUME TO BE TREATED =_____-_> 0.066 ac-ft TIME INCREMENTS AFTER STORM EVENT _______________> 6.00 :hours No. OP TIME INCREMENTS AFTER STORM EVENT =_____=_> 12.00 NUMBER OF GROUNDWATER CONTROL FEATURES =__=_-_=_=> 0.00 SUMMARY OF POLLUTION ABATEMENT YODEL RESULTS POND NAME / No.: NODE N2 ---------------- CUMULATIVE WATER INSTANTANEOUS AVERAGE TIME ELEVATION INFILTRATION INFILTRATION (hrs.) (feet) RATE (cfs) RATE (cfs) 0..000 12.063 0.150 x 0.1015 6400 6.159 Q.053 0.0053 12,000 5.850 0.003 0.0015 .18,000 5.760 0,441 - 4.0009 24.000 5.710 Q,001 - 4.0005 30,Q00 5.683 0.040 0.0403 36.000 5.663 0.000 0.0003 42.000 5,643 0.000 8.0002 48.404 5.633 0.000 0.0002 54.000 5.623 0.000 0.0001 60.000 5.617 0.000 0.0002 66.000 5.607 0,000 72.000 5,607 This value (with associated time) is an equivalent instantaneous Infiltration rate to be used with a stormwater routing model ( such as ADICPR or others ). Just before this time, the infiltration is zero (prior to runoff reaching the pond). SUMP PUMP & PIT BY OTHERS - r, (o ow U z z qa O a w � IMPORTANT CONTRACTOR NOTE: co a. Z 8" X 8" BLOCKOUT M REQUIRED IN WALL FOR to C OIL LINE COORDINATE LOCATION WITH FIELD SUPERVISOR. C/L OF CAR JACK -3" C/L OF CAR JACK-� -------2'-0" X 2'-0" -----CUTOUT FOR EMERG. JACK UNIT, EXIT BY G.C. 20" X 20" j -92" CLEAR INSIDE CAR CAR STATION. PIT LADDER 3'-6" X T-0" FINISHED CLEAR DOOR OPENING -101" 3'-6" 112I' 4'-10" ROUGH OPENING /O� T PLATFORM T-1" DBL -' F 7'-2" DBG ' -4" CLEAR HATCH IF POSSIBLE, DO NOT BUILD FRONT WALL UNTIL ENTRANCE FRAMES ARE ERECTED, IF NOT POSSIBLE, ROUGH OPENINGS AS SHOWN Elevator Manufacturing Assembly Corporation 4518 Lafayette Street Marianna, Florida HOLED APPLICATION 3500 LB. CAPACITY RIGHT HAND PIT LIGHT TYP. LIGHT SWITCH & I CORRIDOR HATCH. PLAN SCALE 1/2" = V PLAN No. 3501