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BP-05-1279
ACCOUNT �.. PAYMENT Z BAL. DUE [MU 1 DATE ,At,. J ' 30,>+ •0! 1 Z No. 0960149 R FROM al I "UR_ x.11, 4 2., • (CO, CO W -- FLU® +h C3-.),30 r -- C1 Si x h Ycd c e- 1 /ttIRs Q FOR RENT a I.5,.b CASH FROM G ' HECK O MONEY ORDER TO .at= lam. Miami Shores Village BUILDING PERMIT APPLICATION FBC 2001 Contractor's Address Z.,47 Lu hucdechq A �►'�. State PL.. Architect/Engineer's Name (if applicable) $ Value of Work For this Permit ex9® Type of Work: Describe Work: DAddition (Continued on opposite side) Training/Education Fee $ Total Fee Now Due $ Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305),795404 Fax: (305) 756.8972 Permit Type (circle): Building Electrical tubing Mechanical Roofing Owner's Name (Fee Simple Titleholder) A( iZ ( i4Nt vff$ I - r + ( Phone # SOS $ 3ti 000 Owner's Address I h prt" .4. r it .p A.01EA 144 City ( i ydl C 1 2 S State Ft— _, Zip V1, l �o Tenant/Lessee Name Phone # Job Address (where the work is being done) $2.O kJ W 1 1 S sr: City Miami Shores Village County Miami Dade Zip Ls Building Historically Designated YES NO ✓ Contractor's Company Name - 4r f > Phone # .8p5 - 4 c $19 Qualifier 'X Aitvt_.t=. (...•. C V..4 SSt. teration ew master Permit No. Permit No. Zip 33 13 4 Phone # 20c ¢ 76 , //02— Square Footage Of Work: Ae 417 El Repair/Replace C_444 21 5 6 * * * * ** *art ** ** * ** * * * * *r*** * ** Fees**** ** **** *** * * ****** ********* Submittal Fee $ 2 . GOO Permit Fee $ CCF $ CO /CC Notary $ Scanning $ ' Radon $ Zoning Bond $ Code Enforcement $ Technology Fee $ Structural Plan Review. $ / 0 r °'F O` e®= 4 zoo r ®e 1 0410 0 6o, efts � EP35 ❑ Demolition Bonding Company's Name (if applicable) 5.-r FAJ L. -jLAV .LtslZS Bonding Company's Address O is E t ouJ S City NA- 12-1 IL) State C Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK; PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR LMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged Signature 2 �•y - _ Signature Owner or Agent NOT Sign: The fo o' � g ' i 11 day of tie who impersonally known My Commission DD2245 �. Prm ��: •; , r w w Expires June 22 2007 Print: = 1 .�' .. My Commission Expires: My Conunission Expires: � ' Commission 00224537 - '0,1f epires June 22, 2007 (Certificate of Competency Holder) State Certificate or Registration No. Certificate of Competency No. *********************************************************************** * * * * *** * * * ** * * * ** * * * * * *** * * * * ** >k * * ** APPLICATION APPROVED BY: Chc 12/15/03 me this c2_, The fore ent was acknowledged b 203, by , day of /:�L' Z($�� by who ersonolly known me or who has produced As ' ' ' cation and who did take an oath. as identification and who did take an oath. o me or who has produced n cps NOTARY P Si ,t,V/a/a5 o� Zip o 6 1 83 e "A 510 she Plans Examiner Engineer Zoning BARRY UNIVERSITY SCHOOL OF GRADUATE MEDICAL SCIENCES BORINGS, EXFILTRATION TESTS & ENGINEERING RECOMMENDATIONS FOR FOUNDATION DESIGN & DRAINAGE BY EASTCOAST TESTING & ENGINEERING 305- 947 -4768 CONTACT - JIM BROWN JANUARY 22, 2004 ENGINEERING No of Copies INTERIORS AA 0002442 EB 0007953 Date: HP Proj. # To: Company: HARPERPARTNERS, INC. February 23, 2004 1103090 Freddy E. UIIoa, Assoc. Vice President for Facilities Management Barry University 11300 Northeast Second Avenue Miami Shores, Florida 33161 From: Edward F. Cannon, AIA 1 1 Description: LETTER OF TRANSMITTAL Project: SGMS Re: Eastcoast Testing & Engineering, Inc. ARCHITECTURE We are sending: ® Herewith ❑ Under Separate Cover ❑ Prints ❑ Samples ❑ Copy of Letter ❑ Specs. ❑ Shop Drawings ❑ Literature ❑ Tracings ❑ Change Orders 1 Other /See Below Report for borings, exfiltration and engineering recommendations ete invoice # Q2400273 ❑ Approved ❑ Revise & Resubmit ❑ Per Your Request ❑ Approved As noted ❑ For Your Use ❑ For File or Distribution ❑ Not Approved ❑ For Review /Comment ■ Other PLANNING Remarks: Freddy, Please make payment directly to ete. I will need a Confirmation of payment for my records. The report is for the University records. Thanks EFC Sent Via: USPS Copies To: HPI File 1103090 -3.1 201 Alhambra Circle, Suite 800, Coral Gables, Florida 33134 -5108 (305) 476 -1102 — Fax (305) 476 -0073 — (800) 218 -5080 web page: www.harperpartners.com e-mail: info @harperpartners.com DATE INVOICE # 01/22/2004 02400273 EASTCOAST TESTING & ENGINEERING, INC. 4100 N. POWERLINE ROAD SUITE G -1 POMPANO BEACH, FL 33073 954 972 -7645 954 971 -8872 FAX BILL TO BARRY UNIVERSITY Invoice TEST )CATION BARRY UNIVERSITY NW 155 ST MIAMI P.O. NO. • TERMS DUE DATE REP TEST DONE ... CUST. FILE NO. a DSS 01/13/2004 6467 ITEM DESCRIPTION art RATE AMOUNT SPT EXFILTRATI... ENGR Standard Penetration Test EXFILTRATION - PERCOLATION ENGINEERING EVALUATION N N 1,000.00 375.00 85.00 1,000.00 750.00 170.00 THANK YOU. Total $1,920.00 EASTCOAST TESTING & ENGINEERING, INC. 4100 N. POWERLINE ROAD SUITE G -1 POMPANO BEACH, FL 33073 954 972 -7645 954 971 -8872 FAX BILL TO BARRY UNIVERSITY Invoice TEST )CATION BARRY UNIVERSITY NW 155 ST MIAMI EASTCOAST TESTING & ENGINEERING, INC. 4100 North Powerline Rd. - Suite G -1 Pompano Beach, Florida 33073 Broward (954) 972 -7645 (SOIL) - Dade (305) 947 -4768 Facsimile No (954) 971 -8872 January 22, 2004 Report of Engineering Evaluation For : Barry University Project : Proposed School of Graduate Medical Sciences Location: 11500 North Miami, Avenue Dade County, Florida 4361 Okeechobee Blvd. - Suite A -5 West Palm Beach, Florida 33409 (800) 329 -7645 (SOIL) - (561) 471 -8220 Gentlemen: As per your request EastCoast Testing & Engineering, Inc. performed the standard penetration test borings and Dade County DERM Exfiltration tests at the above location on January 13 & January 14th, 2004. We are herein submitting the results of our findings. A review of our boring logs shows the upper level of subsoils are generally comprised of fine- medium grained sands, fine- medium grained sands with little limerock fragments and non plastic silty -clay in a loose to medium dense compaction condition to a depth of approximately +1-8.0-10.0 feet below the existing surface grade elevation. Beneath these stratums were multifarious layers of fine - medium grained sands generally in a medium to dense state of relative consolidation to a depth of +1-20.0 feet below grade. These moderately dense sand substrate extend past the terminal depth of our borings which were twenty feet maximum penetration. In order to prepare the site to support construction designed for an allowable soil bearing capacity of 3000 psf, we recommend the following procedures be implemented. 1. Clear and grub the building pad area to a minimum depth of 5.0 feet plus an extended perimeteroffive feet beyond any proposed wall footing or foundation element. Care should be taken so as to insure the complete removal of any deleterious materials encountered including all construction debris, rubble, vegetation, stumps, roots, foreign material, debris, silts, clays or muck. 2. Once this has been accomplished compact the bottom of the excavated area with twenty perpendicular overlapping passes with a large static roller, (20 tons or greater) until the bottom 24" of the excavation have been compacted in excess of 98% of the material,'s modified maximum dry density as perAASHTO T -180. Each pass of the roller should overlap the preceding pass by one half of the width of the vibratory drum. Maximum speed of the roller should be 2 ft. /second. For optimum compaction efficiency we recommend that the soils be within +/ -2% of optimum moisture at the time of densification. Care must be exercised by the contractor during the excavation and compaction phase of construction. The close proximity of the existing foundations to the construction boundaries necessitate that he utilize what ever means necessary to insure the stability of the existing foundations during construction. 3. Once this has been achieved and verified by our office, the proposed building pad may be brought up to construction grade utilizing clean granular fill. The fill may be placed in lifts not to exceed twelve inches in compacted thickness. Each lift should be compacted to a minimum density of 98% of the material's modified proctor density as per AASHTO T -180. Clean granular fill shall be construed to mean granular material containing no more than 5% by weight organic and clayey matter and no man -made debris. It shall be free of vegetation, foreign material, roots, fiber, branches, leaves, and should not contain any rock and gravel larger than 3 inches or 50% of the compacted layer thickness. I iO3 i0y 5 EASTCOAST TESTING & ENGINEERING, INC. 4100 North Powerline Rd. - Suite G -1 Pompano Beach, Florida 33073 Broward (954) 972 -7645 (SOIL) - Dade (305) 947 -4768 Facsimile No (954) 971 -8872 January 22, 2004 Report of Engineering Evaluation For : Barry University Project : Proposed School of Graduate Medical Sciences Location: 11500 North Miami, Avenue Dade County, Florida 4361 Okeechobee Blvd. - Suite A -5 West Palm Beach, Florida 33409 (800) 329 -7645 (SOIL) - (561) 471 -8220 Gentlemen: As per your request EastCoast Testing & Engineering, Inc. performed the standard penetration test borings and Dade County DERM Exfiltration tests at the above location on January 13 & January 14th, 2004. We are herein submitting the results of our findings. A review of our boring logs shows the upper level of subsoils are generally comprised of fine - medium grained sands, fine- medium grained sands with little limerock fragments and non - plastic silty -clay in a loose to medium dense compaction condition to a depth of approximately +1-8.0-10.0 feet below the existing surface grade elevation. Beneath these stratums were multifarious layers of fine- medium grained sands generally in a medium to dense state of relative consolidation to a depth of +1-20.0 feet below grade. These moderately dense sand substrate extend past the terminal depth of our borings which were twenty feet maximum penetration. In order to prepare the site to support construction designed for an allowable soil bearing capacity of 3000 psf, we recommend the following procedures be implemented. 1. Clear and grub the building pad area to a minimum depth of 5.0 feet plus an extended perimeteroffive feet beyond any proposed wall footing or foundation element. Care should be taken so as to insure the complete removal of any deleterious materials encountered including all construction debris, rubble, vegetation, stumps, roots, foreign material, debris, silts, clays or muck. 2. Once this has been accomplished compact the bottom of the excavated area with twenty perpendicular overlapping passes with a large static roller, (20 tons or greater) until the bottom 24" of the excavation have been compacted in excess of 98% of the material's modified maximum dry density as perAASHTO T -180. Each pass of the roller should overlap the preceding pass by one half of the width of the vibratory drum. Maximum speed of the roller should be 2 ft./second. For optimum compaction efficiency we recommend that the soils be within +/ -2% of optimum moisture at the time of dens / gcation. Care must be exercised by the contractor during the excavation and compaction phase of construction. The close proximity of the existing foundations to the construction boundaries necessitate that he utilize what ever means necessary to insure the stability of the existing foundations during construction. 3. Once this has been achieved and verified by our office, the proposed building pad may be brought up to construction grade utilizing clean granular fill The fill may be placed in lifts not to exceed twelve inches in compacted thickness. Each lift should be compacted to a minimum density of 98% of the material's modified proctor density as perAASHTO T -180. Clean granular fill shall be construed to mean granular material containing no more than 5% by weight organic and clayey matter and no man -made debris. It shall be free of vegetation, foreign material, roots, fiber, branches, leaves, and should not contain any rock and gravel larger than 3 inches or 50% of the compacted layer thickness. EASTCOAST TESTING & ENGINEERING, INC. 4100 North PowerUne Rd. - Suite G -1 Pompano Beach, Florida 33073 Broward (954) 972-7645 (SOIL) - Dade (305) 947 -4768 Facsimile No (954) 971 -8872 January 22, 2004 Report of Engineering Evaluation For: Barry University Project : Proposed School of Graduate Medical Sciences Location: 11500 North Miami, Avenue Dade County, Florida 4361 Okeechobee Blvd. - Suite A -5 West Palm Beach, Florida 33409 (800) 329 -7645 (SOIL) - (561) 471 -6220 Gentlemen: As per your request EastCoast Testing & Engineering, inc. performed the standard penetration test borings and Dade County DERM Extiltration tests at the above location on January 13 & January 14th, 2004. We are herein submitting the results of our findings. A review of our boring logs shows the upper level of subsoils are generally comprised of fine- medium grained sands, fine - medium grained sands with little limerock fragments and non plastic silty -clay in a loose to medium dense compaction condition to a depth of approximately +1-8.0-10.0 feet below the existing surface grade elevation. Beneath these stratums were multifarious layers of fine- medium grained sands generally in a medium to dense state of relative consolidation to a depth of +/-20.0 feet below grade. These moderately dense sand substrate extend past the terminal depth of our borings which were twenty feet maximum penetration. In order to prepare the site to support construction designed for an allowable soil bearing capacity of 3000 psf, we recommend the following procedures be implemented. 1. Clear and grub the building pad area to a minimum depth of 5.0 feet plus an extended perimeter of five feet beyond any proposed wall footing or foundation element. Care should be taken so as to insure the complete removal of any deleterious materials encountered including all construction debris, rubble, vegetation, stumps, roots, foreign material, debris, silts, clays or muck. 2. Once this has been accomplished compact the bottom of the excavated area with twenty perpendicular overlapping passes with a large static roller, (20 tons or greater) until the bottom 24" of the excavation have been compacted in excess of 98% of the material's modified maximum dry density as perAASHTO T -180. Each pass of the roller should overlap the preceding pass by one half of the width of the vibratory drum. Maximum speed of the roller should be 2 ft./second. For optimum compaction efficiency we recommend that the soils be within +/ -2% of optimum moisture at the time of densification. Care must be exercisedbythe contractor during the excavation and compaction phase of construction. The close proximity of the existing foundations to the construction boundaries necessitate that he utilize what ever means necessary to insure the stability of the existing foundations during construction. 3. Once this has been achieved and verified by our office, the proposed building pad may be brought up to construction grade utilizing clean granular fill. The fill may be placed in lifts not to exceed twelve inches in compacted thickness. Each lift should be compacted to a minimum density of98% of the material's modified proctor density as perAASHTO T -180. Clean granular fill shall be construed to mean granular material containing no more than 5% by weight organic and clayey matter and no man -made debris. 11 shall be free of vegetation, foreign material, roots, fiber, branches, leaves, and should not contain any rock and gravel larger than 3 inches or 50% of the compacted layer thickness. EASTCOAST TESTING & ENGINEERING, INC. 4100 North Powerline Rd. - Suite G -1 Pompano Beach, Florida 33073 Broward (954) 972 -7645 (SOIL) - Dade (305) 947 -4768 Facsimile No (954) 971 -8872 January 22, 2004 4361 Okeechobee Blvd. - Suite A -5 West Palm Beach, Florida 33409 (800) 329 -7645 (SOIL) - (561) 471 -8220 Report of Engineering Evaluation For : Barry University Project : propose Classr nm &Office Bvifding oc 0t M4TZ f r aC Alre5 Location: 11500 North Miami, Avenue Dade County, Florida Gentlemen: As per your request EastCoast Testing & Engineering, Inc. performed the standard penetration test borings and Dade County DERM Exfiltration tests at the above location on January 13 & January 14th, 2004. We are herein submitting the results of our findings. A review of our boring Togs shows the upper level of subsoils are generally comprised of fine - medium grained sands, fine - medium grained sands with little limerock fragments and non - plastic silty -clay in a loose to medium dense compaction condition to a depth of approximately +1- -8.0 -10.0 feet below the existing surface grade elevation. Beneath these stratums were multifarious layers of fine - medium grained sands generally in a medium to dense state of relative consolidation to a depth of +1-20.0 feet below grade. These moderately dense sand substrate extend past the terminal depth of our borings which were twenty feet maximum penetration. In order to prepare the site to support construction designed for an allowable soil bearing capacity of 3000 psf, we recommend the following procedures be implemented. 1. Clear and grub the building pad area to a minimum depth of 5.0 feet plus an extended perimeter of five feet beyond any proposed wall footing or foundation element. Care should be taken so as to insure the complete removal of any deleterious materials encountered including all construction debris, rubble, vegetation, stumps, roots, foreign material, debris, silts, clays or muck. 2. Once this has been accomplished compact the bottom of the excavated area with twenty perpendicular overlapping passes with a large static roller, (20 tons or greater) until the bottom 24" of the excavation have been compacted in excess of 98% of the material's modified maximum dry density as perAASHTO T -180. Each pass of the roller should overlap the preceding pass by one half of the width of the vibratory drum. Maximum speed of the roller should be 2 ft. /second. For optimum compaction efficiency we recommend that the soils be within +/ -2% of optimum moisture at the time of densification. Care must be exercised by the contractor during the excavation and compaction phase of construction. The close proximity of the existing foundations to the construction boundaries necessitate that he utilize what ever means necessary to insure the stability of the existing foundations during construction. 3. Once this has been achieved and verified by our office, the proposed building pad may be brought up to construction grade utilizing clean granular fill. The fill may be placed in lifts not to exceed twelve inches in compacted thickness. Each lift should be compacted to a minimum density of 98% of the material's modified proctor density as perAASHTO T -180. Clean granular fill shall be construed to mean granular material containing no more than 5% by weight organic and clayey matter and no man -made debris. It shall be free of vegetation, foreign material, roots, fiber, branches, leaves, and should not contain any rock and gravel larger than 3 inches or 50% of the compacted layer thickness. EASTCOAST TESTING & ENGINEERING, INC. SERVING SOUTH FLORIDA SINCE 1981 1- 800 - 329 -7645 - "SOIL" Page 2. Order #2400273 4. Suitable materials may be stockpiled at the site to be reused after approval and testing by the Engineer. Following and during the clearing and excavation stage the area shall be witnessed by an inspector from this laboratory for approval prior to selective backfilling. No vibration shall take place in the vicinity of any existing structure as this may cause localized damage to nearby existing structures. The excavated surface and each 12" loose lift of imported fill material within the footing and slab areas shall be tested to within 98% of the Soils Modified Maximum Dry Density as per AASHTO DESIGNATION T -180 inspected by this laboratory and verified with field density- moisture relationships. Shallow "retest" borings shall be performed to verify the resultant compaction effort for certification. Footing embedment shall be of sufficient depth below the adjacent grade so as to comply with all local and area building codes. Minimum footing widths of 18" and 36" are recommended for continuous wall footings and individual column pads respectfully, although they may not develop the full allowable bearing pressures. For purposes of this report we have anticipated that the proposed bottom of footing elevation will be similar to the elevation of the site at the time of our investigation. Foundation elements may be designed as isolated footings or as a monolithic type of foundation /slab system, as long as ample consideration is given to the increased shear stresses inherent in monolithic systems at the slab to footing interface. Surface compaction specifications shall be verified utilizing in place density tests at the frequency of 1 test per 100 If of wall footing, and 1 test per column pad. Slab areas and undisturbed pad lifts may be tested at the frequency of two tests per 2500 sf, but in no case less than 3 per lift. The natural ground water table was discovered to exist at an elevation of 9.0 -11.0 feet below the existing natural ground surface at the time of our borings. Fluctuation in the observed groundwater levels should be expected due to rainfall variations, seasonal climatic changes, construction activity and other on -site specific factors. The Standard Penetration Test ASTM D -1586 The Standard Penetration Test is the most commonly employed tool utilized to identify in -situ subsurface soil conditions. The "N" values obtained from the boring provide an accurate estimation of internal soil characteristics such as relative density, internal shear strength, angle of internal friction, and the approximate range of the soil's unit weight. These "N" values represent the resistance of a 2 inch diameter split spoon sampler driven by a 140 pound hammer free falling 30 inches. Each drive of the 24 inch long split spoon is divided into four six inch increments. The second and third increments are totaled to produce the "N" value found on your report. The Standard Penetration Test also allows for the recovery of soil samples which are returned to our laboratory and visually examined and classified. The SPT samples are available for laboratory testing if requested. Samples are generally held for 90 days unless otherwise directed by the client. EASTCOAST TESTING & ENGINEERING, INC. SERVING SOUTH FLORIDA SINCE 1981 1- 800 - 329 -7645 - "SOIL" Page 3. Order #2400273 An approximate ground water table is obtained from the borehole upon completion of the drilling procedures. This water table is useful in the general evaluation of particular soil conditions, and may give the contractor some insight into what can be anticipated during construction. It should be noted that the ground water level will fluctuate seasonally. This level may also be affected by local drawdowns, soil conditions, and the watersheds contribution to the underlying aquifer. It should not be construed to be a measure of the soils permeability, or of the dewatering characteristics of the site. Although the standard penetration test is one of the most reliable methods used to identify soil characteristics and types, it may only represent a small fraction of the materials actually deposited at the site. As is common industry practice, we have assumed a uniformity of profile between borings to provide a subsoil profile for engineering purposes. This profile 'is strictly based on the data obtained from the borings, and if unusual or varying conditions are found we should be notified immediately. A test is expressly representative of the immediate location tested, and the reliability of the conclusions are a direct result of the quantity of tests performed. Any variation in location may reveal similarly some changes in the depth, thickness, texture, and conditions of the stratum encountered . Unless specifically stated otherwise, and specifically directed and prearranged by the client, all elevations are taken with respect to the existing ground surface at the time of testing. Boring locations are usually obtained in the field by pacing off distances and approximating right angles to landmarks and property corners. More precise locations may be obtained from on site surveys and placement of the boring locations by a Land Surveyor, Registered in the State of Florida. These services are provided at additional costs and are beyond the scope of this report. The data presented herein was obtained for the specific purposes stated in this report, and should not be misconstrued to apply to any other circumstance, project, or ancillary use unless so specified and addressed by the engineer of record. Thank you for using EASTCOAST TESTING AND ENGINEERING, INC., for your geotechnical needs. Should you need further assistance with this or any other project, please contact this office. Respectfully Submitted; EASTCOAST IN 8 E GINEERING IN bi e lanc .P., .E. tate %f Florida #35683 Spe ` ial Insp. No. 1177 f:Idatalwpdocslspt12400273. cs mith, President JANUARY 22, 2004 TEST REPORT OF : CLIENT : ENGINEER PROJECT : TESTED BY : RESULTS OF TEST TEST LOCATION: D. Mar V. St - o ' lorida # 35683 pecial Inspector #1177 F1QBW I LAB I2400273EXA.. CS EASTCOAST TESTING & ENGINEERING, INC. 4100 North Powerline Rd. - Suite G -1 Pompano Beach, Florida 33073 Broward (954) 972 -7645 (SOIL) - Dade (305) 947 -4768 Facsimile No (954) 971 -8872 Soils Descriptions: DEPTHS 0.0- 1.0' ASPHALTIC CONCRETE, LIMEROCK 8 FINE- MEDIUM GRAINED SANDS 1.0- 3.0' LIGHT GRAY FINE- MEDIUM GRAINED SAND 3.0- 5.0' PALE BROWN FINE MEDIUM GRAINED SAND SOME LIMEROCK FRAGMENTS 5.0- 8.0' BROWN FINE - MEDIUM GRAINED SAND 8.0 -10.0' VERY PALE BROWN FINE - MEDIUM GRAINED SAND Depth of Test Hole 10.0 ft. Water Table 9.0 ft. DEPTH of GROUND WATER TABLE : +/ -9.0' Feet Below Existing Grade TIME TOTAL FLOW GALLONS 10 MINUTES 20.5 Gallons AVERAGE CUBIC FEET / SECOND HYDRAULIC CONDUCTIVITY : Respectfully Submitted By : EASTCO � T T ; ' Tt' G E GINEERING, INC. 4361 Okeechobee Blvd. - Suite A -5 West Palm Beach, Florida 33409 (800) 329 -7645 (SOIL) - (561) 471 -8220 Lab No. 2400273EXA S. F. W. M. D. Exfiltration (FDOT Usual Open Hole) BARRY UNIVERSITY HARPER PARTNERS PROPOSED DRAINAGE FOR BARRY UNIVERSITY MIAMI, FLORIDA HAROLD E. 8 RALSTON M. ON JANUARY 14, 2004 Exfiltration A: APPROXIMATELY (NORTH PARKING LOT - AS LOCATED ON PLANS) C mi h, President G.P.M. 2.05 Q= 0.00456723 K= 5.7426E -05 K= 5.74264 X 10" -5 CFS /FTA2/FT.HEAD JANUAR 22, 0 TEST REPORT OF : CLIENT : ENGINEER PROJECT : 4100 North Powerline Rd. - Suite G -1 Pompano Beach, Florida 33073 Broward (954) 972 -7645 (SOIL) - Dade (305) 947 -4768 Facsimile No (954) 971 -8872 TESTED BY : RESULTS OF TEST TEST LOCATION: Soils Descriptions: DEPTHS 0.0- 1.0' 1.0- 2.0' 2.0- 4.0' 4.0- 8.0' 8.0 -10.0' Depth of Test Hole Water Table AVERAGE CUBIC FEET/ SECOND HYDRAULIC CONDUCTIVITY : Respectfully Submitted By : EASTCOA T STI`11G gNGINEERING, INC. Le BIaIYc, V P., P.E. tate of Florida # 35683 Special Inspector #1177 RQBWILAB12400273EXB..CS EASTCOAST TESTING & ENGINEERING, INC. Lab No. 2400273EXB S. F. W. M. D. Exfiltration (FDOT Usual Open Hole) BARRY UNIVERSITY HARPER PARTNERS PROPOSED DRAINAGE FOR BARRY UNIVERSITY MIAMI, FLORIDA HAROLD E. & RALSTON M. ON JANUARY 14, 2004 4361 Okeechobee Blvd. - Suite A -5 West Palm Beach, Florida 33409 (800) 329 -7645 (SOIL) - (561) 471 -8220 Exfiltration B: APPROXIMATELY (N.NORTH EAST PARKING LOT - AS LOCATED ON PLANS) WHITE FINE- MEDIUM GRAINED SAND LITTLE LIMEROCK LIGHT GRAY FINE - MEDIUM GRAINED SAND GRAY - PALE BROWN FINE - MEDIUM GRAINED SAND TRACE OF ROOT VERY PALE BROWN -PALE BROWN FINE - MEDIUM GRAINED SAND VERY PALE BROWN FINE - MEDIUM GRAINED SAND 10.0 ft. 9.0 ft. DEPTH of GROUND WATER TABLE : +/ -9.0' Feet Below Existing Grade TIME TOTAL FLOW GALLONS G.P.M. 10 MINUTES 83.5 Gallons 8.35 Q= 0.0186031 K= 0.00023391 K= 2.3391 X 10 ^-4 CFS /FT ^2/FT.HEAD Tl� a►g S. Smith, President ESTABLISHED 1981 TEST BORING REPORT CVO: LABORATORY PROJECT BORING C.O.D.: PO #: BORING NUMBER: CUSTOMER CREW CHIEF: DRILL RIG LOT NUMBER: PROJECT: LOCATION: LOCATION: GROUND 2400273A1 OFFICE FAX #: 954- 971 -8872 #: DRILLER: #: CASING: 1 CLIENT: BEAUCHAMP BARRY UNIVERSITY- PROPOSED CLASSROM 8 OFFICE HE 11500 N. MIAMI AVENUE, MIAMI SHORES RM APPROX 40' N OF EXISTING NW BUILDING CORNER F WATER: 9.5' DATE: 01/13/2004 ELEV: APPROX. EXISTING PARKING SPT NOTE: SURVEY NOT GIVEN UNLESS NOTED: B.E.G: BELOW EXISTING GRADE LOCATIONS ARE APPROX UNLESS STAKED DEPTH SAMPLE BORING NUMBER: PAGE NUMBER: 1 N VALUES BLOWS ON SPT FEET NUMBER VISUAL SOIL CLASSIFICATION /AASHTO M145/ASTMD2487 1 1 Road rock asphalt 18 16 9 2 2 Gray fine medium grained sand, trace of limerock (1.0 -1.5] 9 8 3 3 White fine medium grained sand (1.5 -4.0] 12 8 8 4 5 4 Brown fine medium grained sand 5 6 7 5 Brown fine medium grained sand - 6 8 3 9 5 10 6 Light tan fine medium grained sand 11 5 2 12 13 _ 11 14 7 Brown fine medium grained sand CON'T. 15 17 8 8 16 9 7 STANDARD PENETRATION TEST BORING: BLOWS PER FOOT ON 2" O.D. SAMPLER WITH 140 LB. HAMMER FALLING 30" EASTCOAST TESTING & ENGINEERING, INC. 4100 North Powerline Rd. - Suite G -1 Pompano Beach, Florida 33073 - (SOIL) -Dade (305) 947 -4768 - FAX (954 971 -8872 4361 Okeechobee Blvd. - Suite A -5 West Palm Beach, Florida 33409 800) 329 -7645 (SOIL) - (561) 471 -8220 SOIL INVESTIGATION AND SAMPLING BY AUGER BORINGS: A.S.T.M. D 1452/STANDARD P TEST : ASTM D1586 THE ABOVE TEST BORING WAS CONDUCTED IN ACCORDANCE WITH A.S. T.M. DESIGNATION D -1586. THE SAMPLES COLLECTED CONSTITUTE A MINUTE PERCENTAGE OF THE SUBSOILS AT THE SITE. AS A MUTUAL PROTECTION THE SOILS WILL BE STORED IN OUR LABORATORY FACILITIES FOR A MAXIMUM OF THREE (3) MONTHS. THE OWNER. ARCHITECT AND /OR ENGINEER ARE ENCOURAGED TO VISUALLY INSPECT SAMPLES PRIOR TO PURCHASE OF PROPERTY AND DESIGN OF THE STRUCTURE. RESPECTFULLY SUBMITTED, EASTCOAST TESTING & ENGINEERING, INC., �M S. e BLANC, V P. P.E., SMITH, PRESIDENT ORIDA REGISTRATION #35683 THE INTENT OF THIS REPORT IS NOT FOR ENVIRONMENTAL PURPOSES UNLESS SPECIFIED. AUTHORIZATION FOR PUBLICATION OF STATEMENTS, CONCLUSIONS, CERTIFICATIONS OR EXTRACTS REGARDING THIS OR ANY OTHER TEST REPORT BY THIS FIRM, (ETE) 1S STRICTLY PROHIBITED UNLESS WRITTEN AUTHORIZATION IS PROVIDED AND APPROVED BY EASTCOAST TESTING & ENGINEERING, INC. THRESHOLD /SPECIAL INSPECTIONS, SOIL, BORINGS, DENSITIES, ASPHALT, CONCRETE & GEOTECHNICAL TESTING LABORATORY ESTABLISHED 1981 TEST BORING REPORT CVO: LABORATORY PROJECT BORING C.O.D.: PO #: BORING NUMBER: CUSTOMER CREW CHIEF: DRILL RIG LOT NUMBER: PROJECT: LOCATION: LOCATION: GROUND 2400273A2 OFFICE FAX #: 954 - 971 -8872 #: DRILLER: #: CASING: 1 CLIENT: BEAUCHAMP BARRY UNIVERSITY - PROPOSED CLASSROM & OFFICE HE - 11500 N. MIAMI AVENUE, MIAMI SHORES RM APPROX 40' N OF EXISTING NW BUILDING CORNER F -250 WATER: 9.5' DATE: 01/13/2004 ELEV: APPROX. EXISTING PARKING SPT NOTE: SURVEY NOT GIVEN UNLESS NOTED: B.E.G: BELOW EXISTING GRADE LOCATIONS ARE APPROX UNLESS STAKED DEPTH SAMPLE BORING NUMBER: PAGE NUMBER: 2 N VALUES BLOWS ON SPT FEET NUMBER VISUAL SOIL CLASSIFICATION /AASHTO M145/ASTMD2487 17 8 Grayish brown fine medium grained sand 11 5 5 18 6 7 19 24 10 11 20 13 12 21 Boring terminated at 20' 22 23 - 24 - 25 26 _ 27 28 29 30 31 32 STANDARD PENETRATION TEST BORING: BLOWS PER FOOT ON 2° O.D. SAMPLER WITH 140 LB. HAMMER FALLING 30" EASTCOAST TESTING & ENGINEERING, INC. 4100 North Powerline Rd. - Suite G -1 Pompano Beach, Florida 33073 Broward (954) 972 -7645 (SOIL) - Dade (305) 947 -4768 - FAX (954)- 971 -8872 SOIL INVESTIGATION AND SAMPLING BY AUGER BORINGS: A.S.T.M. D 1452/STANDARD PENETRATION TEST :ASTM D1586. THE ABOVE TEST BORING WAS CONDUCTED IN ACCORDANCE WITH A.S. T.M. DESIGNATION D -1586. THE SAMPLES COLLECTED CONSTITUTE A MINUTE PERCENTAGE OF THE SUBSOILS AT THE SITE. AS A MUTUAL PROTECTION THE SOILS WILL BE STORED IN OUR LABORATORY FACILITIES FOR A MAXIMUM OF THREE (3) MONTHS. THE OWNER. ARCHITECT AND /OR ENGINEER ARE ENCOURAGED TO VISUALLY INSPECT SAMPLES PRIOR TO PURCHASE OF PROPERTY AND DESIGN OF THE STRUCTURE. RESPECTFULLY SUBMITTED, EAST TESTING & ENGINEERING, INC., /7" gTH, PRESIDENT M BLANC, V.P. P.E., LORIDA REGISTRATION #35683 THE INTENT OF THIS REPORT IS NOT FOR ENVIRONMENTAL PURPOSES UNLESS SPECIFIED. AUTHORIZATION FOR PUBLICATION OF STATEMENTS, CONCLUSIONS, CERTIFICATIONS OR EXTRACTS REGARDING THIS OR ANY OTHER TEST REPORT BY THIS FIRM, (ETE) IS STRICTLY PROHIBITED UNLESS WRITTEN AUTHORIZATION IS PROVIDED AND APPROVED BY EASTCOAST TESTING & ENGINEERING, INC. 4361 Okeechobee Blvd. - Suite A -5 West Palm Beach, Florida 33409 800 329 -7645 (S0IL) - (561) 471 -8220 THRESHOLD /SPECIAL INSPECTIONS, SOIL, BORINGS, DENSITIES, ASPHALT, CONCRETE & GEOTECHNICAL TESTING LABORATORY ESTABLISHED 1981 TEST BORING REPORT CVO: LABORATORY PROJECT BORING C.O.D.: PO #: BORING NUMBER: CUSTOMER CREW CHIEF: DRILL RIG NUMBER: PROJECT: LOCATION: LOCATION: GROUND 2400273B1 OFFICE FAX #: 954 -971 -8872 #: DRILLER: #: CASING: 2 CLIENT: BEAUCHAMP BARRY UNIVERSITY - PROPOSED CLASSROM 8 OFFICE HE _ 11500 N. MIAMI AVENUE, MIAMI SHORES RM APPROX 40' N & 100' W OF EXISTING NW BUILDING CORNER F - 250 WATER: 10.5' DATE: 01/13/2004 ELEV: NSA SPT NOTE: SURVEY NOT GIVEN UNLESS NOTED: B.E.G: BELOW EXISTING GRADE LOCATIONS ARE APPROX UNLESS STAKED DEPTH SAMPLE BORING NUMBER: PAGE NUMBER: 1 N VALUES BLOWS ON SPT FEET NUMBER VISUAL SOIL CLASSIFICATION /AASHTO M145/ASTMD2487 1 1 Gray fine medium grained sand, trace of limerock 37 7 11 2 2 Light tan fine medium grained sand, some limerock 26 16 3 _ 14 10 8 4 3 Gray fine medium grained sand [3.0 -5.5] 6 6 5 8 5 6 4 5 7 4 Tan fine grained sand, little silty clay (5.5 -7.0] 13 5 7 8 5 Gray fine medium grained sand (7.0 -8.5] 6 6 9 16 6 8 10 6 Light tan fine medium grained sand (8.5 -12.0] 8 11 17 7 7 12 10 10 13 7 Gray fine medium grained sand CON'T. 11 10 6 14 5 7 15 _ 20 7 10 16 _ 10 12 STANDARD PENETRATION TEST BORING: BLOWS PER FOOT ON 2° O.D. SAMPLER WITH 140 LB. HAMMER FALLING 30° RESPECTFULLY SUBMITTED, EASTCOAST TESTING & ENGINEERING, INC., EASTCOAST TESTING & ENGINEERING, INC. 4100 North Powerline Rd. - Suite G -1 Pompano Beach, Florida 33073 Broward (954) 972 -7645 (SOIL) - Dade (305) 947 -4768 - FAX (954)- 971 -8872 SOIL INVESTIGATION AND SAMPLING BY AUGER BORINGS: A.S.T.M. D 1452/STANDARD PENETRATION TEST:ASTM D1586. THE ABOVE TEST BORING WAS CONDUCTED IN ACCORDANCE WITH A.S. T.M. DESIGNATION D -1586. THE SAMPLES COLLECTED CONSTITUTE A MINUTE PERCENTAGE OF THE SUBSOILS AT THE SITE. AS A MUTUAL PROTECTION THE SOILS WILL BE STORED IN OUR LABORATORY FACILITIES FOR A MAXIMUM OF THREE (3) MONTHS. THE OWNER, ARCHITECT AND /OR ENGINEER ARE ENCOURAGED TO VISUALLY INSPECT SAMPLES PRIOR TO PURCHASE OF PROPERTY AND DESIGN OF THE STRUCTURE. 4361 Okeechobee Blvd. - Suite A -5 West Palm Beach, Florida 33409 800) 329 -7645 (SOIL) - (561) 471 -8220 Le BLANC, V.P. P.E., CRAIG S. SMITH, PRESIDENT FLORIDA REGISTRATION #35683 THE INTENT OF THIS REPORT IS NOT FOR ENVIRONMENTAL PURPOSES UNLESS SPECIFIED. AUTHORIZATION FOR PUBLICATION OF STATEMENTS, CONCLUSIONS, CERTIFICATIONS OR EXTRACTS REGARDING THIS OR ANY OTHER TEST REPORT BY THIS FIRM, (ETE) IS STRICTLY PROHIBITED UNLESS WRITTEN AUTHORIZATION IS PROVIDED AND APPROVED BY EASTCOAST TESTING & ENGINEERING, INC. THRESHOLD /SPECIAL INSPECTIONS, SOIL, BORINGS, DENSITIES, ASPHALT, CONCRETE & GEOTECHNICAL TESTING LABORATORY ESTABLISHED 1981 TEST BORING REPORT CVO: LABORATORY PROJECT BORING C.O.D.: PO #: BORING NUMBER: CUSTOMER CREW CHIEF: DRILL RIG NUMBER: PROJECT: LOCATION: LOCATION: GROUND 2400273B2 OFFICE FAX #: 954 -971 -8872 #: DRILLER: #: CASING: 2 CLIENT: BEAUCHAMP BARRY UNIVERSITY - PROPOSED CLASSROM & OFFICE HE 11500 N. MIAMI AVENUE, MIAMI SHORES RM APPROX 40' N & 100' W OF EXISTING NW BUILDING CORNER F -250 WATER: 10.5' DATE: 01/13/2004 ELEV: N/A SPT NOTE: SURVEY NOT GIVEN UNLESS NOTED: B.E.G: BELOW EXISTING GRADE LOCATIONS ARE APPROX UNLESS STAKED DEPTH SAMPLE BORING NUMBER: PAGE NUMBER: 2 N VALUES BLOWS ON SPT NUMBER VISUAL SOIL CLASSIFICATIONIAASHTO M145/ASTMD2487 ® 8 Gray fine medium grained sand 12 6 6 6 6 15 6 8 7 6 21 Boring terminated at 20' 22 23 24 25 30 31 32 STANDARD PENETRATION TEST BORING: BLOWS PER FOOT ON 2° O.D. SAMPLER WITH 140 LB. HAMMER FALLING 30° 4100 North Powerline Rd. - Suite G -1 Pompano Beach, Florida 33073 Broward (954) 972 -7645 (SOIL) - Dade (305) 947 -4768 - FAX (954)- 971 -8872 SOIL INVESTIGATION AND SAMPLING BY AUGER BORINGS: A.S.T.M. D 1452/STANDARD PENETRATION TEST :ASTM D1586. THE ABOVE TEST BORING WAS CONDUCTED IN ACCORDANCE WITH A.S. T.M. DESIGNATION D -1586. THE SAMPLES COLLECTED CONSTITUTE A MINUTE PERCENTAGE OF THE SUBSOILS AT THE SITE. AS A MUTUAL PROTECTION THE SOILS WILL BE STORED IN OUR LABORATORY FACILITIES FOR A MAXIMUM OF THREE (3) MONTHS. THE OWNER, ARCHITECT AND /OR ENGINEER ARE ENCOURAGED TO VISUALLY INSPECT SAMPLES PRIOR TO PURCHASE OF PROPERTY AND DESIGN OF THE STRUCTURE. RESPECTFULLY SUBMITTED, EASTCOAST TESTING & ENGINEERING, INC., IG S. SMITH, PRESIDENT EASTCOAST TESTING & ENGINEERING, INC. ARK Le BLANC, V.P. P.E., FLORIDA REGISTRATION #35683 THE INTENT OF THIS REPORT IS NOT FOR ENVIRONMENTAL PURPOSES UNLESS SPECIFIED. AUTHORIZATION FOR PUBLICATION OF STATEMENTS, CONCLUSIONS, CERTIFICATIONS OR EXTRACTS REGARDING THIS OR ANY OTHER TEST REPORT BY THIS FIRM, (ETE) IS STRICTLY PROHIBITED UNLESS WRITTEN AUTHORIZATION IS PROVIDED AND APPROVED BY EASTCOAST TESTING & ENGINEERING, INC. 4361 Okeechobee Blvd. - Suite A -5 West Palm Beach, Florida 33409 800) 329 -7645 (SOIL) - (561) 471 -8220 THRESHOLD /SPECIAL INSPECTIONS, SOIL, BORINGS, DENSITIES, ASPHALT, CONCRETE & GEOTECHNICAL TESTING LABORATORY ESTABLISHED 1981 TES BORING REPORT CVO: LABORATORY PROJECT BORING C.O.D.: PO #: BORING NUMBER: CUSTOMER CREW CHIEF: DRILL RIG NUMBER: PROJECT: LOCATION: LOCATION: GROUND 2400273 OFFICE FAX #: 954 - 971 -8872 #: DRILLER: #: CASING: 3 CLIENT: BEAUCHAMP BARRY UNIVERSITY- PROPOSED CLASSROM & OFFICE HE 11500 N. MIAMI AVENUE, MIAMI SHORES RM APPROX 100' W OF EXISTING SW BUILDING CORNER F - 250 WATER: 11' DATE: 01/13/2004 ELEV: N/A SPT NOTE: SURVEY NOT GIVEN UNLESS NOTED: B.E.G: BELOW EXISTING GRADE LOCATIONS ARE APPROX UNLESS STAKED DEPTH SAMPLE BORING NUMBER: PAGE NUMBER: 1 N VALUES BLOWS ON SPT FEET NUMBER VISUAL SOIL CLASSIFICATIONIAASHTO M145/ASTMD2487 1 1 White fine medium grained sand 6 1 2 2 4 9 3 2 Gray fine medium grained sand, some limerock 12.0 -3.51 28 45 16 4 12 9 5 3 Brown fine medium grained sand, little limerock 13.5 -4.51 12 9 6 6 4 Brown fine medium grained sand,little limerock & silty clay(4.5 -6.01 6 5 7 5 Pale brown fine medium grained sand, little limerock 11 6 — 5 81 _ 6 9 9 11 8 9 10 6 Brown fine medium grained sand 2 5 11 _ 23_ 9 10 121 13 13 13 17 14 15 14 7 Gray fine medium grained sand CON'T. 2 8 15 18 .. 9 9 16 9 9 STANDARD PENETRATION TEST BORING: BLOWS PER FOOT ON 2° O.D. SAMPLER WITH 140 LB. HAMMER FALLING 30° EASTCOAST TESTING & ENGINEERING, INC. 4100 North Powerline Rd. - Suite G -1 Pompano Beach, Florida 33073 Broward (954) 972 -7645 (SOIL) - Dade (305) 947 -4768 - FAX (954)- 971 -8872 SOIL INVESTIGATION AND SAMPLING BY AUGER BORINGS: A.S.T.M. D 1452/STANDARD PENETRATION TEST :ASTM D1586. THE ABOVE TEST BORING WAS CONDUCTED IN ACCORDANCE WITH A.S.T.M. DESIGNATION D -1586. THE SAMPLES COLLECTED CONSTITUTE A MINUTE PERCENTAGE OF THE SUBSOILS AT THE SITE. AS A MUTUAL PROTECTION THE SOILS WILL BE STORED IN OUR LABORATORY FACILITIES FOR A MAXIMUM OF THREE (3) MONTHS. THE OWNER, ARCHITECT AND /OR ENGINEER ARE ENCOURAGED TO VISUALLY INSPECT SAMPLES PRIOR TO PURCHASE OF PROPERTY AND DESIGN OF THE STRUCTURE. RESPECTFULLY SUBMITTED, EASTCOAST TESTING & ENGINEERING, INC., SMITH, PRESIDENT MA C -" • ORIDA REGISTRATION #35683 Le BLANC, V.P. P.E., THE INTENT OF THIS REPORT IS NOT FOR ENVIRONMENTAL PURPOSES UNLESS SPECIFIED. AUTHORIZATION FOR PUBLICATION OF STATEMENTS, CONCLUSIONS, CERTIFICATIONS OR EXTRACTS REGARDING THIS OR ANY OTHER TEST REPORT BY THIS FIRM, (ETE) IS STRICTLY PROHIBITED UNLESS WRITTEN AUTHORIZATION IS PROVIDED AND APPROVED BY EASTCOAST TESTING & ENGINEERING, INC. 4361 Okeechobee Blvd. - Suite A -5 West Palm Beach, Florida 33409 800) 329 -7645 (SOIL) - (561) 471 -8220 THRESHOLD /SPECIAL INSPECTIONS, SOIL, BORINGS, DENSITIES, ASPHALT, CONCRETE & GEOTECHNICAL TESTING LABORATORY ESTABLISHED 1981 TEST BORING REPORT CVO: LABORATORY PROJECT BORING C.O.D.: PO #: BORING NUMBER: CUSTOMER CREW CHIEF: DRILL RIG NUMBER: PROJECT: LOCATION: LOCATION: GROUND 2400273C2 OFFICE FAX #: 954 - 971 -8872 #: DRILLER: #: CASING: 3 CLIENT: BEAUCHAMP BARRY UNIVERSITY- PROPOSED CLASSROM & OFFICE HE - 11500 N. MIAMI AVENUE, MIAMI SHORES RM APPROX 100' W OF EXISTING SW BUILDING CORNER F - 250 WATER: 11' DATE: 01/13/2004 ELEV: N/A SPT NOTE: SURVEY NOT GIVEN UNLESS NOTED: B.E.G: BELOW EXISTING GRADE LOCATIONS ARE APPROX UNLESS STAKED DEPTH SAMPLE BORING NUMBER: PAGE NUMBER: 2 N VALUES BLOWS ON SPT FEET NUMBER VISUAL SOIL CLASSIFICATION /AASHTO M145/ASTMD2487 17 8 Gray brown fine medium grained sand 18 9 8 18 _ 10 12 19 _ 26 13 11 20 15 16 21 Boring terminated at 20' _ 22 23 _ 24 25 26 27 _ 28 29 _ _ _ _ 30 31 _ 32 _ STANDARD PENETRATION TEST BORING: BLOWS PER FOOT ON 2" O.D. SAMPLER WITH 140 LB. HAMMER FALLING 30" EASTCOAST TESTING It ENGINEERING, INC. 4100 North Powerline Rd. - Suite G -1 Pompano Beach, Florida 33073 Broward (954) 972 -7645 (SOIL) - Dade (305) 947 -4768 - FAX (954)- 971 -8872 SOIL INVESTIGATION AND SAMPLING BY AUGER BORINGS: A.S.T.M. D 1452/STANDARD PENETRATION TEST:ASTM D1586. THE ABOVE TEST BORING WAS CONDUCTED IN ACCORDANCE WITH A.S.T.M. DESIGNATION D -1586. THE SAMPLES COLLECTED CONSTITUTE A MINUTE PERCENTAGE OF THE SUBSOILS AT THE SITE. AS A MUTUAL PROTECTION THE SOILS WILL BE STORED IN OUR LABORATORY FACILITIES FOR A MAXIMUM OF THREE (3) MONTHS. THE OWNER. ARCHITECT AND /OR ENGINEER ARE ENCOURAGED TO VISUALLY INSPECT SAMPLES PRIOR TO PURCHASE OF PROPERTY AND DESIGN OF THE STRUCTURE. RESPECTFULLY SUBMITTED, EASTCOAST TESTING & ENGINEERING, INC., e BLANC, V.P. P.E., C4AIGS. SMITH, PRESIDENT LORIDA REGISTRATION #35683 THE INTENT OF THIS REPORT IS NOT FOR ENVIRONMENTAL PURPOSES UNLESS SPECIFIED. AUTHORIZATION FOR PUBLICATION OF STATEMENTS, CONCLUSIONS, CERTIFICATIONS OR EXTRACTS REGARDING THIS OR ANY OTHER TEST REPORT BY THIS FIRM, (ETE) 1S STRICTLY PROHIBITED UNLESS WRITTEN AUTHORIZATION IS PROVIDED AND APPROVED BY EASTCOAST TESTING & ENGINEERING, INC. 4361 Okeechobee Blvd. - Suite A -5 West Palm Beach, Florida 33409 800) 329 -7645 (S0IL) - (561) 471 -8220 THRESHOLD /SPECIAL INSPECTIONS, SOIL, BORINGS, DENSITIES, ASPHALT, CONCRETE & GEOTECHNICAL TESTING LABORATORY ESTABLISHED 1981 TEST BORING REPORT CVO: LABORATORY PROJECT BORING C.O.D.: PO #: BORING NUMBER: CUSTOMER CREW CHIEF: DRILL RIG NUMBER: PROJECT: LOCATION: LOCATION: GROUND 2400273D1 OFFICE FAX #: 954 - 971 -8872 #: DRILLER: #: CASING: 4 - CLIENT: BEAUCHAMP BARRY UNIVERSITY - PROPOSED CLASSROM & OFFICE HE 11500 N. MIAMI AVENUE, MIAMI SHORES RM APPROX 50' W & 50' S OF EXISTING SW BUILDING CORNER F - 250 WATER: 11' DATE: 01/13/2004 ELEV: N/A SPT NOTE: SURVEY NOT GIVEN UNLESS NOTED: B.E.G: BELOW EXISTING GRADE LOCATIONS ARE APPROX UNLESS STAKED DEPTH SAMPLE BORING NUMBER: PAGE NUMBER: 1 N VALUES BLOWS • SPT FEET NUMBER VISUAL • • • .: 1 1 medium grained sand, little limerock [0.0-1.5] 18 6 8 t 1 1 ® 1 23 12 12 ®� 22 11 �� 9 �© • 11 6 .4 ®� 12 Brown 11� 11 6 - - 5 13 5 14 7 Brown fine medium grained sand CON'T. 6 5 15 21 6 9 16 12 14 STANDARD PENETRATION TEST BORING: BLOWS PER FOOT ON 2" O.D. SAMPLER WITH 140 LB. HAMMER FALLING 30" 4100 North Powerline Rd. - Suite G -1 Pompano Beach, Florida 33073 - (SOIL) - (305) 947 -4768 - FAX (954)- 971 -8872 SOIL INVESTIGATION AND SAMPLING BY AUGER BORINGS: A.S.T.M. D 1452/STANDA P ENETRATION TEST: D1586 THE ABOVE TEST BORING WAS CONDUCTED IN ACCORDANCE WITH A.S. T.M. DESIGNATION D -1586. THE SAMPLES COLLECTED CONSTITUTE A MINUTE PERCENTAGE OF THE SUBSOILS AT THE SITE. AS A MUTUAL PROTECTION THE SOILS WILL BE STORED IN OUR LABORATORY FACILITIES FOR A MAXIMUM OF THREE (3) MONTHS. THE OWNER. ARCHITECT AND /OR ENGINEER ARE ENCOURAGED TO VISUALLY INSPECT SAMPLES PRIOR TO PURCHASE OF PROPERTY AND DESIGN OF THE STRUCTURE. RESPECTFULLY SUBMITTED, EASTCOAST TESTING & ENGINEERING, INC., A 7 S? - SMITH, PRESIDENT EASTCOAST TESTING & ENGINEERING, INC. RK Le BLANC, V.P. P.E., FLORIDA REGISTRATION #35683 THE INTENT OF THIS REPORT IS NOT FOR ENVIRONMENTAL PURPOSES UNLESS SPECIFIED. AUTHORIZATION FOR PUBLICATION OF STATEMENTS, CONCLUSIONS, CERTIFICATIONS OR EXTRACTS REGARDING THIS OR ANY OTHER TEST REPORT BY THIS FIRM, (ETE) IS STRICTLY PROHIBITED UNLESS WRITTEN AUTHORIZATION IS PROVIDED AND APPROVED BY EASTCOAST TESTING & ENGINEERING, INC. 4361 Okeechobee Blvd. - Suite A -5 West Palm Beach, Florida 33409 800) 329 -7645 (SOIL) - (561) 471 -8220 THRESHOLD /SPECIAL INSPECTIONS, SOIL, BORINGS, DENSITIES, ASPHALT, CONCRETE & GEOTECHNICAL TESTING LABORATORY ESTABLISHED 1981 TEST BORING REPORT CVO: LABORATORY PROJECT BORING C.O.D.: PO #: BORING NUMBER: CUSTOMER CREW CHIEF: DRILL RIG NUMBER: PROJECT: LOCATION: LOCATION: GROUND 2400273D2 OFFICE FAX #: 954 - 971 -8872 #: DRILLER: #: CASING: 4 CLIENT: BEAUCHAMP BARRY UNIVERSITY- PROPOSED CLASSROM & OFFICE HE 11500 N. MIAMI AVENUE, MIAMI SHORES RM APPROX 50' W & 50' S OF EXISTING SW BUILDING CORNER F -250 WATER: 11' DATE: 01/13/2004 ELEV: N/A SPT NOTE: SURVEY NOT GIVEN UNLESS NOTED: B.E.G: BELOW EXISTING GRADE LOCATIONS ARE APPROX UNLESS STAKED DEPTH SAMPLE BORING NUMBER: PAGE NUMBER: 2 N VALUES BLOWS ON SPT FEET NUMBER VISUAL SOIL CLASSIFICATION /AASHTO M145/ASTMD2487 17 8 White fine medium grained sand 21 8 10 18 11 12 19 31 14 15 20 16 18 21 Boring terminated at 20' 22 23 24 25 26 27 28 29 30 31 32 STANDARD PENETRATION TEST BORING: BLOWS PER FOOT ON 2° O.D. SAMPLER WITH 140 LB. HAMMER FALLING 30° EASTCOAST TESTING & ENGINEERING, INC. 4100 North Powerline Rd. - Suite G -1 Pompano Beach, Florida 33073 Broward (954) 972 -7645 (SOIL) - Dade (305) 947 -4768 - FAX (954)- 971 -8872 4361 Okeechobee Blvd. - Suite A -5 West Palm Beach, Florida 33409 800) 329 -7645 (SOIL) - (561) 471 -8220 SOIL INVESTIGATION AND SAMPLING BY AUGER BORINGS: A.S.T.M. D 1452/STANDARD PENETRATION TEST:ASTM D1586. THE ABOVE TEST BORING WAS CONDUCTED IN ACCORDANCE WITH A.S.T.M. DESIGNATION D - 1586. THE SAMPLES COLLECTED CONSTITUTE A MINUTE PERCENTAGE OF THE SUBSOILS AT THE SITE. AS A MUTUAL PROTECTION THE SOILS WILL BE STORED IN OUR LABORATORY FACILITIES FOR A MAXIMUM OF THREE (3) MONTHS. THE OWNER. ARCHITECT AND /OR ENGINEER ARE ENCOURAGED TO VISUALLY INSPECT SAMPLES PRIOR TO PURCHASE OF PROPERTY AND DESIGN OF THE STRUCTURE. RESPECTFULLY SUBMITTED, EASTCOAST TESTING & ENGINEERING, INC., ZITH, M V ' Le BLANC, V.P. P.E., PRESIDENT LORIDA REGISTRATION #35683 THE INTENT OF THIS REPORT IS NOT FOR ENVIRONMENTAL PURPOSES UNLESS SPECIFIED. AUTHORIZATION FOR PUBLICATION OF STATEMENTS, CONCLUSIONS, CERTIFICATIONS OR EXTRACTS REGARDING THIS OR ANY OTHER TEST REPORT BY THIS FIRM, (ETE) 1S STRICTLY PROHIBITED UNLESS WRITTEN AUTHORIZATION IS PROVIDED AND APPROVED BY EASTCOAST TESTING & ENGINEERING, INC. THRESHOLD /SPECIAL INSPECTIONS, SOIL, BORINGS, DENSITIES, ASPHALT, CONCRETE & GEOTECHNICAL TESTING LABORATORY SITE PLAN gte i �' ='!'!; �IIIII� ;�IIiI! milunr Ekb 93 NEW PARKING SPACES INSTITUTE OF COMMUNITY HEALTH AND NEW CONSTRUCTION • 2 -80 SEAT CLASSROOMS • ADMINSTRATIVE OFFICES REMODEL ec in q • 2 -STORY FACULTY OFFICES FUTURE DEVELOPMENT PHASE II - NEW CONSTRUCTION • AMPITHEATER • CLASSROOMS • MEETING ROOMS • PHYSICAL DIAGNOSTICS LAB PHASE III - NEW CONSTRUCTION • BASIC SCIENCE LAB • GROSS ANATOMY LAB • RESEARCH LABS • FACULTY OFFICES " r O ly wilps et 41 IL ax U NW 1 MINORIT MEDICINE LANDSCAPE NOTE: PROVIDE BASIC LANDSCAPE EOUIRED rOR 'BALDING PERMIT AND 0 coNromA Y0114 ZONING RE REMENTS of THE WLLAGE or MIAMI SHORES ij 'ILG - -r C3 0 •. a . .4 ° t-J 4.% odd 11 I ST -—L' e �� -I�— EXISTING T^ 0 C) PARKING L{1 w0 —EXISTING i Z U) ( cc C) 0 w p . } < 2 o • > cr Fri W L > O z o >. O r • OC U 4 U10: SG MEDICAL SCIENCES • BARRY UNIVERSITY T.Y. LIN INTERNATIONAL /H. J. ROSS PROJECT No. 550433.01 SEWAGE PUMP STATION CALCULATIONS Prepared by T.Y. LIN INTERNATIONAL/H. J. ROSS ASSOCIATES, INC. MAY 2005 POLIDORO AFRICANO, P.E. CIVIL ENGINEER, P.E. No. 40$49 201 ALHAMBRA CIRCLE, SUITE 900 CORAL GABLES, FLORIDA 33134 G�� 4 BARRY UNIVERSITY SG MEDICAL SCIENCES LOA T -581 PUMP SPECIFICATIONS REQUIREMENTS Furnish and install 2 submersible non -clog wastewater pump(s). Each pump shall be equipped with a 4 HP, submersible electric motor connected for operation on 460 volts, 3 phase, 60 hertz, 2 _ wire service, with _ feet of submersible cable (SUBCAB) suitable for submersible pump applications. The power cable shall be sized according to NEC and ICEA standards and also meet with P -MSHA Approval. The pump shall be supplied with a mating cast iron _2 _ inch discharge connection and be capable of delivering 35 _ GPM at _ 90.2 TDH. An additional point on the same curve shall be _20 GPM at _125.7 feet total head. Shut off head shall be _137 feet (minimum). Each pump shall be fitted with _ feet of _6 1/2 R lifting chain or stainless steel cable. The working load of the lifting system shall be 50% greater than the pump unit weight. PUMP DESIGN The pump(s) shall be automatically and firmly connected to the discharge connection, guided by no less than two guide bars extending from the top of the station to the discharge connection. There shall be no need for personnel to enter the wet -well. Sealing of the pumping unit to the discharge connection shall be accomplished by a machined metal to metal watertight contact. Sealing of the discharge interface with a djaphragm, 0-ring or profile gasket will not be acceptable. No portion of the pump shall bear directly on it the sump floor. PUMP CONSTRUCTION Major pump components shall be of gray cast iron, ASTM A-48, Class 35B, with smooth surfaces devoid of blow holes or other irregularities. All exposed nuts or bolts shall be AISI type 304 stainless steel construction. All metal surfaces coming into contact with the pumpage, other than stainless steel or brass, shall be protected by a factory applied spray coating of acrylic dispersion zinc phosphate primer with a polyester resin paint finish on the exterior of the pump. Sealing design shall incorporate metal -to -metal contact between machined surfaces. Critical mating surfaces where watertight sealing is required shall be machined and fitted with Nitrile or Viton rubber 0- rings. Fittings will be the result of controlled compression of rubber 0-rings in two planes and 0-ring contact of four sides without the requirement of a specific torque limit. Rectangular cross sectioned gaskets requiring specific torque limits to achieve compression shall not be considered as adequate or equal. No secondary sealing compounds, elliptical 0-rings, grease or other devices shall be used. COOLING SYSTEM Motors are sufficiently cooled by the surrounding environment or pumped media. A water cooling jacket is not required. CABLE ENTRY SEAL The cable entry seal design shall preclude specific torque requirements to insure a watertight and submersible seal. The cable entry shall consist of a single cylindrical elastomer grommet, flanked by washers, all having a close tolerance fit against the cable outside diameter and the entry inside diameter and compressed by the body containing a strain relief function, separate from the function of sealing the cable. The assembly shall provide ease of changing the cable when necessary using the same entry seal. MOTOR .4 The combined service factor (combined effect of voltage, frequency and specific gravity) shall be a minimum of 1.15. The motor shall have a voltage tolerance of plus or minus 10 %. The motor shall be designed for operation up to 40 °C (104 °F) ambient and with a temperature rise not to exceed 80 °C. A performance chart shall be provided upon request showing curves for torque, current, power factor, input/output kW and efficiency. This chart shall also include data on starting and no -load characteristics. The power cable shall be sized according to the NEC and ICEA standards and shall be of sufficient length to reach the junction box without the need of any splices. The outer jacket of the cable shall be oil resistant chloroprene rubber. The motor and cable shall be capable of continuous submergence underwater without loss of watertight integrity to a depth of 65 feet. The motor horsepower shall be adequate so that the pump is non - overloading throughout the entire pump performance curve from shut -off through run -out. l The pump motor shall be induction type with a squirrel cage rotor, shell type design, housed in an air filled, watertight chamber, NEMA B type. The stator windings and stator leads shall be insulated with moisture resistant Class F insulation rated for 155 °C (311 °F). The stator shall be dipped and baked three times in Class F varnish and shall be heat - shrink fitted into the stator housing. The use of bolts, pins or other fastening devices requiring penetration of the stator housing is not acceptable. The motor shall be designed for continuous duty handling pumped media of 40 °C (104 °F) and capable of up to 15 evenly spaced starts per hour. The rotor bars and short circuit rings shall be made of cast aluminum. Thermal switches set to open at 125 °C (260 °F) shall be embedded in the stator lead coils to monitor the temperature of each phase winding. These thermal switches shall be used in conjunction with and supplemental to external motor overload protection and shall be connected to the control panel. The motor and pump shall be designed and assembled by the same manufacturer. BEARINGS The pump shaft shall rotate on two bearings. Motor bearings shall be permanently grease lubricated. The upper bearing shall be a single deep groove ball bearing. The lower bearing shall be a two row angular contact bearing to compensate for axial thrust and radial forces. Single row lower bearings are not acceptable. MECHANICAL SEAL Each pump shall be provided with a tandem mechanical shaft seal system consisting of two totally independent seal assemblies. The seals shall operate in an lubricant reservoir that hydrodynamically lubricates the lapped seal faces at a constant rate. The lower, primary seal unit, located between the pump and the lubricant chamber, shall contain one stationary and one positively driven rotating tungsten- carbide ring. The upper, secondary seal unit, located between the lubricant chamber and the motor housing, shall contain one stationary ceramic seal ring and one positively driven rotating carbon seal ring. Each seal interface shall be held in contact by its own spring system. The seals shall require neither maintenance nor adjustment nor depend on direction of rotation for sealing. The position of both mechanical seals shall depend on the shaft. Mounting of the lower mechanical seal on the impeller hub will not be acceptable. For special applications, other seal face materials shall be available. The following seal types shall not be considered acceptable nor equal to the dual independent seal specified: shaft seals without positively driven rotating members, or conventional double mechanical seals containing either a common single or double spring acting between the upper and lower seal faces. Cartridge type systems will not be acceptable. No system requiring a pressure differential to offset pressure and to effect sealing shall be used. Each pump shall be provided with an lubricant chamber for the shaft sealing system. The lubricant chamber shall be designed to prevent overfilling and to provide lubricant expansion capacity. The drain and inspection plug, with positive anti -leak seal shall be easily accessible from the outside. The seal system shall not rely upon the pumped media for lubrication. The motor shall be able to operate dry without damage while pumping under Toad. Seal lubricant shall be FDA Approved, nontoxic. PUMP SHAFT Pump and motor shaft shall be the same unit. The pump shaft is an extension of the motor shaft. Couplings shall not be acceptable. The pump shaft shall be AISI type 431 stainless steel. If a shaft material of lower quality than 431 stainless steel is used, a shaft sleeve of 431 stainless steel is used to protect the shaft material. However, shaft sleeves only protect the shaft around the lower mechanical seal. No protection is provided in the lubricant housing and above. Therefore, the use of stainless steel sleeves will not be considered equal to stainless steel shafts. IMPELLER The impeller(s) shall be of gray cast iron, Class 35B, dynamically balanced, double shrouded non - clogging design having a long throughlet without acute turns. The impeller(s) shall be capable of handling solids, fibrous materials, heavy sludge and other matter found in wastewater. Whenever possible, a full vaned, not vortex, impeller shall be used for maximum hydraulic efficiency; thus, reducing operating costs. Mass moment of inertia calculations shall be provided by the pump manufacturer upon request. Impeller(s) shall be, retained with an alien head bolt and shall be capable of passing a minimum _ inch diameter solid. All impellers shall be coated with acrylic dispersion zinc phosphate primer. WEAR RINGS A wear ring system shall be used to provide efficient sealing between the volute and suction inlet of the impellers. The wear ring shall be stationary and made of brass, which is drive fitted to the volute inlet. VOLUTE Pump volute(s) shall be single -piece gray cast iron, Class 35, non - concentric design with smooth passages large enough to pass any solids that may enter the impeller. Minimum inlet and discharge size shall be as specified. PROTECTION All stators shall incorporate thermal switches in series to monitor the temperature of each phase winding. At 125 °C (260 °F) the thermal switches shall open, stop the motor and activate an alarm. A leakage sensor shall be available as an option to detect water in the stator chamber. The Float Leakage Sensor (FLS) is a small float switch used to detect the presence of water in the stator chamber. When activated, the FLS will stop the motor and send an alarm both local and /or remote. USE OF VOLTAGE SENSITIVE SOLID STATE SENSORS AND TRIP TEMPERATURE ABOVE 125 °C (260 °F) SHALL NOT BE ALLOWED. The thermal switches and FLS shall be connected to a Mini CAS (Control and Status) monitoring unit. The Mini CAS shall be designed to be mounted in any control panel. Project No. 130000 Date: May 6, 2005 Sewage Flow Determination per SFBC Chapter 46 , Section 4615, Table 46 -Q FLOW CALCULATIONS: 1. AVERAGE DAILY FLOW (ADF) 2. PEAK HOUR FLOW 7920.6 gpd x 3. DESIGN MINIMUM FLOW: 20% Design Flow 7920.6 gpd x 0.2 Pump Cycle > 6.0 minutes GRADUATE STUDENTS: 570 students x 10 gpd per student = 5,700 STAFF AND TEACHERS: 91 staff x 15 gpd per staff = 1,365 OFFICE SPACE: 8556 sq. feet x 10 gpd per 100 s.f. = 856 TOTAL PROJECTED FLOW (GPD)= 7,921 1440 1440 PUMP STATION DESIGN BARRY UNIVERSITY SG MEDICAL SCIENCES LOA T -581 n Peak Factor = 3.9 3.9 PUMP CYCLE CALCULATIONS: Wet Well Dimensions, (Diameter)= 5.0 feet X- section Area of Wet Well = 19.63 s.f. Wet Well Volume per foot of Storage = 147 gallons /ft. Required Storage to meet Criteria 3 Vol. = Qpeak x 6.0 min. 4 Computed storage depth (Pumps OFF to Lead Pump ON) = 0.29 feet Computed storage volume (Pumps OFF to Lead Pump ON) = 43 gallons 1 ADF = 7921 gpd ADF = 6 gpm 1 PHF = 21 gpm DMF = 1 gpm Pump Cycle Criteria: for preliminary calculations assume Q = PHF 1. Minimum Pump Run Time: 2.5 minutes (per pump manufacturer) 2. Cycle Time at Average Conditions: range from 2 cycles per hour to 10 cycles per hour. 3. DERM required storage (V = Qt/4): 6 minutes or greater for motors < 50 HP Prep. By: J. Messerian Check By: Pol Africano From Ten States Standards, Fig. 1 Required Storage to meet Criteria 1 Vol. = Qpeak x 2.5 minutes Vol. = 43 gallons Required Storage to meet Criteria 2 Vol. = (60 min. / Cycle Rate) Vol. = 31 gallons Use a Cycle Rate of 8 cycles per hour 1 + 1 ADF (Qpeak - ADF Vol. = 32 gallons PAGE 1 of 5 Project No. 130000 Date: May 6, 2005 OF Force Main Data: Discharge Pipe: PVC Nominal = 2 inch Inside Diameter= 2.00 inches Length = 15.7 feet C= Force Main: DIP Nominal = 3 inch Inside Diameter = 3.00 inches Length = 32.0 feet C = 120 Fittings 3 -90 deg. El. 1 -Plug Valve 1 -Tee Line Flow 1 -Tee Branch Flow 1 -Check Valve Total = Total Length = Length in DIP = Total Equiv Length 21.0 feet 80.0 feet 23.0 feet 7.0 feet 29.5 feet 160.5 feet 176.2 feet 1269.0 feet alent Length of Force Main = Static Head Max. Head 3.85 feet Min. Head 2.90 feet System Curves: PUMP STATION DESIGN BARRY UNIVERSITY SG MEDICAL SCIENCES LOA T -581 1330 feet Fittings 1- Enlarger 2 -45 deg. El. 0 -90 deg. El. 0 -Tee 2 -Gate Valve Equiv. Length 13.0 feet 10.4 feet 0.0 feet 0.0 feet 5.4 feet Total = 28.8 feet Total Length = 61 feet CONTROL ELEVATIONS: Top Wet Well Elevation = High Point On Force Main = Influent Invert Elev = High Level Alarm Elev. = Lag Pump On Elev = Lead Pump On Elev.= Computed Pump On Elev. = Design Pump Off Elev.= Bottom Wet Well Elev. = 11.80 feet 8.00 feet 6.60 feet 6.60 feet 6.10 feet 5.10 feet 4.44 feet 4.15 feet 2.65 feet Prep. By: J. Messerian Check By: Pol Africano PAGE 2 of 5 Pressure Head @ P.O.C. - Flow, gpm Max. Head Min. Head 40.0 136.1 feet 79.6 feet 23.1 feet Average Project No. 130000 Date: May 6, 2005 OF Force Main Data: Discharge Pipe: PVC Nominal = 2 inch Inside Diameter= 2.00 inches Length = 15.7 feet C= Force Main: DIP Nominal = 3 inch Inside Diameter = 3.00 inches Length = 32.0 feet C = 120 Fittings 3 -90 deg. El. 1 -Plug Valve 1 -Tee Line Flow 1 -Tee Branch Flow 1 -Check Valve Total = Total Length = Length in DIP = Total Equiv Length 21.0 feet 80.0 feet 23.0 feet 7.0 feet 29.5 feet 160.5 feet 176.2 feet 1269.0 feet alent Length of Force Main = Static Head Max. Head 3.85 feet Min. Head 2.90 feet System Curves: PUMP STATION DESIGN BARRY UNIVERSITY SG MEDICAL SCIENCES LOA T -581 1330 feet Fittings 1- Enlarger 2 -45 deg. El. 0 -90 deg. El. 0 -Tee 2 -Gate Valve Equiv. Length 13.0 feet 10.4 feet 0.0 feet 0.0 feet 5.4 feet Total = 28.8 feet Total Length = 61 feet CONTROL ELEVATIONS: Top Wet Well Elevation = High Point On Force Main = Influent Invert Elev = High Level Alarm Elev. = Lag Pump On Elev = Lead Pump On Elev.= Computed Pump On Elev. = Design Pump Off Elev.= Bottom Wet Well Elev. = 11.80 feet 8.00 feet 6.60 feet 6.60 feet 6.10 feet 5.10 feet 4.44 feet 4.15 feet 2.65 feet Prep. By: J. Messerian Check By: Pol Africano PAGE 2 of 5 Total Dynamic Head Flow gpm Friction Head Velocity fps Max. T.D.H. feet Min. T.D.H. feet Avg. T.D.H. feet 0 0.00 O N ti O 7 CO co. O M� ti O 'd' . . . . . . . . . . . . . . O O O O O .- r- ,- N- N N N N M M 83.5 2.9 43.2 5 0.18 83.6 3.1 43.4 10 0.66 84.1 3.6 43.8 15 1.41 84.9 4.3 44.6 20 2.40 85.9 5.3 45.6 25 3.63 87.1 6.5 46.8 30 5.09 88.5 8.0 48.3 35 6.77 90.2 9.7 49.9 40 8.67 92.1 11.6 51.8 45 10.78 94.2 13.7 54.0 50 13.10 96.5 16.0 56.3 55 15.63 99.1 18.5 58.8 60 18.36 101.8 21.3 61.5 65 21.30 104.7 24.2 64.5 75 27.76 111.2 30.7 70.9 Project No. 130000 Date: May 6, 2005 OF Force Main Data: Discharge Pipe: PVC Nominal = 2 inch Inside Diameter= 2.00 inches Length = 15.7 feet C= Force Main: DIP Nominal = 3 inch Inside Diameter = 3.00 inches Length = 32.0 feet C = 120 Fittings 3 -90 deg. El. 1 -Plug Valve 1 -Tee Line Flow 1 -Tee Branch Flow 1 -Check Valve Total = Total Length = Length in DIP = Total Equiv Length 21.0 feet 80.0 feet 23.0 feet 7.0 feet 29.5 feet 160.5 feet 176.2 feet 1269.0 feet alent Length of Force Main = Static Head Max. Head 3.85 feet Min. Head 2.90 feet System Curves: PUMP STATION DESIGN BARRY UNIVERSITY SG MEDICAL SCIENCES LOA T -581 1330 feet Fittings 1- Enlarger 2 -45 deg. El. 0 -90 deg. El. 0 -Tee 2 -Gate Valve Equiv. Length 13.0 feet 10.4 feet 0.0 feet 0.0 feet 5.4 feet Total = 28.8 feet Total Length = 61 feet CONTROL ELEVATIONS: Top Wet Well Elevation = High Point On Force Main = Influent Invert Elev = High Level Alarm Elev. = Lag Pump On Elev = Lead Pump On Elev.= Computed Pump On Elev. = Design Pump Off Elev.= Bottom Wet Well Elev. = 11.80 feet 8.00 feet 6.60 feet 6.60 feet 6.10 feet 5.10 feet 4.44 feet 4.15 feet 2.65 feet Prep. By: J. Messerian Check By: Pol Africano PAGE 2 of 5 Pump Curve Flow gpm Total Head 0 137.7 5 134.8 10 131.3 15 128.4 20 125.7 25 121.1 30 110.9 35 80.0 36 33.8 36.1 16.5 36.1 10.0 Project No. 130000 Date: May 6, 2005 4 Pump Curve: Manufacturer: Model: Impeller No. : Motor: Imp. Diameter: Discharge: Min. 2.0 minutes Check NAPOT: Max. 10 hrs /day Flygt MP 3085.172 252 15 -09 -2G L 160 mm 1.5 Motor Horsepower: 4 Motor Speed: 3435 rpm Voltage: 460 Cycle: 60 Hz Phase: 3 Curve date: 5/6/05 Check Cycle: Qpeak = ADF: PHF: Actual Storage Depth: Actual Storage Volume: Criteria 2: Cycle Rate = 2.0 - 10.0 cycles /hrs Criteria 3: Pump Cycle = 4 x Vol. Min. 6.0 min /cycle Qpeak PUMP STATION DESIGN BARRY UNIVERSITY SG MEDICAL SCIENCES LOA T -581 35 gpm 6 gpm 21 gpm 0.95 feet 140 gallons Criteria 1: Minimum Pump Run Time = Vol• / Qpeak 60 min. Vol. + Vol. ADF ( Qpeak - ADF FROM PUMP CURVE Prep. By: J. Messerian Check By: Pol Africano Time = 3.99 min. Cycle Rate = 2.0 cycles /hr. Pump Cycle = 30 min. /cycle Pump Cycle = 16 min. /cycle NAPOT = Cycle rate x 24 hrs /day x Min. Pump Run Time = 3.2 hrs /day 60 min /hr. PAGE 3 of 5 Operating Points Maximum Minimum Pump Rate, gpm 35.0 36.0 T.D.H., feet 90.2 10.0 Velocity, fps 1.6 1.6 Project No. 130000 Date: May 6, 2005 4 Pump Curve: Manufacturer: Model: Impeller No. : Motor: Imp. Diameter: Discharge: Min. 2.0 minutes Check NAPOT: Max. 10 hrs /day Flygt MP 3085.172 252 15 -09 -2G L 160 mm 1.5 Motor Horsepower: 4 Motor Speed: 3435 rpm Voltage: 460 Cycle: 60 Hz Phase: 3 Curve date: 5/6/05 Check Cycle: Qpeak = ADF: PHF: Actual Storage Depth: Actual Storage Volume: Criteria 2: Cycle Rate = 2.0 - 10.0 cycles /hrs Criteria 3: Pump Cycle = 4 x Vol. Min. 6.0 min /cycle Qpeak PUMP STATION DESIGN BARRY UNIVERSITY SG MEDICAL SCIENCES LOA T -581 35 gpm 6 gpm 21 gpm 0.95 feet 140 gallons Criteria 1: Minimum Pump Run Time = Vol• / Qpeak 60 min. Vol. + Vol. ADF ( Qpeak - ADF FROM PUMP CURVE Prep. By: J. Messerian Check By: Pol Africano Time = 3.99 min. Cycle Rate = 2.0 cycles /hr. Pump Cycle = 30 min. /cycle Pump Cycle = 16 min. /cycle NAPOT = Cycle rate x 24 hrs /day x Min. Pump Run Time = 3.2 hrs /day 60 min /hr. PAGE 3 of 5 Wet Well Dimension = Wall Thickness = Wall Depth = Wall Area = Weight of Wet Well = 5.0 ft. 6.0 in. 8.3 ft. 8.6 ft 10778 lbs. Top Slab Area = Hatch Area = Slab Thickness = Weight of T. Slab = 28.27 ft 12.00 ft 10.0 in. 2034 lbs. Bottom Slab Lip = Slab Thickness = Bottom Slab Area = Weight of B. Slab = 6.0 in. 12.0 in. 38.48 ft 5773 lbs. Ballast O.D. = Thickness = Weight of Ballast = 0.0 ft. 0.0 ft. 0 lbs. Soil Overburden Area = Soil Overburden Net Volume = Weight of O.B. = 10.21 ft 93.42 ft 5372 lbs. Downward Force W (w/ top slab) = 23956 lbs. Downward Force W (w /o top slab) = 21922 lbs. Project No. 130000 Date: 06- May -05 CONTROL ELEVATIONS: Top Slab Elevation = 11.80 ft. High Point On Force Main = 8.00 ft. Influent Invert Elev = 6.60 ft. Lag Pump On Elev = 6.10 ft. Lead Pump On Elev.= 5.10 ft. Low Level Alarm Elev. = ft. Design Pump Off Elev.= 4.15 ft. Bottom Slab Elev. = 2.65 ft. FLOTATION CALCULATIONS: Flotation (F) = Bouyancy (B) - Structure Wgt. (W) Downward Forces (W) : PUMP STATION DESIGN BARRY UNIVERSITY SG MEDICAL SCIENCES LOA T -581 Total Upward Forces (B) : Water Displaced Depth in feet from top slab to SHW: Tank Displacement = Slab Displacement = 4.00 feet 146 ft 38 ft Total Upward Force B = 11,506 Ibs Safety Factor (w/ top slab) = 2.08 Safety Factor (w /o top slab) = 1.91 Therefore O.K. 5' Dia. Wet Well 6.0 feet O.D. Based on: 150 pcf for Concrete Based on: 120 pcf for Soil Based on: 62.5 pcf for Water F = B - W = -12450 Ibs F= B -W= -10416 lbs Prep. By: J. Messerian Check By: A. Canal PAGE 4 of 5 160 140 120 100 0 d 80 G 60 40 20 0 0 10 SYSTEM CURVES vs. PUMP PERFORMANCE CURVE 20 30 Flow ?gpm) Max. Operating Point Q= 35 gpm @ H =90.2 ft 50 60 70 80 --} -Max. T.D.H. -U --Min. T.D.H. —4 -Flygt MP 3085.172 252 -+ -Avg. T.D.H. Page 5 of 5 irimar PERFORMANCE CURVE PRODUCT MF3085.172 HT DATE 2005 - 05 - 10 PROJECT CURVE NO 63- 252 -00 -2360 ISSUE 3 POWER FACTOR EFFICIENCY MOTOR DATA 1/1 -LOAD 0.92 81.0 % - -- 3/4 -LOAD 0.89 82.5 % - -- 1/2 -LOAD 0.83 81.0 % - -- RATED POWER 4 hp STARTING CURRENT ... 30 A RATED CURRENT ... 5.0 A RATED SPEED TOT.MOM.OF 3435 rpm INERTIA --- NO. OF BLADES 6 IMPELLER DIAMETER 160 mm MOTOR # STATOR 15- 09 -2AL 34Y REV 10 COMMENTS INLET /OUTLET - / 40 mm FRED. 60 Hz PHASES 3 VOLTAGE 460 V POLES 2 IMP. THROUGHLET GEARTYPE RATIO - -- -- T [hp] 4.0 CC 3.5 W O 3.0 2.5 _ /ERALL EFF. 0 INPUT POWER )MP EFF. * SHAFT POWEF — 6 a DUTY -POINT FLOW[USgpm] HEAD[ft] POWER [hp] EFF [ %] NPSHre[ft] 0 B.E.P. 29.8 112 4.31 ( 3.54) 19.5 (23.8) [ft] z O a - u: LL W 120 co W m r EFF. 100 [ %] 40 0 80 Q W 2 60 30 20 40 C ` 10 20 i`' 0 0 0 5 10 15 20 25 30 35 [USgpm] FLOW P with clear water and ambient temp 40 °C >� z CURVE 0 N O 0 N _ O 0) } J LL E General Guide Specification SECTION 7 SUPERSEDES 5/96 PAGE , 1 ISSUED 5/97 GENERAL The general guide specifications is intended to cover the items applying to all ITT Flygt pumps for this project. Pump specifications follow the general section. Thus; Quality, Technical Support, Testing, and Experience apply to all ITT Flygt pumps for this project. SCOPE The specifications shall govem all work necessaryto furnish, install and place into operation the electrical submersible pump(s) required to complete this project. This section includes electric submersible pump(s) to be supplied with motor, close coupled volute, cast iron discharge elbow, guide bar brackets, power cable and accessories. The pumps are available for wet pit (CP), dry pit (CT) and portable (CS) installations. QUALITY ASSURANCE The pump(s) shall be heavy duty, electric submersible, centrifugal non -clog units designed for handling raw, unscreened sewage and wastewater and shall be fully guaranteed for this use. The pumps provided shall be capable of operating in an ambient liquid temperature of 104 DEGREES F. Since the high temperature of 104 DEGREES F is specified by the National Electrical Manufacturers Association (NEMA) and Factory Mutual (FM), motors with a maximum ambient temperature rating below 104 DEGREES F shall not be acceptable. The pump and motor unit shall be suitable for continuous operation at full nameplate load while the motor is completely submerged, partially submerged or totally non - submerged. The use of shower systems, secondary pumps or cooling fans to cool the motor shall not be acceptable. The pump, mechanical seals and motor units provided under this specification shall be from the same manufacturer in order to achieve standardization of operation, maintenance, spare parts, manufacturer's service and warranty. SUBMITTALS Submittal data shall be provided to show compliance with these specifications, plans or other specifications that will influence the proper operation of the pump(s). Standard submittal data for approval must consist of: a. b. c. d. e. f. Pump Performance Curves. Pump Outline Drawing. Station Drawing for Accessories. Electrical Motor Data. Control Drawing and Data. Access Frame Drawing. g. Typical Installation Guides. h. Technical Manuals. Parts List. j. Printed Warranty. k. Manufacturer's Equipment Storage Recommendations. Manufacturer's Standard Recommended Start-Up Report Form. Lack of the above requested submittal data is cause for rejection. TESTING Testing performed upon each pump shall include the following inspections: a. Impeller, motor rating and electrical connections shall be checked for compliance with this specifi- cation. b. Prior to submergence, each pump shall be run dry to establish correct rotation. c. Each pump shall be run submerged in water. d. Motor and cable insulation shall be tested for moisture content or insulation defects. Upon request, awritten quality assurance record confirming the above testing/inspections shall be supplied with each pump at the time of shipment. Each pump (when specified) shall be tested in accordance with the latest test code of the Hydraulic Institute (H.I.) at the manufacturer to determine head vs. capacity and kilowatt draw required. Witness tests shall be available at the factory upon request. The pump(s) shall be rejected if the above requirements are not satisfied. START -UP SERVICE The equipment manufacturer shall furnish the services of a qualified factory trained field service engineer for _ 8 -hour working day(s) at the site to inspect the installation and instruct the owner's personnel on the operation and maintenance of the pumping units. After the pumps have been completely installed and wired, the contractor shall have the manufacturer do the following: a. Megger stator and power cables. SECTION PAGE 2 ISSUED SUPERSEDES 5/97 5/96 7 General Guide Specification b. Check seal lubrication. c. Check for proper rotation. d. Check power supply voltage. e. Measure motor operating load and no load current. f. Check level control operation and sequence. IENCE mp manufacturer shall have a minimum of 10,000 uty submersible wastewater pumps installed and ng for no less than 5 years in the United States. FACTURERS The pump, mechanical seals and motor shall be from the same manufacturer. The pump, mechanical seals and motor manufacturer shall be ITT Flygt. (CATIONS: The pump system including the pump, motor and power cable shall be approved for use in areas classified as hazardous locations in accordance with the NEC Class I, Div. 1, Group C and D service as determined and approved by a U.S. nationally recognized testing laboratory (U.L., FM, CSA) at the time of the bidding of the project. As required by Factory Mutual (FM) the motor shall be capable of operating in pumped media up to 104 DEGREES F. Motor thermal switches shall monitor and protect the motor from excessive temperature. An internal Float Switch shall be available, as an option, in the motor chamber. Service of explosion -proof submersible units shall be performed by qualified FM experi- enced personnel. The pump manufacturer must provide training schools to qualify personnel in the proper service and repair of explosion - proof pumps. b. DRY PIT INSTALLATION (CT): Motor cooling shall be sufficient for continuous op- eration under full nameplate load in a dry environ- ment. The pump(s) shall be capable of handling pumped media up to 104 DEGREES F. OIL FILLED MOTORS - Since the complete motor requires total oil immersion for adequate heat dissi- pation, oil filled motors shall not be considered for dry pit installations. DRY TYPE - EXTERNAL FAN COOLED MOTORS - When external fan cooling is required, two SEPARATE motors are required one for the pump and one for the fan. This results in higher input power, increased operating costs and possible fan motor failure. A submersible pump is used for dry pit installation because of the high possibility of flooding. If the fan motor is operating when submerged, the down thrust developed will damage the fan motor. A pump motor of about 200 HP DEPENDS on the performance of a 3 HP fan motor. Thus, air cooled fans shall not be considered for dry pit installations. During this initial inspection, the manufacturer's service representative shall review recommended operation and maintenance procedures with the owner's personnel. FACTORY SERVICE Factory- Approved service facilities with qualified factory- trained mechanics shall be available for prompt emergency and routine service. GUARANTEE See individual market sector Warranty policies as presented under General Information in this catalog. The warranty shall be in printed form and previously published as the manufacturer's standard warranty for all similar units manufactured. EXPER The pu heavy -d operatin a. b. MODIF EXPLOSION -PROOF PUMPS (X): a. General Guide Specification SECTION 7 SUPERSEDES 5/96 PAGE 3 ISSUED 5/97 c. WARM LIQUID APPLICATIONS (WL): Higher temperature units shall be available for pumped media temperatures of 140 °F, 160 °F and 195 °F. Alternative cable, O- rings, seal materials, etc. may be used for the higher temperature applications. On certain pump models and for some higher temperatures, an external source of cooling water may be required. d. STAINLESS STEEL PUMPS (SS): Complete pump models shall be available in stainless steel. In addition, pump portions including impeller, volute, hydraulic end and motor shall be available in stainless steel. The pump models shall be capable of handling pumped media up to 104 DEGREES F. e. ALUMINUM BRONZE PUMPS (B): Complete pump models shall be available in aluminum bronze. For adequate motor cooling, there shall be a water jacket with all aluminum bronze models. The pump models shall be capable of handling pumped media up to 104 DEGREES F. M -3085 Submersible Wastewater Grinder Pump Design Features: A Junction Chamber: The junction box is completely sealed off from the surrounding liquid and incorporates separate gland assembly with strain relief clamp. B Motor: Squirrel cage induction motor NEMA type B. Class F (155 °C) insulated stator winding. Capable of starting up to 15 times/hour (max.). Cooling: Motor casings with integral cooling ribs for maximum heat dissipation. C Pump /motor shaft: Common pump /motor shaft and compact seal design permit short overhang minimizing shaft deflection. D Shaft mounting: Robust maintenance free design, comprising pre - greased ball bearings. E Shaft sealing: Two independent mechanical face seals assembled in tandem provide reliable and durable sealing performance and maximum resistance to abrasion and thermal shock. SECTION 9 G Pump Volute: Volute incorporates replaceable hardened cutting ring at the inlet. 1 SUPERSEDES ISSUED 6/90 6/94 F Oil Casing: Oil filled housing for lubricating and cooling mechanical seal units provides an additional leakage barrier. H Impeller: Multi -vane semi -open impeller with replaceable cutting head. Grinder Pump: 3.0 HP 30 and 2.0 HP 10 Available in the following configurations: Type MP - Wet pit installation. Pump lowered via guide bars to automatically connect to a permanently mounted discharge connection. Type MH - Suspended in sump or basin with a quick disconnect and integral non - return valve. Type MF - Portable, free standing. For pipeline connection in restricted sumps. Application: The M -3085 is designed for residential and commercial wastewater. PAGE 4\ NOM. SIZE VERSION DIMENSIONAL CHART A B C D E F G H J K L M N P R S T U V 2" HT 1 4 4 4i 24 54 81 3 171 24 94 181 5i 5i 5i 19i 12i 6 4 154 NOM. WEIGHT(Les) SIZE VERSION PUMP DISCH 2" HT 105 15 M P -3085 Section 9 I OUTLINE DIMENSIONS 'Issued: 2/96 'Supersedes: 6/94 OO a GUIDE BAR (2x) (SCHEDULE 40 PIPE) 8 (NOT BY ITT FLYGT, CUT TO LENGTH AT ASS'Y) DISCH. D A U VIEW n � N REF. LINE O� REF. LINE O3 —B ALL DIMENSIONS IN INCHES R K TYPICAL SIMPLEX TYPICAL DUPLEX POWER CABLE H MIN. LIQUID LEVEL J T L 2 DIA. ANCHOR BOLT (4x) ACCESS COVER REF. LINE O� (CLEAR INSIDE EDGE) V MIN. o NOTES: 1. DIM. TO ENDS OF GUIDE BARS. 2. REPRESENTS CLEAR INSIDE EDGE OF ACCESS FRAME OR OPENING. 3. SEE STATION DWGS FOR COMPLETE INSTALLATION DIMENSIONS. 8 J • • • D • M -3085 Section 9 I rPil 1 Basic Arrangements I Issued: 6/94 I Supersedes: Type MP SECTION A - A TYPICAL SIMPLEX Ty GATE & CHECK VALVE INSIDE INST. DISCH. (CPTIDNAL) { 4f SECTION A - A TYPICAL DUPLEX ALARM UGHT POWER tSISpEENSOR C STALLAATION POWER -1111 O UN E SEND DUI i i OUR & CAN NS CONDUIT CABLES UNDER P DISCHARGE � - . l ALARM ON A LA P MP ON� +INFLUENT LEAD PUMP ON PUMP OFF DISCHARGE MOVNTNG PLATE SECTION A - A TYPICAL SIMPLEX GG U RR N pp D UU E tt R �� OISCJ1ARCE (Fiberglass or Steel) ALARM UGHT GATE & CHECK VALVE INSIDE INST. DISCH. (OPTIONAL) POWER & SENSOR • CABLE INSIDE Tf INSTALLATION H SECTION A - A TYPICAL SIMPLEX I INFLUENT + SECTION A - A TYPICAL DUPLEX POWER & SENSOR CABLES TO UNDERGROUND CONDUIT ALARM ON 1 LAG PUMP ON A +INFLUENT LEAD PUMP ON PUMP OFF SECTION A - A TYPICAL DUPLEX ALARM UGHT CAE INSIDE SOU NSTALLATION A8- 6• DIA POWER & SENSOR CABLES TO UNDERGROUND CONDUIT UNDER GROUND DISCHARGE A ALARM CH LAG PUMP CH LEAD PUMP ON MP OFT DIMENSIONAL CHART NOM. SIZE VERSION STATION COVER A B C D F G H R S T U C V M W P L SIZE V W X Y Z AD 2" HT 14 4 4i 21 81 4 30 27 12i 124 60 81 6 8 FAPS -34 x 31 30 41 15 30 44 3 DIMENSIONAL CHART NOM. SIZE VERSION STATION COVER A B C D F G H R S T U CV MW SIZE V W X Y Z AD 2" HT 14 4 4# 21 81 1 22 22 71 7i 60 8/ 6 FAPS-27x 25 24 35 12 24 37 3 M P -3085 Section 9 I Lift Station Dimensions 'Issued: 2/96 (Supersedes: 6/94 —I T S G GROUT CIRCLE Simplex 2" TYP© 2" TYP. ZOO TOP VIEW ALL DIMENSIONS IN INCHES Duplex —G GROUT CIRCLE Z TOP VIEW ALL DIMENSIONS IN INCHES CABLE HOLDER R FURTHEST PROTRUSION OF ACCESS FRAME FROM CENTER, OF PIT. CABLE HOLDER Tv w x H DIA. GROUT CIRC REF OINT PIT, PUMP, & UPPER GUIDE BAR BRACKET H DIA. GROUT CIRCLE REF. POINT PIT R FURTHEST PROTRUSION OF ACCESS FRAME FROM CENTER OF PIT. CLEAR INSIDE EDGE OF ACCESS FRAME ANCHOR BOLT (4x) PIT BASE SECTION CLEAR INSIDE EDGE 0 FRAME Q !IT BASE SECTION ANCHOR C BOLT (8x) PL PUMP AND UPPER GUIDE BAR BRACKET (•) 13 t BARRY UNIVERSITY SG MEDICAL SCIENCES T.Y. LIN INTERNATIONAL /H. J. ROSS PROJECT No. 550433.01 DRAINAGE CALCULATIONS FRENCH DRAINS 1 Prepared by T.Y. LIN INTERNATIONAL /H. J. ROSS ASSOCIATES, INC. MAY 2005 POLIDORO AFRICANO, P.E. CIVIL ENGINEER, P.E. No. 40849 201 ALHAMBRA CIRCLE, SUITE 900 CORAL GABLES, FLORIDA 33134 BARRY UNIVERSITY SG MEDICAL SCIENCES 140 N.W. 115th STREET MIAMI SHORES, FLORIDA DRAINAGE CALCULATIONS FRENCH DRAINS SUMMARY French Drain Catch Basin Impervious Pervious Length Maximum Provided (R.E.) (Acres) (Acres) Required Overflow Length (Feet) (Feet) (CFS) (Overflow= 0.00) (Feet) FD -1 10.50 0.52 0.69 89/9 0.98 135 FD -2 10.85 0.39 0.18 46.80 0.84 85 FD -3 11.00 0.20 0.32 28.29 0.34 45 FD-4 11.00 0.16 0.09 19.86 0.34 35 FD -5 11.00 0.25 0.12 29.91 0.54 55 FD -6 11.00 0.24 0.12 28.98 0.51 55 FD -7 11.00 0.25 0.18 33.18 0.52 55 465 t I FD-7 A7: 0.43 ACRES FD -6 A6: 0.36 ACRES BARRY UNIVERSITY SG MEDICAL SCIENCES T.Y. LIN INTERNATIONAL /H.J. ROSS PROJECT No. 550433.01 DRAINAGE CALCULATIONS TRIBUTARY AREAS MAY 2005 NW 115th St. FD-5 A5: 0.37 ACRES FD -3 A3: 0.39 ACRES: FD -1 M: 1.21 ACRES b Col FD -4 A4: 0.25 ACRES NEW SCHOOL;t.G GRADUATE ML�ICRL'S .IENCES F 4 F0 -2 A2: 0.57 ACRES NW 115th St. 4100 North Powerline Rd. - Suite G -1 Pompano Beach, Florida 33073 Broward (954) 972 -7645 (SOIL) - Dade (305) 947 -4768 Facsimile No 954 II • •g JANUARY 2 , TEST REPORT OF : CLIENT : ENGINEER PROJECT : TESTED BY : RESULTS OF TEST TEST LOCATION: Soils Descriptions: DEPTHS 0.0- 1.0' 1.0- 2.0' 2.0- 4.0' 4.0- 8.0' 8.0 -10.0' WHITE FINE- MEDIUM GRAINED SAND LITTLE LIMEROCK LIGHT GRAY FINE- MEDIUM GRAINED SAND GRAY BROWN FINE GRAINED SAND TRACE OF ROOT VERY PALE BROWN -PALE BROWN FINE - MEDIUM GRAINED SAND VERY PALE BR OWN FINE - MEDIUM GRAINED SAND ) Depth of Test Hole 10.0 ft. Water Table 9.0 ft. DEPTH of GROUND WATER TABLE : +/ -9.0' Feet Below Existing Grade TIME TOTAL FLOW GALLONS G.P.M. 10 MINUTES 83.5 Gallons 8.35 AVERAGE CUBIC FEET/ SECOND HYDRAULIC CONDUCTIVITY : Respectfully Submitted By EASTCOA T STI G NG!NEERING, INC. 44 / D Le-Bla c, V. ., P.E. arg S. Smith, President - tate of Florida # 35683 Special Inspector #1177 Ao8WLAB 2400273EX8.CS EASTCOAST TESTING & ENGINEERING, INC. 971 -8872 S. F. W. M. D. Exfiltration (FDOT Usual Open Hole) BARRY UNIVERSITY HARPER PARTNERS PROPOSED DRAINAGE FOR BARRY UNIVERSITY MIAMI, FLORIDA HAROLD E. & RALSTON M. ON JANUARY 14, 2004 4361 Okeechobee Blvd. - Suite A -5 West Palm Beach, Florida 33409 (800) 329 -7645 (SOIL) - (561) 471 -8220 Exfiltration B: APPROXIMATELY (N.NORTH EAST PARKING LOT - AS LOCATED ON PLANS) Q= 0.0186031 K= 0.00023391 K= 2.3391 X 10 ^ -4 CFS/FTA2/FT.HEAD T.Y. LIN INTERNATIONAL / H.J. ROSS DRAINAGE CALCULATIONS FRENCH DRAIN -1 Lowest Gmd. Elev. for Prop. Exfil. Trench = 10.50 ft. NGVD. Lowest Existing Grate Elevation = 1050 ft. NGVD. Width Proposed Exfiltration Trench: Existing Exfdtration Trench: FD -1 • BARRY UNIVERSITY - SG MEDICAL SCIENCES Total Drainage Area = 1.210 acres. Impervious Area = 0.520 acres. Pervious Area = 0.690 acres. Top Elevation GWT Inv. Elevation Bottom Elevation Top Elevation = 9.50 ft. NGVD. GWT = 3.000 ft. NGVD. Pipe Diameter = 18 inches Inv. Elevation = 3.00 ft. NGVD. Bottom Elevation = -0.50 it NGVD. Width = 4.00 feet. Weir Elevation = n/a ft. NGVD. Top Elevation = n/a ft. NGVD GWT = n/a ft. NGVD Pipe Diameter = n/a inches Inv. Elevation = n/a ft. NGVD Bottom Elevation = n/a it NGVD Width = n/a feet. Length = n/a feet. Assumed Usage = 0 percent Weighted k = 2.34E -04 cfs/sf -ft of head. Safety Factor = 2 DESIGN STORM FREQUENCY (YEARS): 5 MINIMUM TIME OF CONCENTRATION (MINUTES): 10.00 (C = 0.90 ) (C = 0.20 ) 5/10/2005 BARRY UNIVERSITY - SG MEDICAL SCIENCES FD -1 TOTAL DRAINAGE AREA = TOTAL IMPERVIOUS DRAINAGE AREA = IMPERVIOUS RUNOFF COEFFICIENT = TOTAL PERVIOUS DRAINAGE AREA = PERVIOUS RUNOFF COEFFICIENT = SUB -BASIN DRAINAGE AREA = SUB -BASIN IMPERVIOUS DRAINAGE AREA = IMPERVIOUS RUNOFF COEFFICIENT = SUB -BASIN PERVIOUS DRAINAGE AREA = PERVIOUS RUNOFF COEFFICIENT = SUB -BASIN TIME OF CONCENTRATION = DESIGN STORM FREQUENCY = SUB -BASIN TIME OF CONCENTRATION = SUB -BASIN TIME FOR FIRST INCH OF RUNOFF = REQUIRED WATER QUALITY TREATMENT TIME _ TREATMENT VOLUME REQUIRED: 0.490 hectares or 0.210 hectares or 0.90 0.279 hectares or 0.20 0.490 hectares or 0.210 0.90 0.279 0.20 10.00 5 years hectares or hectares or minutes 10.00 25.07 35.07 minutes minutes minutes Vtrmt = 151.929 cu. meters or Vtrmt = 0.015 hectare- meters or 1.210 acres. 0.520 acres. 0.690 acres. 1.210 acres. 0.520 acres. 0.690 acres. cu, 5/10/2005 j BARRY UNIVERSITY - SG MEDICAL SCIENCES FD -1 L = Volume / [k / SF x (2 x H2 x Du - Du ^2 + 2 x H2 x Ds) + (1.39 x 10^-4) x (W x Du + PS)] Volume = Treatment Vol. - Capacity of Exist. Trench (ac -in) k = Weighted Hyd. Conductivity (cfs/sf - ft) H2 H2 = Depth to the Water Table (ft) W = Trench width (ft) Du = Non - Saturated Trench Depth (ft) Ds = Saturated Trench Depth (ft) SF = Safety Factor PS = Pipe Storage (ft. ^3) Capacity of Exist. Exfil. Trench = 0.000 ha -m or Treatment Volume = 0.015 ha -m or Volume = 1.478 ac -in. k = 0.0002339 cfs/sf-ft 112 = 7.50 ft. W = 4.00 ft. Du = 6.50 ft. Ds = 3.50 ft. SF = 2.00 0.000 ac.-ft 0.12 ac.-ft. w 5/10/2005 .1 r --- -- RUNOFF INFLOW I NFLOW MINUS STORAGE - - MAX REQUIRED EXFIL. RATE OVERFLOW FD-1 BARRY UNIVERSITY - SG MEDICAL SCIENCES MAXIMUM OVERFLOW RATE = 0.00 CFS 5/10/2005 T.Y. LIN INTERNATIONAL / H.J. ROSS DRAINAGE CALCULATIONS FRENCH DRAIN - 2 Lowest Grnd. Elev. for Prop. Exfil. Trench = Lowest Existing Grate Elevation = Proposed Exfiltration Trench: Top Elevation = GWT= Pipe Diameter = Inv. Elevation = Bottom Elevation = Width = Weir Elevation = Existing Exfiltration Trench: FD-2 Top Elevation = GWT = Pipe Diameter = Inv. Elevation = Bottom Elevation = Width = Length = Assumed Usage = BARRY UNIVERSITY - SG MEDICAL SCIENCES Total Drainage Area = hnpervious Area = Pervious Area = n/a n/a n/a n/a n/a n/a n/a 0 0.570 0.390 0.180 10.85 ft. NGVD. 10.85 ft. NGVD. Top Elevation GWT Inv. Elevation Bottom Elevation 9.85 ft. NGVD. 3.000 ft. NGVD. 18 inches 3.00 ft. NGVD. -0.15 ft. NGVD. 4.00 feet. n/a ft. NGVD. ft. NGVD ft. NGVD inches it NGVD ft. NGVD feet. feet. percent acres. acres. acres. Weighted k = 2.34E -04 cfs/sf -ft of head. Safety Factor = 2 DESIGN STORM FREQUENCY (YEARS): 5 MINIMUM TIME OF CONCENTRATION (MINUTES): 10.00 (C = 0.90 ) (C = 0.20 ) 5/10/2005 FD -2 BARRY UNIVERSITY - SG MEDICAL SCIENCES TOTAL DRAINAGE AREA = 0.231 hectares or TOTAL IMPERVIOUS DRAINAGE AREA = IMPERVIOUS RUNOFF COEFFICIENT = TOTAL PERVIOUS DRAINAGE AREA = PERVIOUS RUNOFF COEFFICIENT = SUB -BASIN DRAINAGE AREA = 0.231 hectares or 0.570 acres. SUB -BASIN IMPERVIOUS DRAINAGE AREA = 0.158 hectares or 0.390 acres. IMPERVIOUS RUNOFF COEFFICIENT = 0.90 SUB -BASIN PERVIOUS DRAINAGE AREA = 0.073 hectares or 0.180 acres. PERVIOUS RUNOFF COEFFICIENT = 0.20 SUB -BASIN TIME OF CONCENTRATION = 10.00 minutes DESIGN STORM FREQUENCY = 5 years SUB -BASIN TIME OF CONCENTRATION = 10.00 minutes SUB -BASIN TIME FOR FIRST INCH OF RUNOFF = 16.08 minutes REQUIRED WATER QUALITY TREATMENT TIME = 26.08 minutes TREATMENT VOLUME REQUIRED: 0.158 0.90 0.073 0.20 hectares or hectares or 0.570 acres. 0390 acres. 0.180 acres. 5/10/2005 FD -2 Capacity of Exist. Exfil. Trench = 0.000 ha -m or Treatment Volume = 0.008 ha -m or Volume = 0.792 ac -in. k = 0.0002339 cfs/sf -ft H2 = 7.85 R W = 4.00 ft. Du = 6.85 ft. Ds = 3.15 ft. SF = 2.00 BARRY UNIVERSITY - SG MEDICAL SCIENCES L = Volume / [k / SF x (2 x H2 x Du - DuA2 + 2 x H2 x Ds) + (1.39 x 10 ^-4) x (W x Du + PS)] Volume = Treatment Vol. - Capacity of Exist. Trench (ac -in) k = Weighted Hyd. Conductivity ( cfs/sf - ft) 112 112 = Depth to the Water Table (ft) W = Trench width (ft) Du = Non - Saturated Trench Depth (ft) Ds = Saturated Trench Depth (ft) SF = Safety Factor PS = Pipe Storage (ft ^3) • Du Ds 0.000 ac.-ft. 0.07 ac.-ft. w 5/10/2005 i) -° -- RUNOFF INFLOW INFLOW MINUS STORAGE - - - MAX. REQUIRED EXFIL. RATE OVERFLOW FD -2 BARRY UNIVERSITY - SG MEDICAL SCIENCES MAXIMUM OVERFLOW RATE = 0.00 CFS 5/10/2005 T.Y. LIN INTERNATIONAL / H.J. ROSS DRAINAGE CALCULATIONS FRENCH DRAIN - 3 Proposed Exfiltration Trench: Existing Exfiltration Trench: BARRY UNIVERSITY - SG MEDICAL SCIENCES Total Drainage Area = 0.390 acres. Impervious Area = 0.180 acres. Pervious Area = 0.210 acres. Lowest Gmd. Elev. for Prop. Exfil. Trench = 11.00 ft. NGVD. Lowest Existing Grate Elevation = 11.00 ft. NGVD. Top Elevation GWT Inv. Elevation Bottom Elevation Top Elevation = 10.00 ft. NGVD. GWT = 3.000 ft. NGVD. Pipe Diameter = 18 inches Inv. Elevation = 3.00 ft. NGVD. Bottom Elevation = 0.00 ft. NGVD. Width = 4.00 feet. Weir Elevation = n/a ft. NGVD. Top Elevation = n/a ft. NGVD GWT = n/a ft NGVD Pipe Diameter = n/a inches Inv. Elevation = n/a ft. NGVD Bottom Elevation = n/a ft. NGVD Width = n/a feet. Length = n/a feet. Assumed Usage = 0 percent Weighted k = 234E -04 cfs/sf -ft of head. Safety Factor = 2 DESIGN STORM FREQUENCY (YEARS): 5 MINIMUM TIME OF CONCENTRATION (MINUTES): 10.00 (C = 0.90 ) (C = 0.20 ) FD -3 5/10/2005 FD -3 BARRY UNIVERSITY - SG MEDICAL SCIENCES TOTAL DRAINAGE AREA = 0.158 hectares or 0390 acres. TOTAL IMPERVIOUS DRAINAGE AREA = 0.073 hectares or 0.180 acres. IMPERVIOUS RUNOFF COEFFICIENT = 0.90 TOTAL PERVIOUS DRAINAGE AREA = 0.085 hectares or 0.210 acres. PERVIOUS RUNOFF COEFFICIENT = 0.20 SUB -BASIN DRAINAGE AREA = 0.158 hectares or 0390 acres. SUB -BASIN IMPERVIOUS DRAINAGE AREA = 0.073 hectares or 0.180 acres. IMPERVIOUS RUNOFF COEFFICIENT = 0.90 SUB -BASIN PERVIOUS DRAINAGE AREA = 0.085 hectares or 0.210 acres. PERVIOUS RUNOFF COEFFICIENT = 0.20 SUB -BASIN TIME OF CONCENTRATION = 10.00 minutes DESIGN STORM FREQUENCY = 5 years SUB -BASIN TIME OF CONCENTRATION = 10.00 minutes SUB -BASIN TIME FOR FIRST INCH OF RUNOFF = 23.43 minutes REQUIRED WATER QUALITY TREATMENT TIME = 33.43 minutes TREATMENT VOLUME REQUIRED: 5/10/2005 Capacity of Exist. Exf 1. Trench = 0.000 ha -m or Treatment Volume = 0.005 ha -m or Volume = 0.484 ac -in. k = 0.0002339 cfs/sf -ft H2 = 8.00 ft. W = 4.00 ft. Du = 7.00 ft. Ds = 3.00 ft. SF = 2.00 FD -3 BARRY UNIVERSITY - SG MEDICAL SCIENCES L = Volume / [k / SF x (2 x H2 x Du - DuA2 + 2 x H2 x Ds) + (1.39 x 10^-4) x (W x Du + PS)] Volume = Treatment Vol. - Capacity of Exist. Trench (ac -in) k = Weighted Hyd. Conductivity (cfs/sf - ft) H2 H2 = Depth to the Water Table (ft) W = Trench width (ft) Du = Non - Saturated Trench Depth (ft) Ds = Saturated Trench Depth (ft) SF = Safety Factor PS = Pipe Storage (11.^3) 0.000 ac. -ft. 0.04 ac.-ft. 5/10/2005 FD-3 BARRY UNIVERSITY - SG MEDICAL SCIENCES TIME (MINUTES) MASS DIAGRAM -- RUNOFF INFLOW INFLOW MINUS STORAGE •• MAX. REQUIRED EXFIL. RATE OVERFLOW MAXIMUM OVERFLOW RATE = 0.00 CFS 5/10/2005 T.Y. LIN INTERNATIONAL / H.J. ROSS DRAINAGE CALCULATIONS FRENCH DRAIN - 4 Proposed Exfiltration Trench: Existing Exfiltration Trench: FD-4 BARRY UNIVERSITY - SG MEDICAL SCIENCES Total Drainage Area = 0.250 acres. Impervious Area = 0.160 acres. Pervious Area = 0.090 acres. Lowest Grnd. Elev. for Prop. Exfil. Trench = 11.00 ft. NGVD. Lowest Existing Grate Elevation = 11.00 ft. NGVD. Top Elevation GWT Inv. Elevation Bottom Elevation Top Elevation = 10.00 ft. NGVD. GWT = 3.000 ft. NGVD. Pipe Diameter = 18 inches Inv. Elevation = 3.00 ft. NGVD. Bottom Elevation = 0.00 ft. NGVD. Width = 4.00 feet. Weir Elevation = n/a ft. NGVD. Top Elevation = n/a ft. NGVD GWT = n/a ft. NGVD Pipe Diameter = n/a inches Inv. Elevation = n/a ft. NGVD Bottom Elevation = n/a ft. NGVD Width = n/a feet. Length = n/a feet. Assumed Usage = 0 percent Weighted k = 2.34E -04 cfs/sf -ft of head. Safety Factor = 2 DESIGN STORM FREQUENCY (YEARS): 5 MINIMUM TIME OF CONCENTRATION (MINUTES): 10.00 (C = 0.90 ) (C = 0.20 ) 5/10/2005 BARRY UNIVERSITY - SG MEDICAL SCIENCES TOTAL DRAINAGE AREA = 0.101 hectares or 0.250 acres. TOTAL IMPERVIOUS DRAINAGE AREA = 0.065 hectares or 0.160 acres. IMPERVIOUS RUNOFF COEFFICIENT = 0.90 TOTAL PERVIOUS DRAINAGE AREA = 0.036 hectares or 0.090 acres. PERVIOUS RUNOFF COEFFICIENT = 0.20 SUB -BASIN DRAINAGE AREA = 0.101 hectares or 0.250 acres. SUB -BASIN IMPERVIOUS DRAINAGE AREA = 0.065 hectares or 0.160 acres. IMPERVIOUS RUNOFF COEFFICIENT = 0.90 SUB -BASIN PERVIOUS DRAINAGE AREA = 0.036 hectares or 0.090 acres. PERVIOUS RUNOFF COEFFICIENT = 0.20 SUB -BASIN TIME OF CONCENTRATION = 10.00 minutes DESIGN STORM FREQUENCY = 5 years SUB -BASIN TIME OF CONCENTRATION = 10.00 minutes SUB -BASIN TIME FOR FIRST INCH OF RUNOFF = 17.15 minutes REQUIRED WATER QUALITY TREATMENT TIME = 27.15 minutes TREATMENT VOLUME REQUIRED: I Vtrmt = 34.950 cu. meters or Vtrmt = 0.003 hectare - meters or 1,234 FD-4 5/10/2005 FD-4 Volume = Treatment Vol. - Capacity of Exist. Trench (ac -in) k = Weighted Hyd. Conductivity (cfs/sf - ft) H2 H2 = Depth to the Water Table (ft) W = Trench width (ft) Du = Non - Saturated Trench Depth (ft) Ds = Saturated Trench Depth (ft) SF = Safety Factor PS = Pipe Storage (ft. ^3) L = Volume / [k / SF x (2 x H2 x Du - Du ^2 + 2 x H2 x Ds) + (1.39 x 10 ^-4) x (W x Du + PS)] Capacity of Exist. Exfil. Trench = 0.000 ha -m or Treatment Volume = 0.003 ha -m or Volume = 0.340 ac -in. k = 0.0002339 cfs/sf -ft H2 = 8.00 ft. W = 4.00 ft. Du = 7.00 ft. Ds = 3.00 ft. SF = 2.00 BARRY UNIVERSITY - SG MEDICAL SCIENCES Fure eet a 0.000 ac.-ft. 0.03 ac.-ft. 5/10/2005 BARRY UNIVERSITY - SG MEDICAL SCIENCES RUNOFF INFLOW INFLOW MINUS STORAGE MAX. REQUIRED EXFIL. RATE OVERFLOW FD-4 MAXIMUM OVERFLOW RATE = 0.00 CFS 5/10/2005 T.Y. LIN INTERNATIONAL / ROSS DRAINAGE CALCULATIONS FRENCH DRAIN - 5 Proposed Exfiltration Trench: Existing Exfiltration Trench: FD-5 BARRY UNIVERSITY - SG MEDICAL SCIENCES Total Drainage Area = 0.370 acres. Impervious Area = 0.250 acres. Pervious Area = 0.120 acres. Lowest Grnd. Elev. for Prop. Exfil. Trench = 11.00 ft. NGVD. Lowest Existing Grate Elevation = 11.00 ft. NGVD. Top Elevation GWT Inv. Elevation Bottom Elevation Top Elevation = 10.00 ft. NGVD. GWT = 3.000 ft. NGVD. Pipe Diameter = 18 inches Inv. Elevation = 3.00 ft. NGVD. Bottom Elevation = 0.00 ft. NGVD. Width = 4.00 feet. Weir Elevation = n/a ft. NGVD. Top Elevation = n/a ft. NGVD GWT = n/a ft. NGVD Pipe Diameter = n/a inches Inv. Elevation = n/a ft. NGVD Bottom Elevation = n/a ft. NGVD Width = n/a feet Length = n/a feet. Assumed Usage = 0 percent Weighted k = 2.34E-04 cfs/sf-ft of head. Safety Factor = 2 DESIGN STORM FREQUENCY (YEARS): 5 MINIMUM TIME OF CONCENTRATION (MINUTES): 10.00 (C = 0.90 ) (C= 0.20 ) 5/10/2005 BARRY UNIVERSITY - SG MEDICAL SCIENCES FD -5 TOTAL DRAINAGE AREA = 0.150 hectares or DESIGN STORM FREQUENCY = 5 years SUB -BASIN TIME OF CONCENTRATION = 10.00 minutes SUB -BASIN TIME FOR FIRST INCH OF RUNOFF = 16.27 minutes REQUIRED WATER QUALITY TREATMENT TIME = 26.27 minutes TREATMENT VOLUME REQUIRED: 0370 acres. TOTAL IMPERVIOUS DRAINAGE AREA = 0.101 hectares or 0.250 acres. IMPERVIOUS RUNOFF COEFFICIENT = 0.90 TOTAL PERVIOUS DRAINAGE AREA = 0.049 hectares or 0.120 acres. PERVIOUS RUNOFF COEFFICIENT = 0.20 SUB -BASIN DRAINAGE AREA = 0.150 hectares or 0370 acres. SUB -BASIN IMPERVIOUS DRAINAGE AREA = 0.101 hectares or 0.250 acres. IMPERVIOUS RUNOFF COEFFICIENT = 0.90 SUB -BASIN PERVIOUS DRAINAGE AREA = 0.049 hectares or 0.120 acres. PERVIOUS RUNOFF COEFFICIENT = 0.20 SUB -BASIN TIME OF CONCENTRATION = 10.00 minutes 5/10/2005 FD -5 BARRY UNIVERSITY - SG MEDICAL SCIENCES L = Volume / [k / SF x (2 x H2 x Du - DuA2 + 2 x H2 x Ds) + (1.39 x 10^-4) x (W x Du + PS)] Volume = Treatment Vol. - Capacity of Exist. Trench (ac -in) k = Weighted Hyd. Conductivity (cfs/sf - ft) H2 H2 = Depth to the Water Table (ft) W = Trench width (ft) Du = Non - Saturated Trench Depth (ft) Ds = Saturated Trench Depth (ft) SF = Safety Factor PS = Pipe Storage (ft. ^3) Capacity of Exist. Exfil. Trench = 0.000 ha -m or 0.000 ac.-ft. Treatment Volume = 0.005 ha -m or 0.04 ac.-ft. Volume = 0.512 ac -in. k = 0.0002339 cfs/sf-ft H2= 8.00 ft. W = 4.00 ft. Du = 7.00 ft. Ds = 3.00 ft. SF = 2.00 L Regu • Du Ds 1 w 5/10/2005 Y TIME (MINUTES) MASS DIAGRAM ,-- RUNOFF INFLOW INFLOW MINUS STORAGE -- - - MAX. REQUIRED EXFIL. RATE OVERFLOW FD -5 BARRY UNIVERSITY - SG MEDICAL SCIENCES MAXIMUM OVERFLOW RATE = 0.00 CFS 5/10/2005 T.Y. LIN INTERNATIONAL / ILL ROSS DRAINAGE CALCULATIONS FRENCH DRAIN - 6 BARRY UNIVERSITY - SG MEDICAL SCIENCES Proposed Exfiltration Trench: Existing Exfiltration Trench: FD -6 Total Drainage Area = 0.360 acres. Impervious Area = 0.240 acres. Pervious Area = 0.120 acres. Lowest Gmd. Elev. for Prop. Exfil. Trench = 11.00 ft. NGVD. Lowest Existing Grate Elevation = 11.00 ft. NGVD. Top Elevation GWT Inv. Elevation Bottom Elevation Top Elevation = 10.00 ft. NGVD. GWT = 3.000 ft. NGVD. Pipe Diameter = 18 inches Inv. Elevation = 3.00 ft. NGVD. Bottom Elevation = 0.00 ft. NGVD. Width = 4.00 feet. Weir Elevation = n/a ft. NGVD. Top Elevation = n/a ft. NGVD GWT = n/a ft. NGVD Pipe Diameter = n/a inches Inv. Elevation = n/a ft. NGVD Bottom Elevation = n/a ft. NGVD Width = n/a feet. Length = n/a feet. Assumed Usage = 0 percent Weighted k = 2.34E -04 cfs/sf -ft of head. Safety Factor = 2 DESIGN STORM FREQUENCY (YEARS): 5 MINIMUM TIME OF CONCENTRATION (MINUTES): 10.00 (C = 0.90 ) (C = 0.20 ) Width 5/10/2005 BARRY UNIVERSITY - SG MEDICAL SCIENCES TOTAL DRAINAGE AREA = 0.146 hectares or 0360 acres. TOTAL IMPERVIOUS DRAINAGE AREA = 0.097 hectares or 0.240 acres. IMPERVIOUS RUNOFF COEFFICIENT = 0.90 TOTAL PERVIOUS DRAINAGE AREA = 0.049 hectares or 0.120 acres. PERVIOUS RUNOFF COEFFICIENT = 0.20 SUB -BASIN DRAINAGE AREA = 0.146 hectares or 0360 acres. SUB -BASIN IMPERVIOUS DRAINAGE AREA = 0.097 hectares or 0.240 acres. IMPERVIOUS RUNOFF COEFFICIENT = 0.90 SUB -BASIN PERVIOUS DRAINAGE AREA = 0.049 hectares or 0.120 acres. PERVIOUS RUNOFF COEFFICIENT = 0.20 SUB -BASIN TIME OF CONCENTRATION = 10.00 minutes DESIGN STORM FREQUENCY = 5 years SUB -BASIN TIME OF CONCENTRATION = 10.00 minutes SUB -BASIN TIME FOR FIRST INCH OF RUNOFF = 16.49 minutes REQUIRED WATER QUALITY TREATMENT TIME = 26.49 minutes TREATMENT VOLUME REQUIRED: FD -6 5/10/2005 L = Volume / [k / SF x (2 x H2 x Du - Du ^2 + 2 x H2 x Ds) + (1.39 x 10^-4) x (W x Du + PS)] Volume = Treatment Vol. - Capacity of Exist. Trench (ac -in) k = Weighted Hyd. Conductivity ( cfs/sf - ft) H2 H2 = Depth to the Water Table (ft) W = Trench width (ft) Du = Non - Saturated Trench Depth (ft) Ds = Saturated Trench Depth (ft) SF = Safety Factor PS = Pipe Storage (ft. ^3) Capacity of Exist. Exfil. Trench = 0.000 ha -m or Treatment Volume = 0.005 ha -m or Volume = 0.496 ac -in. k = 0.0002339 cfs/sf -ft H2 = 8.00 ft. W = 4.00 ft. Du = 7.00 ft. Ds = 3.00 ft. SF = 2.00 FD -6 BARRY UNIVERSITY - SG MEDICAL SCIENCES squired 2 0.000 ac.-ft. 0.04 ac.-ft. w 5/10/2005 RUNOFF INFLOW INFLOW MINUS STORAGE - - - MAX. REQUIRED EXFIL. RATE OVERFLOW FD -6 BARRY UNIVERSITY - SG MEDICAL SCIENCES MAXIMUM OVERFLOW RATE = 0.00 CFS 5/10/2005 FD -7 T.Y. LIN INTERNATIONAL / H.J. ROSS DRAINAGE CALCULATIONS BARRY UNIVERSITY - SG MEDICAL SCIENCES FRENCH DRAIN - 7 Total Drainage Area = 0.430 acres. Impervious Area = 0.250 acres. Pervious Area = 0.180 acres. Lowest Grnd. Elev. for Prop. Exfil. Trench = 11.00 ft. NGVD. Lowest Existing Grate Elevation = 11.00 ft. NGVD. Proposed Exfiltration Trench: Top Elevation GWT Inv. Elevation Bottom Elevation Top Elevation = 10.00 ft. NGVD. GWT = 3.000 ft. NGVD. Pipe Diameter = 18 inches Inv. Elevation = 3.00 ft. NGVD. Bottom Elevation = 0.00 ft. NGVD. Width = 4.00 feet. Weir Elevation = n/a it NGVD. Existing Exfiltration Trench: Top Elevation = n/a ft. NGVD GWT = n/a ft. NGVD Pipe Diameter = n/a inches Inv. Elevation = n/a ft. NGVD Bottom Elevation = n/a ft. NGVD Width = n/a feet. Length = n/a feet. Assumed Usage = 0 percent Weighted k = 2.34E -04 cfs/sf -ft of head. Safety Factor = 2 DESIGN STORM FREQUENCY (YEARS): 5 MINIMUM TIME OF CONCENTRATION (MINUTES): 10.00 (C = 0.90 ) (C = 0.20 ) 5/10/2005 FD -7 BARRY UNIVERSITY - SG MEDICAL SCIENCES TOTAL DRAINAGE AREA = 0.174 hectares or TOTAL IMPERVIOUS DRAINAGE AREA = IMPERVIOUS RUNOFF COEFFICIENT = TOTAL PERVIOUS DRAINAGE AREA = PERVIOUS RUNOFF COEFFICIENT = SUB -BASIN DRAINAGE AREA = 0.174 hectares or 0.430 acres. SUB -BASIN IMPERVIOUS DRAINAGE AREA = 0.101 hectares or 0.250 acres. IMPERVIOUS RUNOFF COEFFICIENT = 0.90 SUB -BASIN PERVIOUS DRAINAGE AREA = 0.073 hectares or 0.180 acres. PERVIOUS RUNOFF COEFFICIENT = 0.20 SUB -BASIN TIME OF CONCENTRATION = 10.00 minutes DESIGN STORM FREQUENCY = 5 years SUB -BASIN TIME OF CONCENTRATION = 10.00 minutes SUB -BASIN TIME FOR FIRST INCH OF RUNOFF = 18.80 minutes REQUIRED WATER QUALITY TREATMENT TIME = 28.80 minutes TREATMENT VOLUME REQUIRED: 0.101 0.90 0.073 0.20 hectares or hectares or 0.430 acres. 0.250 acres. 0.180 acres. 5/10/2005 L = Volume / [k / SF x (2 x H2 x Du - Du ^2 + 2 x H2 x Ds) + (1.39 x 10^-4) x (W x Du + PS)] Volume = Treatment Vol. - Capacity of Exist. Trench (ac -in) k = Weighted Hyd. Conductivity (cfs/sf - ft) H2 H2 = Depth to the Water Table (ft) W = Trench width (ft) Du = Non - Saturated Trench Depth (ft) Ds = Saturated Trench Depth (ft) SF = Safety Factor PS = Pipe Storage (ft. ^3) Capacity of Exist. Exfil. Trench = 0.000 ha -m or Treatment Volume = 0.006 ha -m or Volume = 0.568 ac -in. k = 0.0002339 cfs/sf -ft H2 = 8.00 ft. W = 4.00 ft. Du = 7.00 ft. Ds = 3.00 ft. SF = 2.00 FD -7 BARRY UNIVERSITY - SG MEDICAL SCIENCES 0.000 ac.-ft. 0.05 ac.-ft. • w Du Ds 5/10/2005 a FD-7 ._S. BARRY UNIVERSITY - SG MEDICAL SCIENCES 11 1 ▪ ■RUNOFF INFLOW INFLOW MINUS STORAGE ▪ MAX. REQUIRED EXFIL. RATE • OVERFLOW MAXIMUM OVERFLOW RATE = 0.00 CFS 5/10/2005 M.A. SUAREZ & ASSOCIATES INC 4869 SW 75th Avenue Miami, FL 33155 Tel: 305.260.0363 Fax: 305.260.0364 e -mail: mas_eng@bellsouth.net I have been retained by Beauchamp Construction Co., Inc. to perform special inspector services under the Florida Building Code at the Barry University, Science Buildina project on the below listed structures as of 10- 1405.1 am a professional engineer licensed in the State of Florida. 1Sy NOTICE TO MIAMI SHORES VILLAGE BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE. Permit Number: 05 -1279 The following structural components will be inspected: 1. Foundations 2. Reinforced masonry and concrete columns 3. Second floor and roof concrete slabs, beams and precast joists 4. Wood truss installation I understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Village Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the Miami Shores Village. The Miami Shores Village building inspections must be called for on all mandatory inspections. Inspections performed by the Special Inspector hired by the Owner are in addition to the mandatory inspections performed by the department. Further, upon completion of the work under each Building Permit I will submit to the Building Inspector at the time of final inspection the completed inspection log form and sealed statement indicating that, to the best of my knowledge, belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accordance with the approved plans. Sincerely, OCT 2 0 2005