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HomeMy WebLinkAboutMISCFort Pierce Utilities Authority�� 206 S 6th Street V Fort Pierce, FL 34950 SCANNED Receipt Number: PYMT00005555603 BY Receipt Date: 10/18/2017 St. Lucie County Customer ID: 250040 Location ID: 10007193 On Behalf of: EDWARDS LANDING, LLC 2324 CONGRESS AVE STE 2E WEST PALM BEACH FL 33406-7668 USA Re Service Address: 2503 EDWARDS RD PVT LIFT STA FORT PIERCE FL 34981 USA Total Amount Received by Check $5,000.00 I . 00 M Fort Pierce Utilities Authority 206 S 6th Street Fort Pierce, FL 34950 On Behalf of: EDWARDS LANDING, LLC 2324 CONGRESS AVE STE 2E WEST PALM BEACH FL 33406-7668 USA Receipt N=ber: Receipt Date: Customer ID: Location ID: Re Service Address: PYMT00005555602 10/18/2017 250040 10007193 2503 EDWARDS RD PVT LIFT STA FORT PIERCE FL 34981 USA Total Amount Received by Check $215,906.55 Sedona 7 24 18 Edwards Landing BONA Address 31!!-3Iz,� /LtUudh C-.1ZC-Le TZz Permit number Ucscripdoa New krmii Page I of I Planning & Development Services Building & Code Regulation Division 2300 Virginia Avenue Fort Pierce, FL 34982 Phone: (772)462-1553 Fax: (772)462-1578 Receipt Online address: http://www.stiucieco.org/planning/pennitting.htm Quick Links: Permit Status Lookup Online Building Inspection System Daily Inspector Schedule Date: March 29, 2019 Receipt#: 0000149958 Permit Number. 1807-0810 Job Address: 3149 - 3159 MORNING DEW LN Amount: $76.13 Paid With: VISA Credit Card # 8333 Paid By: STAN WEEKS & ASSOCIATES INC Received By: ingraml Fee Description NRevis753 N-Revisions to Permit Plans (per each revision) Credi15 06-Credit Card Fee - 1.5% SCANNED BY Sit Luce County Fee Amount $75.00 $1.13 Total: $76.13 3/29/2019 11:45:56 AM 03/15/2019 15:37 7725896469 KSM ENGINEERING _ PAGE 01/04 , it OIL 9 i1.w7M KELLER, SCHLEICHER & MaoWILLIAM ENGINEERING AND EBTEsSTIITIAN z, IN. MARTIN V72) 337-7755 RO. BOX 78-1377, SEBASTIAN, FL 32978-1377 PALM BEACH (561) 845-7445 www.ksmengineering.nst MELBOURNE (321) 768.8488 FAX (561) 845-8876 E-Mail: KSM®KSMENGINEERING.NET ST. LU (772) 9- 9093 G.A.: 5693 FAAXX (772} 589-469 6489 March 16, 2019 TNT Builders of Florida 981 S.W. Biltmore Street SCp Y Port St. Lucie, FL 34983 St, Lucie CoUr)ty � P � Re: 3149-3169 Morningdew Lane 9�s �Fo Building #22, Sedona `P oP Jo" Ft. Pierce, Florida Permit #: 1807-0810 KSM Project #: 190689-4d hbk Dear Sir: As you requested, an on -site visit was made to the above referenced site to determine the degree of compaction of the foundation soils under the pad. Since the pad was in place at the time of our visit, the following method was used to determine the in -place density. At locations around the exterior of the foundation, the soil was removed parallel to the bearing grade of the footer and nuclear density readings taken. 2. At random locations around the. exterior of the footer, a Brainard-Killman model •S214 static cone penetrometer was used to measure the soil resistance beneath the bearing grade of the footer. Findings: Nuclear density readings indicate that the degree of compaction ranged from 97.4 to 98.7 percent of its modified Proctor value. Penetrometer readings indicate that the filled soils to be generally firm. The soil compaction report along with our penetrometer readings is attached. o. 1A m udie, Or - 470QR i RI I it Nn - ARn I .lulia F. Kallar RE-: 68366 03/15/2019 15:37 7725896469 KSM ENGINEERING PAGE 02/04 trcl�t KELLER, S;CHLEICHER & MacWILLIAM ENGINEERING AND ETT sttAril(Ni7a), INC. MARTIN (772) 337-7755 RO. BOX 78-1377, SEBASTIAN, FL 32978-1377 MEIBCURNE (327) 788-8488 PALM BEACH (581) 845-7445 wwlaksmengineering.net s'r LUCIE (772) 229-9093 FAX (561) W-8876 E-Mail: KSMOKSMENGINEERING.NE'T FAX (772) 589-6469 C.A.:6693 3149-3159 Morningdew Lane -2- Ft. Pierce, Florida March 15, 2019 Based• upon the field data obtained, it is our professional opinion that the compaction•exceeds 95 percent of its modified dry Proctor. We trusf the findings in our investigation are clear and understandable. If any addlfOHM'Whrmation or clarification is needed, please contact our office. Email to: tnt_builders@comcast.net Ronald G. Keller. P.E.: 37293 / 81 lic. No.: 860 / Julie E. Keller, P.E.: 68366 03/15/2019 15:37 7725896469, KSM ENGINEERING PAGE 03/04 KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESATII(N�G INoC. MARTIN (772) 337-7755 P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 PALM BEACH (561) 845-7445 yywwAsmangineering.ne[ MELBOURNE (321) 768-8488 FAX (561) 845-8876 E-Mail: KSMOKSMENGINEERING.NET ST. LUCIE (772) 229-9093 C.A.: M93 FAX (772) 589-6469 SOIL COMPACTION REPORT ASTM D 1557 and ASTM D 2922 DATE TESTED: March 141h, 2019 PERMIT #: 1807-0810 CONTRACTOR: TNT Builders of Florida JOB LOCATION: 3149-3159 Momingdew lane Building #22, Sedona Fort Pierce, Florida KSM JOB #: 190689-4d/SS/ot MATERIAL: ' ' Brown Sand with Clay ITEM TESTED: Compacted Foundation Fill for Buildings #22 ------------------ TEST LOCATION --------------- DEPTH MOTS- ----- PEN ---------- DRY ----------------- MAX. DRY ---- PERCENT OF SAMPLE TURE READ DENSITY PROCTOR COMPACTION -------- --:-- ------ VALUE 1, East 0" — 12" 7.0 50+ 108.6 111.5 97.4 2. South " 110.1 98.7 3. West 109.4 98.1 4. North 109.2 97.9 Rnnnid a. KAllar. P.E.: 37293 / SI Lic. No.: 880 / Julie E. Keller, P.E.: 68366 03/15/2019 15:3T 7725896469 KSM ENGINEERING PAGE 04/04 zeO1t i111 AWL KELLER, SCHLEICHER & MaCWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 p0, BOX 78-1377, SEBASTIAN, FL 32978-1377 712 PALM BEACH (561) 845-1445 www,ksmenglnearing.net MELBOURNE (321) 768-8488 FAX (561) 845-8876 E-Mail: I(SM@KSMENGINEERING.NET ST. LUCIE (772) 229-9093 C.A.: 5693 FAX (772) 589-6469 DATE TESTED: PERMIT.#: CONTRACTOR: JOB LOCATION: Soil Description: Max. Dry Density: Optimum Moisture: Julie E. Keller, P.E. President' MOISTURE -DENSITY RELATIONSHIP MODIFIED PROCTOR (ASTM D 1557) March 14t°, 2019 1807-0810 TNT Builders of Florida 3149-3159 Morningdew Lane Building #22, Sedona Fort Pierce, Florida KSM JOB #: 1906894d 113T---T--'1----I---r---7 -1 I I I I I I 1 I I I I I I I I { I I I I I 112----+---- -1 I I I I I I I 1 1 I l I 1 I I I I I I I I I I I I 1 I I 1 I 1 I I I 1 I I I I 110T---T-7---, I 1 1 I I I I I 1 I 1 1 1 1 1 I I I 1 1094-----+----1----I----�---- ----I 1 I I I I I I I I I I 1 1 I I I 1 I I I I 108� --i --- i—___�----� — -----� 10 11 12 13 14 Moisture - Percent of Dry Weight Brown Sand with Clay 111.5 P.C.F. 11.0 Percent Ronald G. Keller. P.E.: 37293 / SI Lic. No.: 860 / Julie E. Keller. P.E.: 68366 V II` w&.. KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78-1377' ' SEBASTIAN FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 MELBOURNE (321) 768-8488 FAX (561) 845-8876 www.(&KSMENGINEERI ST. LUCIE 72 C.A.: 5693 E-Mail: KSM@KSMENGINEERING.NET FAX (772) 589 6469 March 15, 2019 TNT Builders of Florida 981 S.W. Biltmore Street Port St. Lucie, FL 34983 IiC{ENE4 Re: 3149-3159 Morningdew Lane MAR-2 1. ^u Building #22, Sedona Ft Pierce, Florida Permitting j. _,. St. Luci, Permit #: 1807-0810 KSM Project #: 190689-4d hbk Dear Sir: As you requested, an on -site visit was made to the above referenced site to determine the degree of compaction of the foundation soils under the pad. Since the pad was in place at the time of our visit, the following method was used to determine the in -place density. 1. At locations around the exterior of the foundation, the soil was removed parallel to the bearing grade of the footer and nuclear density readings taken. 2. At random locations around the. exterior of the Tooter, a Brainard-Killman model S-214 static cone penetrometer was used to measure the soil resistance beneath the bearing grade of the footer. Findings: Nuclear density readings indicate that the degree of compaction ranged from 97.4 to 98.7 percent of its modified Proctor value. Penetrometer readings indicate that the filled soils to be generally firm. The soil compaction report along with our penetrometer readings is attached. Ronald G. Keller, P.E.: 37293 / SI Lic. No.: 860 / Julie E. Keller. P.E.: 68366 Tip CP1t A% LI AVL KELLER, S.CHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 . P.O. BOX 78-1377SEBASTIAN FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 www.ksmengineering.net MELBOURNE (321) 768-8488 FAX (561) 845-8876 E-Mail: KSM@KSMENGINEERING.NET ST. LUCIE (772) 229-9093 C.A.: 5693 FAX (772) 589-6469 3149-3159 Morningdew Lane -2- March 15, 2019 Ft. Pierce, Florida Based " upon the field data obtained, it is our professional opinion that the compaction. exceeds 95 percent of its modified dry Proctor. our investigation are clear and understandable. If any -larification is needed, please contact our office. Email to: tnt_builders@comcast.net Ronald G. Keller, P.E.: 37293 / SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366 tl CY 1 Ar Z%I jAva KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78-1377 SEBASTIAN FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 www.ksmengineering.net MELBOURNE (321) 768-8488 FAX (561) 845-8876 - E-Mail: KSMQKSMENGINEERING.NET ST. LUCIE (772) 229-9093 C.A.: 5693 FAX (772) 589-6469 SOIL COMPACTION REPORT ASTM D 1557 and ASTM D 2922 DATE TESTED: March 14t1, 2019 PERMIT #: 1807-0810 CONTRACTOR: TNT Builders of Florida JOB LOCATION: 3149-3159 Morningdew Lane Building #22, Sedona Fort Pierce, Florida KSM JOB #: 190689-4d/SS/ct MATERIAL: Brown Sand with Clay ITEM TESTED: Compacted Foundation Fill for Buildings #22 ---- TEST LOCATION ------------------------------ DEPTH MOIS- PEN DRY --------------------- MAX. DRY PERCENT OF SAMPLE TURE READ DENSITY PROCTOR COMPACTION ------------------------------------------------ VALUE 1. East 0" — 12" 7.0 50+ 108.6 111.5 97.4 2. South 110.1 98.7 3. West 109.4 98.1 4. North 109.2 97.9 Ronald G. Keller, P.E.:37293 / SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366 Z%5jAVL KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78-1377 SEBASTIAN FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 www.ksmengineering.net MELBOURNE (321) 768-8488 FAX (561) 845-8876 E-Mail: KSM@KSMENGINEERING.NET ST. LUCIE (772) 229-9093 C.A.: 5693 FAX (772) 589-6469 MOISTURE -DENSITY RELATIONSHIP MODIFIED PROCTOR (ASTM D 1557) DATE TESTED: March 14th, 2019 KSM JOB #: 190689-4d PERMIT #: 1807-0810 CONTRACTOR` TNT Builders of Florida JOB LOCATION: 3149-3159 Morningdew Lane Building #22, Sedona Fort Pierce, Florida 113T---7---,----I----r---7---, I I I I I I I I I I I I I I I I I I I I I 112 4-----I-----4----I---- --- ---4----4 0 I I I I I I c.i 111 1 --- I ---J---I----)----1-----I a 1 I I I I I I F I I I I = I I I I 1 I I I I I I I I I 110 r---T——,----I----r--7---, I I I I I I I I I I I I I I I I I I I 1094----4----A4----I----�--- ---� I I I I I I I I I I I I I I I I I I I I I 1084----%----4----I----4----4 8 9 10 11 12 13 14 Moisture - Percent of Dry Weight Soil Description: Brown Sand with Clay Max. Dry Density: 111.5 P.C.F. Optimum Moisture: 11.0 Percent Julie E. Keller, P.E. . President Ronald G. Keller, P.E.: 37293 / SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366 a'SIVa /4unoo apn, .4s WML41edap 6uiplwal, 610i 9 t Jju aaAieDaa PRO -DUCT SERVICES RHEUM& DUCTLEAKADETESTIND TESTING -ADJUSTING -BALANCING TESTING, ADJUSTING & BALANCING REPORT for STAN WEEKS & ASSOCIATES EDWARDS LANDING — BUILDING 22- 3149, 3151 3153, 315$ 3157, X59 Morning Dew Lane Fort Pierce, FL 34982 SCANNED BY St. Lucie County December 21, 2019 +++ ALL BALANCING WORK PERFORMED IN ACCORDANCE WITH NCI STANDARDS AND PROCEDURES.. Pro -Duct Services, 1915 Rio Vista Rd, Fort Pierce, FL 34949 772.528.2076 pro-ductservicesfl@gmaii.com PRO -DUCT SERVICES BLOWERDOOR&DUCTLEAKAGETESTING TESTING -ADJUSTING -BALANCING TEST & BALANCE INSTRUMENTS Evergreen Telemetry Capture Hood 151): Range: 100-2500 CFM Accuracy: +/- 3% Calibration: May 17, 2019 Evergreen Telemetry Capture Hood 8D-14: Range: 15-200 CFM Accuracy: +/- 3% Calibration: May 29, 2019 Evergreen Pressure/Velocity/Flow Sensing Module —Model S-PVF-1: Range: 1-2, 14-32 inches HG, 32° - 158° F Accuracy: +/- 3% Calibration: June 5, 2019 Evergreen Wrist Reporter WR-401 Pro -Duct Services Technician: Michael Faurot Certified NCI Contractor/Supervisor/Technician NCI Commercial Certification ID: 19-229-03 — Equipment re -calibration is performed as required by testing guidelines. — Pro -Duct Services, 1915 Rio Vista Rd, Fort Pierce, FL 34949 772.528.2076 pro-ductservicesJl@gmail.com MICHAEL FAUROT Has successfully completed the required training and passed the written exam by the Nabal COMA Iueululet Inc, to perform HVAC commercial system balancing up to 20 tons according to NO practical standards and procedures. Vaal fa Certified Since May 9, 2019 Certifil as administered and recognized by r,:.a5.:ors t/VLF f �4m,,,es Rob Falke, President Pro -Duct Services, 1915 Rio Vista R4 Fort Pierce, FL 34949 772.528.2076 pro-ductservicesJl@gmail.com T PRO -DUCT SERVICES BLOWERDOOR&DUCTLEAKAGETESTING TESTING -ADJUSTING -BALANCING AIR OUTLET CHARACTERIZATION for STAN WEEKS & ASSOCIATES Edwards Landing -BUILDING 22 3149 Morning Dew Lane, Fort Pierce, FL 34982 Description Outlet Number Type Ske Design CFM Pre Test CFM FINAL CFM Entrance 1 CD 8 x 4 30 39 34 Kitchen/Living Rm 2 CD 10 x 10 160 165 162 Bathroom 3 CD 8 x 4 15 44 29 Bedroom 1 4 CD 12 x 8 180 141 161 Bedroom 2 Vent 1 5 CD 10 x 10 125 95 102 Bedroom 2 Vent 2 6 CD 10 x 10 125 81 114 TOTAL 635 602 FAN DATA Panasonic Whispergreen Model FV-05-11USK1 Vent Fan Mechanical components working as designed and match plan COMMENTS requirements. +++ ALL BALANCING WORK PERFORMED IN ACCORDANCE WITH NCI STANDARDS AND PROCEDURES.. Pro -Duct Services, 1915 Rio Vista Rd, Fort Pierce, FL 34949 772.528.2076 pro-ductservicesjl@gmail.com n PRO -DUCT SERVICES BLOWERDOOR&DUCTLEAKAGETESTING TESTING -ADJUSTING -BALANCING AIR OUTLET CHARACTERIZATION for STAN WEEKS & ASSOCIATES Edwards Landing —BUILDING 22 3151 Morning Dew Lane, Fort Pierce, FL 34982 Description Outlet Number Type We Design CFM Pre Teat CFM FINAL CFM Entrance 1 CD 8 x 4 30 41 41 Kitchen/Living Rm 2 CD 10 x 10 160 174 157 Bathroom 3 CD 8 x 4 15 45 24 Bedroom 1 4 CD 12 x 8 180 150 157 Bedroom 2 Vent 1 5 CD 10 x 10 125 98 98 Bedroom 2 Vent 2 6 CD 10-x 30 125 82 122 TOTAL 635 J 589 FAN DATA Panasonic Whispergreen Model FV-05-11USK1 Vent Fan Mechanical components working as designed and match plan COMMENT: requirements. +++ ALL BALANCING WORK PERFORMED IN ACCORDANCE WITH NCI STANDARDS AND PROCEDURES f i i Pro -Duct Services, 1915 Rio Vista R4 Fort Pierce, FL 34949 772.528.2076 pro-ductservicesfl@gmaii.com F .; ... a j � i i r �y. � � t .. .. �� 1 � 4 ! e., ._. '� ..A . _E . _. _ � .. ,; :. 1 J f i. �'� ' � � � � i� _. �.+r _ < � - " � l .. .. � i _.: .. Q .. _ .t - .,� ... 1.. .. � 4 � :O Y ... .. ' i � � � k � � � t $ I _. _ �.. .�. ._.. ... - _a ,.� ` ` Y r � l', � .( � } �� 4. / ' q_ - n .. � � / Y -, 8 .� S5 - _ � � � � 1� �� ' � �. •. � I PRO -DUCT SERVICES BLOWERDOOR& DUCTLEAKAGETESTING TESTING -ADJUSTING -BALANCING AIR OUTLET CHARACTERIZATION for STAN WEEKS & ASSOCIATES Edwards Landing —BUILDING 22 3153 Morning Dew Lane, Fort Pierce, FL 34982 Description Outlet Number Type Size Design CFM Pre Test CFM FINAL CFM Entrance 1 CD 8 x 4 30 36 32 Kitchen/Living Rm 2 CD 10 x 10 160 161 160 Bathroom 3 CD 8 x 4 15 35 27 Bedroom 1 4 CD 12 x 8 180 138 161 Bedroom 2 Vent 1 5 CD 30 x 10 125 85 109 Bedroom 2 Vent 2 6 CD 10 x 30 125 65 102, TOTAL 635 591 FAN DATA Panasonic Whispergreen Model FV-05-11USK1 Vent Fan Mechanical components working as designed and match plan COMMENTS requirements. ... ALL BALANCING WORK PERFORMED IN ACCORDANCE WITH NCI STANDARDS AND PROCEDURES i i # Pro -Duct Services, 1915 Rio Vista Rd Fort Pierce, FL 34949 772.528.2076 pro-ductservicesJl@gmail.com PRO -DUCT SERVICES BLOWERDOOR & DUCTLEAKAOETESTINO TESTING -ADJUSTING -BALANCING AIR OUTLET CHARACTERIZATION for STAN WEEKS & ASSOCIATES Edwards Landing —BUILDING 22 31SS Morning Dew Lane, Fort Pierce, FL 34982 Description Outlet Number Type file Design CFM Pre Test CFM FINAL CFM Entrance 1 CD 8 x 4 30 43 38 Kitchen/Living Rm 2 CD 10 x 10 160 157 159 Bathroom 3 CD 8 x 4 15 30 29 Bedroom 1 4 CD 12 x 8 180 159 161 Bedroom 2 Vent 1 5 CD 10 x 10 125 108 108 Bedroom 2 Vent 2 6 CD 10 x 10 125 117 117 TOTAL 635 612 FAN DATA Panasonic Whispergreen Model FV-05-11USK1 Vent Fan Mechanical components working as designed and match plan COMMENTS requirements. +++ ALL BALANCING WORK PERFORMED IN ACCORDANCE WITH NCI STANDARDS AND PROCEDURES; i i Pro -Duct Services, 1915 Rio Vista Rd, Fort Pierce, FL 34949 772.528.2076 pro-ductservicesfl@gmaii.com PRO -DUCT SERVICES BLOWERDOOR&DUCTLEAKAOETESTINO TESTING -ADJUSTING -BALANCING AIR OUTLET CHARACTERIZATION for STAN WEEKS & ASSOCIATES Edwards Landing —BUILDING 22 3157 Morning Dew Lane, Fort Pierce, FL 34982 Description Outlet Number Type size Design CFM Pre Test CFM FINAL CFM Entrance 1 CD 8 x 4 30 35 32 Kitchen/Living Rm 2 CD 10 x 30 160 155 155 Bathroom 3 CD 8 x 4 15 33 29 Bedroom 1 4 CD 12 x 8 180 166 165 Bedroom 2 Vent 1 5 CD 10 x 10 125 119 119 Bedroom 2 Vent 2 6 CD 10 x 10 125 ill 114 TOTAL 635 614 FAN DATA Panasonic Whispergreen Model FV-05-11USK1 Vent Fan Mechanical components working as designed and match plan COMMENTS requirements. +++ ALL BALANCING WORK PERFORMED IN ACCORDANCE WITH NO STANDARDS AND PROCEDURES i i i Pro -Duct Services, 1915 Rio Vista R4 Fort Pierce, FL 34949 772.528.2076 pro-ductservices/I@gmaiLcom PRO -DUCT SERVICES BLOWERDOOR&DUCTLEAKAGETESTING TESTING -ADJUSTING -BALANCING AIR OUTLET CHARACTERIZATION for STAN WEEKS & ASSOCIATES Edwards Landing —BUILDING 22 3159 Morning Dew Lane, Fort Pierce, FL 34982 Description Outlet l Number Type Size Design CFN Pre Test CFN FINAL CFN_ Entrance 1 CD 8 x 4 30 45 37 Kitchen/Living Rm 2 co 10 x 10 160 171 162 Bathroom 3 CD 8 x 4 15 34 - 31 Bedroom 1 4 CD 12 x 8 180 146 157 Bedroom 2 Vent 1 5 CD 30 x 10 125 88 107 Bedroom 2 Vent 2 6 CD 10 x 10 125 118 113 TOTAL 635 607 FAN DATA Panasonic Whispergreen Model FV-05-11USK1 Vent Fan Mechanical components working as designed and match plan COMMENTS requirements. +++ ALL BALANCING WORK PERFORMED IN ACCORDANCE WITH NCI STANDARDS AND PROCEDURES... Pro -Duct Services, 1915 Rio Vista R,4 Fort Pierce, FL 34949 772.528.2076 pro-ductservices/l@gmail.com PRO -DUCT SERVICES BLOWERDOOR&DUCTLEAHAGETESTING TESTING -ADJUSTING -BALANCING TESTING, ADJUSTING, & BALANCING WARRANTY for Jtan Weeks & Associates Edwards Landing —BUILDING 22 All Testing, Adjusting, & Balancing performed on this project by Pro -Duct Services is under warranty for a period of One Year from the date of completion of the Test & Balance, unless otherwise noted. Warranty will be considered null and void if another TAB company is brought in to evaluate the project without notifying Pro -Duct Services to be present at the time of the additional testing. Date of TAB Testing: 12/20/2019 Warranty Expiration Date: 12/31/2020 Pro -Duct Services Authorized Signature: �h Pro -Duct Services Technician: Michael Faurot Certified NCI Contractor/Supervisor/Technician NCI Commercial Certification ID: 19-229-03 BPI Certification ID: 5059122 +++ ALL BALANCING WORK PERFORMED INACCORDANCE WITH NCI STANDARDS AND PROCEDURES.. �mrn,t it�.e.° p rri Pro -Duct Services, 1915 Rio Vista R4 Fort Pierce FL 34949 772.528.2076 pro-ductservicesJl@gmatLcom • PRO -DUCT SERVICES BLOWERDOOR& DUCT LEAKAGE TESTING TESTING -ADJUSTING -BALANCING Pro -Duct Services, 1915 Rio Vista Rd Fort Pierce, FL 34949 772.528.2076 pro-ductservicesJJ@gmail.com FORM R405-2017 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Fl1.orida Department of Business and Professional Regulation - Residential Per#snnanrP Method I n r=...-:��� nck.ClvtU Project Name: SEDONA DEVELOPMENT 3149-3159 Builder Name: Street: 3149-3159 MORNING DEW LANE City. State, Zip: FT. PIERCE, FL, Permit Office: ST. LUCIE COUNTY OCT 19 2018 wo oe �0%' ., Owner. Permit Number. Jurisdiction: �`T• Lucie County, Permitting Design Location: FL, Fort Pierce County: St. Lucie (Florida Climate Zone 2 ) 1. New construction or existing New (From Plans) 9. Wall Types(6420.0 sqR) Insulation Area 2. Single family or multiple family Multi -family a. Concrete Block- Int Insul, Exterior R=4.1 6420.00 ft2 3. Number of units, If multiple family 6 b. WA R= ft2 4. Number of Bedrooms 1P c. WA d•N/A R= ft2 5. Is this a worst case? No 10. Ceiling Types (4046.0 sqft.) R= ft2 Insulation Area 6. Conditioned floor area above grade (ft2) 4044 a. Under Attic (Vented) b. WA R=30.0 4046.00 ft2 Conditioned floor area below grade (ft2) 0 c. N/A R= ft, R= ft2 7. Windows(390.0 sqft) Description P Area 11. Ducts 3 additional dud system(s) R ft2 8 135 - a. U-Factor. Dbl, U=0.65 240.0D ft2 b. Sup: Attic, Rat Attic, AH: UNIT 1 6 135 SHGC: SHGC=0.25 c. Sup: Attic, Rat: Attic, AH: UNIT 1 (see detail b. U-Factor. Dbl, U=0.60 150.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a. Central Unit 18.8 SEER:16.00 c. U-Factor WA it, b. Central Unit 18.8 SEER:16.00 SHGC: 3 additional cooling systems (see details) d. U-Factor. WA ft2 13. Heating systems kBtu/hr Efficiency SHGC: a. Electric Strip Heat P 17.0 COP:1.00 Area Weighted Average Overhang Depth: 1.000 ft. b. Electric Strip Heat 3 additional heating systems 17.0 COP:1.00 (see details) Area Weighted Average SHGC: 0.250 14. Hot water systems SCANNED S. Floor Types (4044.0 sqft.) Insulation Area a. Electric BY Cap: 40 gallons a. Slab Edge Insulation R=0.0 4044.00 ft2 EF: 0.950 b. �UCI@ b. N/A R= ft2 Conservation featureSt. county c. WA R= ft2 None 15. Credits CF, Pstat Glass/Floor Area: 0.095 Total Proposed Modified Loads: 151.79 Total PASS Baseline Loads: 157.99 I hereby certify that the plans and specifications covered by this calculation Review of the plans and 413E ST are in compliance with the Florida Energy Code. specifications covered by this calculation indicates compliance PREPARED with the Florida Energy Code. DATE: Before construction is completed r this building will be inspected for O -i�' y� All, compliance with Section 553.908 I hereby certify that this buildi g, designed, Is in compliance with the Florida Energy Cc Florida Statutes. t4b, Q OWNERIAGE DATE: 'y BUILDING OFFICIAL: DATE: - Compliance requires certification by the air handier unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.3.2.1. - Compliance requires an Air Barrier and Insulation Inspection Checklist In accordance with R402.4.1.1 and this project requires an envelope leakage test report with envelope leakage no greater than 7.00 ACH50 (R402.4.1.2). AIL E C"fO P Y I 10/17/2018 2:47 PM EnergyGauge® USA Section R405.4.1 Compliant Software Page 1 of 6 I FORM R405-2017 INPUT SI IMMARV rMPI-10 ICT 0=0neT PROJECT Title: SEDONA DEVELOPMENT 3 Bedrooms: 12 Address Type: Street Address Building Type: User Conditioned Area: 4044 Lot # Owner Name: Total Stories: 1 Block/Subdivision: # of Units: 6 Worst Case: No PlatBook: Builder Name: Rotate Angle: 0 Street: 3149-3159 MORNING Permit Office: ST. LUCIE COUNTY Cross Ventilation: No County: St. Lucie Jurisdiction: Whole House Fan: No City, State, Zip: FT. PIERCE, Family Type: Mufti -family FL New/Eidsting: New (From Plans) Comment: CLIMATE Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Fort Pierce FL VERO BEACH_MUNI 39 90 70 75 299 62 LOW BLOCKS - Number Name Area Volume 1 Blockl 688 6880 2 Block2, 667 6670 3 Block3 667 6670 4 Block4 1334 13340 6 Blo&5 688 6880 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 UNIT 1 688 6880 Yes 2 2 1 Yes Yes Yes 2 UNIT2 667 6670 No 2 2 1 Yes Yes Yes 3 UNIT 3 667 6670 No 2 2 1 Yes Yes Yes 4 UNIT 4 AND 5 1334 13340 No 2 4 1 Yes Yes Yes 5 UNIT 6 688 6880 No 2 2 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio UNIT 1 125 ft 0 688 ft' _ 1 0 0 _ 2 Slab -On -Grade Edge Insulatio UNIT 2 125 ft 0 667 ft° _ 0 0 1 3SIab-On-Grade Edge Insulatio UNIT 3 126 It 0 667 ft° 1 0 0 4 Slab -On -Grade Edge Insulatio UNIT 4 AND 5 250 ft 0 1334 ft° __ 1 0 0 5 Slab -On -Grade Edge Insulatio UNIT 6 125 ft 0 688 ft' _ 1 0 0 1. 10/17/2018 2:47 PM EnergyGauge® USA Section R405.4.1 Compliant Software Page 2 of 6 a z r 0 N N �c R 0 O W J Y W _� d a N m m mCp, N N O IT o o o O O N N N N LL? N N N N Y! N N N N N N N N N 0 5 N o 0 0 0 o y 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 e� wF z o o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V V N LL �- LL OI w o U z E 0 0 0 0 Q 'ram o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ILL s ' N z N F m o N 0 a w m o v c `r o a w `�°' m v w m 0 `� w � 0 v 0 ro m v 0 M� 0 0 m 0 v w � w v � � qN W O Q O R ppm T C C C C C d = O O O O O O O O O O O O O O O O O O O O r O O O O G3 C L_ a v (7 m f0 N N N t0 N w N m m N N N N N N w N LL d V o z m .yi •- v a a a v m v m v v v O O¢ C7 $ Q m z Q z Q w N w w m z m z z z z a a a a F t n z z z z z z z z z n z z z z z z z z z z z z z z z z z z z z z z z z z z Z z 7 7 7 01 a 7Y 9 9 3 9 S 3 9 9 5 3 5 3 3 3 3 3 3 3 S 3 2 a FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT ` DOORS # Omt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 N Insulated UNIT 1 None .37 3 6 8 20 ft2 _ 2 N Insulated UNIT 2 None .37 3 6 8 20 ft2 3 S Insulated UNIT 3 None .37 3 6 8 20 ft' 4 W Insulated UNIT 4 AND None .37 3 6 8 20 ft2 5 W Insulated UNIT 4 AND None .37 3 6 8 20 112 6 S Insulated UNIT 6 None .37 3 6 8 20 ft2 WINDOWS Orientation shown Is the entered Pro osad orientation. Wall Overhang V # Omt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation Int Shade Screening 1 N 1 Metal Low-E Double Yes 0.65 0.25 N 40.0 ft2 1 ft 0 In 1 ft 4 in Drapes/blinds None 2 S 3 Metal Low-E Double Yes 0.6 0.25 N 20.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None 3 W 4 Metal Low-E Double Yes 0.6 0.25 N 15.0 ft2 1 ft 0 in 1 ft 4ln Drapes/blinds None 4 N 5 Metal Low-E Double Yes 0.65 0.25 N 40.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None 5 S 7 Metal Low-E Double Yes 0.6 0.25 N 20.0112 1 ft 0 in 1 ft 4 in Drapes/blinds None 6 N 9 Metal Low-E Double Yes 0.65 0.25 N 40.0 t12 1 ft 0 in 1 ft 4 in Drapes/blinds None 7 S 11 Metal Low-E Double Yes 0.6 0.25 N 20.0 ft' ft 0 in 1 ft4In Drapes/blinds None 8 N 13 Metal Low-E Double Yes 0.65 0.25 N 80.0 fN 1 ft 0 in 1 ft4 in Drapes/blinds None 9 S 15 Metal Low-E Double Yes 0.6 0.26 N 40.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None 10 N 17 Metal Low-E Double Yes 0.65 0.25 N 40.0 ft' 1 ft 0 In 1 ft 41n Drapes/blinds None 11 E 18 Metal Low-E Double Yes 0.6 0.25 N 15.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None 12 S 19 Metal Low-E Double Yes 0.6 0.25 N 20.0 ft' 1 ft 0 in 1 ft 4 in Drapeslblinds None INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholshouse Proposed ACH(50) .000445 4718 259.01 487.11 .3446 7 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Duos 1 Electric Strip HeaU None COPA 17 kBtufhr 1 sys#1 2 Electric Strip HeaU None COP:1 17 kBtulhr 2 sys#2 3 Electric Strip HeaU None COPA 17 kBtu/hr 3 sys#3 5 Electric Strip Heat/ None CORI 17 kBtu/hr 5 sys#5 4 A Electric Strip HeaV None COPA 17 kBtu/hr 4 sys#4 4 B Electric Strip Heat/ None COPA 17 kBtu/hr 4 sys#4 10/17/2018 2:47 PM EnergyGauge® USA Section R405.4.1 Compliant Software Page 4 of 6 •: i : 4 1�111�i91h4hfi/1TL�3:IXaa�f�i:7�7�7:�� COOLING SYSTEM # System Type . Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central UnIV None SEER: 16 18.8 kBtu/hr 564 cfm 0.8 1 sys#1 2 Central Unit/ None SEER: 16 18.8 kBtu/hr 564 cfm 0.8 2 sys#2 3 Central Unit/ None SEER: 16 18.8 kBtu/hr 564 cfm 0.8 3 sys#3 5 Central Unit/ None SEER: 16 18.8 kBtu/hr 564 cfm 0.8 5 sys#5 4A Central Unit/ None SEER: 16 18.8 kBtu/hr 564 cfrrr 0.8 4 sys94 4 B Central Unit/ None SEER: 16 18.8 kBtu/hr 564 cfm 0.8 4 sys#4 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None UNIT 1 0.95 40 gal 130 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cart # Company Name System Model # Collector Model # Area Volume FEF None None ft2 DUCTS —Supply— —Return— Air CFM25 CFM25 HVAC# V # Location R-Value Area Location Area Leakage Type Handler TOT OUT ON RLF Heat Cool _ 1 Attic 6 135 ft° Attic 35 fP Default Leakage UNIT 1 (Default) (Default) 1 1 2 Attic 6 135 ft' Attic 35 ft' Default Leakage UNIT 1 (Default) (Default) 2 2 3 Attic 6 135 ft' Attic 35 ft' Default Leakage UNIT 1 (Default) (Default) 3 3 4 Attic 6 260 ft Attic 65 ft' Default Leakage UNIT 1 (Default) (Default) 4 4 5 Attic 6 135 ft' Attic 35 ft' Default Leakage UNIT 1 (Default) (Default) 5 5 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Cooling Heating [[ 77 IXt Jan Feb [�[�jJMar Jan [XI Feb Mar ] r Lr rr Ma Jun D0 Jul IX� Au May Jun [ ] Jul [ ]Aug Se [ ]Oat [ ]Sep L Octct [[X�] Nov Dec Venting [[ 11 Jan II II Feb [Xl l�l Mar Ixl [ Jun [) Jul [) Aug [) Sep txl [ ]X Nov Dec •10/17/2018 2:47 PM EnergyGauge® USA Section R405.4.1 Compliant Software Page 5 of 6 FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT -Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 as 68 68 68 68 6s 66 66 Heating(WEH) AM fib 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 MASS Mass Type Area Thickness Furniture Fraction Space Default(6 lbs/sq.ft. 0112 0 it 0.3 UNIT 1 Default(8 Ibs/sq.ft. 0 fN Oft 0.3 UNIT 2 Default(8 Ibs/sq.ft. O ft2 Oft 0.3 UNIT 3 Default(8 Ibalsq.8. 0 ft' Oft 0.3 UNIT 4 AND 5 Default(8 lbalso.ft. 0 fP Oft 0.3 UNIT 6 Name: Test Rater Rating Compant: Test Rater Date: Io' «'t5i '10117/2018 2:47 PM EnergyGauge® USA Section R405.4.1 Compliant Software Page 6 of 6 2017 - AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: SEDONA DEVELOPMENT 3149-3159 Builder Name: Street: 31403159 MORNING DEW LANE Permit Office: ST. LUCIE COUNTY City State, Tip: FT. PIERCE, FL, Permit Number. v Owner. Jurisdiction: w Design Location: FL, Fort Pierce V COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA General A continuous air barrier shall be installed In the building envelope. Air -permeable insulation shall requirements The exterior thermal envelope contains a continuous air barrier. not be used as a sealing material. Breaks or joints in the air barrier shall be sealed. Ceiling/attic The air barrier In any dropped ceiling/soffit shall be aligned with The insulation in any dropped ceiling/soffit the insulation and any gaps in the air barrier shall be sealed. shall be aligned with the air barrier. Access openings, drop down stairs or knee wall doors to unconditioned attics aces shall be sealed. The junction of the foundation and sill plate shall be sealed. Walls Cavities within comers and headers of frame walls The junction of the top plate and the top of exteriorwalls shall be shall be insulated by completely filling the cavity sealed. with a material having a thermal resistance of R3 Knee walls shall be sealed. per inch minimum. Exterior thermal envelope insulation for framed walls shall be installed In substantial contact and continuous alignment with the air barrier. Windows, skylights The space between window/doorjambs and framing, and and doors skylights and framing shall be sealed. Rim joists Rim joists shall include the air barrier. Rim joists shall be insulated. Floors The air barrier shall be installed at any exposed edge of Floor framing cavity insulation shall be Installed to (including above -garage insulation. maintain permanent contact with the underside of and cantilevered subfloor decking, or floor framing cavity Insulation floors) shall be permitted to be In contact with the top side of sheathing, or continuous Insulation installed on the underside of floor framing and extends from the bottom to the top of all perimeter floor framing members. Crawl space wails Exposed earth in unvented crawl spaces shall be covered with Where provided instead of floor insulation, insulation a Class I vapor retarder with overlapping joints taped. shall be permanently attached to the crawlspace Shafts, penetrations Duct shafts, utility penetrations, and flue shafts opening to exterior or unconditioned space shall be sealed. Batts in narrow cavities shall be cut to fit, or narrow Narrow cavities cavities shall be filled by insulation that on Installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spac 59. Recessed lighting Recessed light fixtures installed in the building thermal envelope Recessed light fixtures installed in the building shall be seated to the drywall. thermal envelope shall be airtight and IC rated. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on Installation readily conforms to available space shall extend behind napina and w1rino. Exterior walls adjacent to showers and tubs shall Shower/tub on exterior wall The air barrier installed at exterior walls adjacent to showers and tubs shall separate them from the showers and tubs. be Insulated. Electricallphone box or The air barrier shag be Installed behind electrical or communication exterior walls boxes or air -sealed boxes shall be Installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Concealed When required to be sealed, concealed fire sprinklers shall only be sprinklers sealed in a manner that is recommended by the manufacturer. Caulking or other adhesive sealants shall not be used to fill voids an fiffi gr �� venue �u a �„ -.-...d....—.....n,..�_ a. In addition. inspecting p ..� �..— —..... uw.r,un„a.o w,Y, M,O F......... .. 1Ml uu. 10/17/2018 2:47 PM EnergyGauge® USA FBC 6th Edition (2017) Compliant Software Page 1 of 1 2017 EPL DISPLAY CARD ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 96 The lower the Energy Performance Index, the more efficient the home. 1. New home or, addition 1. New (From Plans) 12. Ducts, location & insulation level a) Supply ducts R 6.0 2. Single-family or multiple -family 2. _ Multi -family b) Return ducts R 6.0 c) AHU location Attic/Attic 3. No. of units (ifmultiple-family) 3. 1 4. Number of bedrooms 4. 12 13. Cooling system: Capacity112.8 a) Split system SEER 5. Is this a worst case? (yes/no) 5. No b) Single package SEER c) Ground/water source SEER/COP 6. Conditioned floor area (sq. ft.) 6. 4044 d) Room unit/PTAC EER e) Other 16.0 7. Windows, type and area a) U-factor.(weighted average) 7a. 0.631 b) Solar Heat Gain Coefficient (SHGC) 7b. 0.250 14. Heating system: Capacity 102.0 c) Area 7c. 390.0 a) Split system heat pump HSPF b) Single package heat pump HSPF 8. Skylights c) Electric resistance COP 1.0 a) U-factor.(weighted average) 8a. NA d) Gas furnace, natural gas AFUE b) Solar Heat Gain Coefficient (SHGC) 8b. NA e) Gas furnace, LPG AFUE f) Other 9. Floor type, insulation level: a) Slab -on -grade (R-value) 9a. 0.0 b) Wood, raised (R-value) 9b. 15. Water heating system c) Concrete, raised (R-value) 90. a) Electric resistance EF 0.95 b) Gas fired, natural gas EF 10. Wall type and insulation: c) Gas fired, LPG EF A. Exterior. d) Solar system with tank EF 1. Wood frame (Insulation R-value) 10A`I e) Dedicated heat pump with tank EF_ 2. Masonry (Insulation R-value) 10A2. 4.1 f) Heat recovery unit HeatRec%o B. Adjacent g) Other 1. Wood frame (Insulation R-value) 10131. 2. Masonry (Insulation R-value) 1062. 16. HVAC credits claimed (Performance Method) 11. Ceiling type and insulation level a) Ceiling fans Yes a) Under attic 11a. 30.0 b) Cross ventilation No b) Single assembly 11b. c) Whole house fan No c) Knee walls/skylightwalls 11c. d) Multizone coaling credit d) Radiant barrier installed 11d. Yes e) Multizone heating credit 0 Programmable thermostat Yes *Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, If not DEFAULT. I certify that this home he comp'ed with the Florida Building Code, Energy Conservation, through the above energy saving feature?which' a!led (or exceeded) in this home before final inspection. Otherwise, a new EPL display card Willbe w p t ased on installed code compliant features. Builder Signature: l�r Dater Address of New Home: 3149-3159 MORNING DEW LANE City/FL Zip: FT. PIERCE. FL 10/17/2018 2:47:38 PM EnergyGauge® USA 6.0.02 - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1 wrightsoft Right -Suite® Universal 2018 Short Form UNIT #1 QUICK CALCS, INC. 317 ST. LUCIE UN., Fr. PIERCE, FL 34946 Phow: 772-466b799 Fax 772-466-6796 Emall: QUICKCALCS@,AOL.COM For. SEDONA DEVELOPMENT 3149-3169 MORNING DEW LANE, FT. PIERCE, FL Job: Data: OCTOBER 17,2018 By. Outsidedb (OF) 42 90 Inside do (OF) 70 75 Outside PH (%) - 60 Inside RH (%) - 50 Outsidewb (OF) - 78 Insidewb (OF) - 63 Daily range (OF) - 15 Design TD (OF) 28 15 Moisture difF. (grAb) - 61 Heating Equipment Cooling Equipment Make Make Trane Model Model 4TTR6018J/rEM4AOB18S Type Becslrip Type SplitAC Efficiency 100EFF COP/EER/SEER 16.0 Heating Input 5.0 kW Sensible Cooling 13.2 MBtuh Heating Output 17.1 MBtuh Latent Cooling 5.6 MBtuh Humidifier 2.5 gpd Total Cooling 18.8 MBtuh LeavingAirTemp 137.2 OF LeavingAirTemp 55.0 OF Actual Heating Fan 231 cfm Actual Cooling Fan 627 cfm Equipment Location UNIT #1 System Type PEAKCV Fan Motor Heat Type PACKAGE Fan & Motor Combined Efficiency 0 % Static PressureAcross Fan 0 in H2O NAME Area ft2 Heat Loss Sensible Gain Latent Gain Htg cfm Clg dm Time BEDROOM 1 188 5270 6401 818 87 282 Jul 1700 LDT BATH 40 714 267 0 11 11 Jul 1700 LDT KITCHEN LIVING 278 3390 2929 0 50 116 Jul 1700 LDT BEDROOM 2 107 3059 4744 817 51 196 Jul 1700 LDT ENTRY 69 2219 565 0 32 23 Jul 1700 LDT UNff #1 682 1 14652 1 14906 1 1635 1 231 627 Jul 1700 LDT wrightsof - 2016-OC-18082039 RigFFSd"U;iw=I 201818.0.16 RSLUB101 Paget ..DONA DEVELOPMENT-3149-3159 MORNING DEW LANEnp Calc=CLTD FrortDoorfacesSE *Job: Ri ht-Suite® Universal 2018 Short Form roe: wri htsoft• g Date: OCTOBER'17,2018 UNIT #2 By: QUICK CALCS, INC. 317 ST. LUCE LN.,Fr.. PIERCE, FL 34946 Phone: 772-466-6799 Fax772-466-6796 Email: OUICKCALCS(AOL.00M For. SEDONADEVELOPMENT 314M159 MORNING DEW LANE, FT. PIERCE, FL Htg Clg Htg Clg Outside db (OF) 42 90 Inside db (OF) 70 75 Outside RH (%) - 60 Inside RH (%) - 50 Outsidewb (OF) - 78 Insidewb (OF) - 63 Daily range (OF) - 15 Design TD (OF) 28 15 Moisturediff. (grAb) - 61 Heating Equipment Cooling Equipment Make Make Trane Model Model 4TTR6018JrrEM4ADB18 Type Elecstrip Type SplitAC Efficiency 100EFF COP/EER/SEER 16.0 Heating Input 5.0 kW Sensible Cooling 13.2 MBtuh Heating Output 17.1 MBtuh LatentCocling 5.6 MBtuh Humidifier 2.5 gpd Total Cooling 18.8 MBtuh LewArigAirTemp 173.5 OF LeavingAirTemp 55.0 OF Actual Heating Fan 150 cfirl Actual Cooling Fan 627 ctim Equipment Location UNIT #2 System Type PEAKCV Fan Motor Heat Type PACKAGE Fan & Motor Combined Efficiency 0 % Static PressureAcross Fan 0 in H2O NAME Area ft2 Heat Loss Sensible Gain Latent Gain Htg dm Clg cfm Time BEDROOM #1 188 4785 6383 818 62 318 Jul 1700 LDT I4TCHEN/LMNG. 274 2160 1403 916 23 63 Jul 1700 LDT BATH#1 40 315 190 134 3 9 Jul 1700LDT BEDROOM #2 ill 2665 4563 468 35 205 Jul 1700 LDT ENTRY 54 2268 796 553 26 33 Jul 1700 LDT UNIT #2 667 12193 1 13336 2889 1 160 627 Jul 1700 LDT wrightsoft- 2018-Oa-1813820:39 ....., ..._,.�.1 Rigt&Sute0Uriversa1201818.0.16 RSU08101 Page 3 ...DONA OEVELOPMEM3149J759 MORNING DEwLANEnq CaIo=CLiD FrortDoorlares:SE * wrightsoft• Right -Suite® Universal 2018 Short Form UNIT ##3 QUICK CALCS, INC. 317 ST. LUCIE LN., Fr.. PIERCE, FL 34946 P13m: 772-46"799 Fax 772-466-6796 Email: OUICKCALCS@AOLCOM For. SEDONADEVELOPMENT 3149-3159 MORNING DEW LANE, FT. PIERCE, FL Job: Date: OCTOBER 17,2018 By. Htg Clg Htg Clg Outside db (OF) 42 90 Inside db 775 Outside RH (0/6)( ) - 60 Inside RH ° ) 500 Outsidewb (°F) - 78 Insidewb (°F) - 63 Daily range (°F) - 15 Design TO (°F) 28 15 Moisture diff. (grAb) - 61 Heating Equipment Cooling Equipment Make Make Trans Model Model 4TTR6018JrrEM4ADB18 Type Elecstrip Type SplitAC Efficiency 100EFF COP/EER/SEER 16.0 Heating Input 5.0 kW Sensible Cooling 13.2 MBtuh Heating Output 17.1 MBtuh Latent Cooling 5.6 MBtuh Humidifier 2.5 gpd Total Cooling 18.8 MBtuh Leaving Air Temp 173.5 OF Leaving Air Temp 55.0 OF Actual Heating Fan 150 cfin Actual Cooling Fan 627 cfrn Equipment Location UNIT #3 System Type PEAKCV Fan Motor Heat Type PACKAGE Fan& Motor Combined Efficiency 0 % Static PressureAcross Fan 0 in H2O NAME Area f12 Heat Loss Sensible Gain Latent Gain Htg cfin Clg cfm Time BEDROOM 1. 188 4720 6349 818 62 316 Jul 1700 LDT BATH 1 40 312 189 134 3 9 Jul 1700 LDT KITHCENA.MNG. 278 2167 1415 929 24 63 Jul 1700 LDT BEDROOM 2. 107 2607 4568 458 34 205 Jul 1700 LDT ENT. 54 2240 801 553 26 34 Jul 1700 LDT UNIT#3 667 12046 1 13321 1 2892 1 150 627 Jul 1700 LDT Wrightsoft- 2018-Oct-18082039 .,..,. ..._,1 RigF4Sdte(DUiveml20l8l8.0.16RSW8101 Page4 ...DONA DEVELOPMENT-3149-3159 MORNING DEW LANEnp Calc=CLTD FrortDoorfams:SE wri9htsoft° Rig ht-Suite® Universal 2018 Short Form Dot: Dafe: OCTDBER 17,2018 UNIT #4 BY• QUICK CALCS, INC. 317 ST. LUCIE LN.,FF.. PIERCE, FL 34946 Phone: 772-466-6799 Fax 772-466.6796 Email: OUICKCALCS@AOL.COM eLroject intormation For. SEDONA DEVELOPMENT 3149-3159 MORNING DEW LANE, FT. PIERCE, FL Htg Clg Htg Clg Outside db (OF) 42 90 Inside db (OF) 70 75 Outside RH (%) - 60 Inside RH (c/6) - 50 Outsidewb (OF) - 78 Insidewb (OF) - 63 Daily range (OF) - 15 Design TD (OF) 28 15 Moisture ditf. (grAb) - 61 Heating Equipment Cooling Equipment Make Make Trane Model Model 4TTR6018JrrEM4A0B18 Type Elecstrip Type SplitAC Efficiency 100EFF COP/EER/SEER 16.0 Heating Input 5.0 kW Sensible Cooling 13.2 MBtuh Heating Output 17.1 MBtuh Latent Cooling 5.6 MBtuh Humidifier 2.5 gpd Total Cooling 18.8 MBtuh LeavingAirTemp 173.5 OF LewAngAirTemp 55.0 OF Actual Heating Fan 150 dm Actual Cooling Fan 627 cfim Equipment Location UNIT #4 System Type PEAKCV Fan Motor Heat Type PACKAGE Fan & Motor Combined Efficiency 0 % Static PressureAcross Fan 0 in H2O NAME Area f1LOSS Heat Sensible Gain Latent Gain Htg cfm Clg cfm Time BEDROOM #1. 188 4275 5712 818 62 293 Jul 1700 LDT MTJLIV 274 1968 2390 916 23 107 Jul 1700LDT BATH #1. 40 287 170 134 3 8 Jul 1700 LDT ENTRY.. 54 2053 713 553 26 31 Jul 1700 LDT BED.2 ill 2380 4083 468 35 189 Jul 1700 LDT UNIT#4 667 10963 1 13068 1 2889 1 150 627 Jul 1700LDT -114W wrightsoit• 2018-ort-180820:39 .d 1 ..._„� RSghFSti"Lhveml201818.0.16RSU06101 Page 6 ...DON4 DEVELOPMENi31493169 MORNING DEW LANEnq CaIc=CLTD FrartOoorfacesSE wrightsoft• Right -Suite® Universal 2018 Short Form UNIT #5 QUICK CALCS, INC. 317 ST. LUCIE LN., Fr. PIERCE, FL 34946 Phone: 772-466-6799Fax772-466-6796 Emil: OUICKCALCS@AOL.COM For. SEDONADEVELOPMENT 3149-3159 MORNING DEW LANE, FT. PIERCE, FL Job: Date: OCTOBER 17,2018 By: Htg Clg Htg Clg Outside db (OF) 42 90 Inside db (OF) 70 75 Outside RH (%) - 60 Inside RH (%) - 50 Outsidewb (OF) - 78 Insidewb (OF) - 63 Daily range CF) - 15 Design TO (OF) 28 15 Moistureditf. (grAb) - 61 Heating Equipment Cooling Equipment Make Make Trane Model Model 4TTR6018J/TEM4A0B18 Type Elecship Type SplitAC Efficiency 100EFF COP/EER/SEER 16.0 Heating Input 5.0 kW Sensible Cooling 13.2 MBtuh Heating Output 17.1 MBtuh Latent Cooling 5.6 MBtuh Humidifier 2.5 gpd Total Cooling 18.8 MBtuh LeavingAirTemp 94.8 OF LeavingAirTemp 55.0 OF Actual Heating Fan 627 cfm Actual Cooling Fan 627 c rn Equipment Location UNIT #5 System Type PEAKCV Fan Motor Heat Type PACKAGE Fan & Motor Combined Efficiency 0 % Static PressureAcross Fan 0 in H2O NAME Area tt2 Heat Loss Sensible Gain Latent Gain Htg Ctm Clg Cfin Time KIT/LIV 278 1996 2425 929 100 108 Jul 1700 LDT BED.1 188 4275 5712 818 259 291 Jul 1700 LDT BTH 1 40 287 170 134 14 8 Jul 1700 LDT BED.#2 107 2360 4109 458 144 189 Jul 1700 LDT ENT. 54 2053 721 553 109 31 Jul 1700 LDT UNIT #5 667 10972 1 13137 1 2892 1 627 627 Jul 1700LDT wrightsof - 2018-OCIA80820:39 .,..... .....,�.„., Rigtt-SdteOtkim=1201818.0.16RSU08101 Page ..DONA DEVELOPMENT-3149-3159 MORNING DEW LANEnp Calc=CLTD FrortDoorfaw&SE + wrightsoft• RightSuite® Universal 2018 Short Form AHU #6 QUICK CALCS, INC. 317 ST. LUCIE LN., FT PIERCE, FL 34946 Phow:772-4666799 Fax 772-4666796 Email: OUICKCALCS@A.OLCOM ?roject Information For. SEDONADEVELOPMENT 3149-3159 MORNING DEW LANE, FT. PIERCE, FL Job: Data: OCTOBER 17,2018 By. Htg Clg Htg Clg Outside db (OF) 42 90 Inside db (OF) 70 75 Outside RH (o/6) - 60 Inside RH (%) - 50 Outsidewb (OF) - 78 Insidewb (OF) - 63 Daily range (OF) - 15 Design TD (OF) 28 15 Moisture diff. (gr/Ib) - 61 Heating Equipment Cooling Equipment Make Make Trane Model Model 4TTR6018J/rEM4ADB18 Type Elecship Type SplitAC Efficiency 100EFF COP/EER/SEER 16.0 Heating Input 5.0 kW Sensible Cooling 13.2 MBtuh Heating Output 17.1 MBtuh Latent Cooling 5.6 MBtuh Humidifier 2.5 gpd Total Cooling 18.8 MBtuh LeavingAirTemp 143.2 OF Lem4rigAirTemp 55.0 OF Actual Heating Fan 212 cfm Actual Cooling Fan 627 dm Equipment Location AHU #6 System Type PEAKCV Fan Motor Heat Type PACKAGE Fan & Motor Combined Efficiency 0 % Static PressureAcross Fan 0 in H2O NAME Area ft Loss Heat Sensible Gain Latent Gain Htg cfin Clg clim Time BED#1 188 5262 6226 628 79 285 Jul 1700LDT BTH #1 40 713 396 134 10 17 Jul 1700 LDT KIT/LIV. 274 3531 2284 916 48 97 Jul 1700 LDT ENTRY 1 69 2216 854 591 29 36 Jul 1700 LDT BED#2. ill 2934 4266 278 45 192 Jul 1700LDT AHU #6 682 1 14656 1 14027 1 2547 1 212 627 Jul 1700 LDT -I+F- wrightsof - 2018-0tl-18082039 ...., ..._„_�., RigYkSuteOUdw=1201818.0.16RSU08101 Pagel ...DONA DEVELOPMENT-31493159 MORNNG DEW LANEnr Calc=CLTD Fmrt Doorlaws:SE Right -Suite® Universal 2018 Load Summary Job: -Pld- wrightsoft° UNIT #1 Date: OCTOBER 17,2018 By: QUICK CALCS, INC. 317 ST. LUCIE LN.,Fr.. PIERCE, FL 34946 Phone: 772-466-6799 Fax 772-466-6796 Email: QUICKCALCS@,AOL.COM jn&Le�ject Intormation For. SEDONADEVELOPMENT 3149-3159 MORNING DEW LANE FT. PIERCE, FL Zone —UNIT -1 COOLING.LOAD - 'l 1. DESIGN CONDITIONS at Jul 1700 LOT Peak load at Jul 1700 LDT Inside: 75 OF Outside: 90 OF TD: 15 OF RH: 60 % MaistDitf. 61.5 grAb Mult 1.0 Ins.wb 63 OF Sensible Latent 2. SOLAR RADIATION THROUGH GLASS 4154 3. TRANSMISSION GAINS Sensible 4648 Walls: 1957 - - Glass: 1285 - - Doors: 101 - - Partitions: 0 - - Floors: 0 - - Ceilings: 1306 - - 4. INTERNALHEAT GAIN Sensible Latent 1391 380 Occupants: 460 380 - - Lights: 0 Motors: 0 - Appliances: 931 0 - - 5. INFILTRATION: Outsideairdm: 30 480 1255 6. SUBTOTAL: Space load Sensible Latent 10673 1635 Envelope 10673 1635 - - Less external 0 Redistribution 0 0 - 7. SUPPLYDUCT 2515 - 8. SUBTOTAL- Space load +supply duct 13189 Actualcfm: 627 atsup IyTD: 20 9. VENTILATION: Make-up air: 0 0 0 10. RETURN AIR LOAD: Lighting + plenum (net) 0 - H. RETURN DUCT 1717 - 12. TOTAL LOADS ON EQUIPMENT 14906 1635 HEATING LOAD 13. DESIGN CONDITIONS Mult 1.0 Inside: 70 OF Outside: 42 OF TD: 28 OF 14. TRANSMISSION LOSSES 8008 Walls: 3444 - Glass: 2481 - Doors: 194 - Partitions: 0 - Floors: 1378 - Ceilings: 511 - 15. INFILTRATION: Outsideaircfm: 97 2971 16. SUBTOTAL: Space load 10980 109800 Lesss external - Less transfer 0 - Redistribution 0 - 17. SUPPLY DUCT`. 2145 I& VENTILATION: Make-up aircfm: 0 0 19. HUMIDIFICATION 954 Piping 0 20. RETURN DUCT 574 21. TOTALHEATING LOAD ON EQUIPMENT 14652 w_rllghtsoft- 2018-OC-18062039 Riglt-Sut OLftiw l201818.0.16RSU08101 Paget ...DONA DEVELOPMENT3149-3159 MORNING DEW LANEnp Calc=CLTD FrortDoorraws: SE wrightsoft° RightSuite(D Universal 2018 Load Summary UNIT #2 QUICK CALCS, INC. 317 ST. LUCIE UN., Fr. PIERCE, FL 34946 PIDm: 772-466-6799 Fax 772466-6796 Email: QUICKCALCSQAOL.COM For. SEDONADEVELOPMENT 3149-3159 MORNING DEW LANE, FT. PIERCE, FL Job: Data: OCTOBER 17,2018 By: [Zone_UNI_T_#2 COOLING:LOAD �Tl 1. DESIGN CONDITIONS at Jul 1700 LDT Inside: 75 OF Outside: 90 OF RH: 60 % MoistDifE 61.5 grAb 2. 3. 4. 5. 6. SOLAR RADIATION THROUGH GLASS TRANSMISSION GAINS Sensible Walls: 1016 Glass: 1120 Doors: 101 Partitions: 0 Floors: 0 Ceilings: 1277 INTERNALHEAT GAIN Sensible Occupants: 460 Lights: 0 Motors: 0 Appliances: 67 INFILTRATION: Outside air cfm: SUBTOTAL: Spaceload Sensible Envelope 8954 Less e)temal 0 Redistribution 0 Peak load at Jul 1700 LDT TD: 15 OF Mult 1.0 Ins.wb 63 OF Sensible Latent 3954 3513 Latent 380 0 60 Latent 2889 0 527 380 960 8954 7. SUPPLYDUCT 2605 8. SUBTOTAL: Space load +supply dud 11560 Actual cfrn: 627 at supply TD: 20 9. VENTILATION: Make-up airctm: 0 0 10. RETURNAIRLOAD: Lighting + plenum (net) 0 IL RETURN DUCT 1776 12. TOTAL LOADS ON EQUIPMENT 13336 HEATING LOAD 13. DESIGN CONDITIONS Inside: 70 OF Outside: 42 OF 14. TRANSMISSION LOSSES Walls: 1357 Glass: 2162 Doors: 194 Partitions: 0 Floors: 638 Ceilings: 500 15. INFILTRATION: Outside air cfm: 16. SUBTOTAL: Spaceload 7n0 Less external Less transfer 0 Redistribution 0 17. SUPPLY DUCT: 18. VENTILATION: Make-up airdm: 19. HUMIDIFICATION Piping 20. RETURN DUCT 21. TOTALHEATING LOAD ON EQUIPMENT Mult 1.0 TD: 28 OF 4852 95 2926 7778 2751 0 0 933 0 12193 2509 2889 0 2889 wrighispft- 2018-0G-18082029 �, Rigt4SJlc8UrwemI201818.0.16 RSLJ08101 Page ...DONA DEVELOPMENT-31493159 MORNING DEW LANEng Calc=CLTD Fmd Doorfaces:SE wrightsofte RightSuite® Universal 2018 Load Summary UNIT 113 QUICK CALCS, INC. 317 ST. LUCIE LN.,FT.PIERCE, FL 34946 Phone:772-466-679917X772d66-6796 Email: OUICKCALCS@AOL.COM •ject Intormation For. SEDONADEVELOPMENT 3149-3159 MORNING DEW LANE, FT. PIERCE FL Zone _UNIT#3 COOLING -LOAD 1. DESIGN CONDITIONS atJul 1700 LDT Inside: 75 OF Outside: 90 OF RH: 60 % MoistDitf. 61.5 grAb 2. SOLAR RADIATION THROUGH GLASS 3. TRANSMISSION GAINS Sensible Walls: 1053 Glass: 1120 Doors: 101 Partitions: 0 Floors: 0 Ceilings: 1277 4. INTERNALHEAT GAIN Sensible Occupants: 460 Lights: 0 Motors: 0 Appliances: 67 5. INFILTRATION: Outside air cim: 6. SUBTOTAL: Spaceload Sensible Envelope 8993 Less extemal 0 Redistribution 0 7. SUPPLY DUCT S. SUBTOTAL: Space load+supply duct Actualdm: 627 atsup IyTD: 9. VENTILATION: Make-up air 10. RETURNAIRLOAD: Lighting + plenum (net) H. RETURN DUCT 12. TOTALLOADS ON EQUIPMENT Peak load at Jul 1700 LOT Job: Data: OCTOBER 17,201E By. TD: 15 OF Mult 1.0 Ins.wb 63 OF Sensible Latent 3954 3551 Latent 527 380 380 - - 0 60 962 2512 Latent 8993 2892 2892 - - 0 2574 11567 20 - - 0 0 0 0 1755 - 13321 2892 HEATING LOAD 13. DESIGN CONDITIONS Mult 1.0 Inside: 70 OF Outside: 42 OF TD: 28 OF 14. TRANSMISSION LOSSES 4852 Walls: 1357 - Glass: 2162 - Doors: 194 - Partitions: 0 - Floors: 638 - Ceilings: 500 - 15. INFILTRATION: Outside aircfm: 95 2930 16. SUBTOTAL: Spaceload 7782 n80 LEnvelope ss ez emal - Less transfer 0 - Redistribution 0 - 17. SUPPLY DUC P 2629 18. VENTILATION: Make-up airdm: 0 0 19. HUMIDIFICATION 937 Piping 0 20. RETURN DUCT 698 21. TOTALHEATING LOAD ON EQUIPMENT 12046 wrlghts ft- 2018-0tl-18 082039 -1-. Rig"dte®Uriv rml 201818A.16 RSLI08101 Pa9e4 ._DORA DEVELOPMENT-3149-3159 MORNING DEW LANEnq Calc=CLTD FrortDoor taws: SE RightSuite® Universal 2018 Load Summary Job: wrightsoft' UNIT tl4 DaW: OCTOBER 17,2018 By: QUICK CALCS, INC. 317 ST. LUCIE LN., FT. PIERCE, FL 34946 Plow 772-466-6799 Fax 772466-6796 Erreil: OUICKCALCS@AOL.COM Far. SEDONADEVELOPMENT 314M159 MORNING DEW LANE, FT. PIERCE, FL Zone._lJNIT #g COOLING.LOAD 1. DESIGN CONDITIONS at Jul 1700 LDT Peak load at Jul 1700 LDT Inside: 75 OF Outside: 90 OF TD: 15 OF RK 60 % MoistDiff. 61.5 grAb Mult 1.0 Ins.wb 63 OF Sensible Latent 2. SOLAR RADIATION THROUGH GLASS 3954 - 3. TRANSMISSION GAINS Sensible 3513 Walls: 1016 - - Glass: 1120 - - Doors: 101 - - Partitions: 0 - - Floors: 0 - - Ceilings: 1277 - - 4. INTERNALHEAT GAIN Sensible Latent 1378 380 Occupants: 460 380 - - Lights: 0 - Motors: 0 - Appliances: 918 0 - - 5. INFILTRATION: Outside airdm: 60 960 2509 6. SUBTOTAL: Spaceload Sensible Latent 9805 2889 Envelope 9805 2889 - - Less extemal 0 Redistribution 0 0 - 7. SUPPLY DUCT 1947 8. SUBTOTAL: Space load +supply dud 11752 Actual cfm: 627 at supply TD: 20 9. VENTILATION: Make-upairdm: 0 0 0 10. RETURNAIRLOAD: Lighting +plenum (net) 0 - 11. RETURN DUCT 1316 - 12. TOTALLOADS ON EQUIPMENT 13068 2889 HEATING LOAD 13. DESIGN CONDITIONS Inside: 70 OF Outside: 42 OF 14. TRANSMISSION LOSSES Walls: 1357 Glass: 2162 Doors: 194 Partitions: 0 Floors: 638 Ceilings: 500 15. INFILTRATION: Outside ai r cfrn: 16. SUBTOTAL: Space load Lesss e)deemal �0 Less transfer 0 Redistribution 0 17. SUPPLY DUCT: 18. VENTILATION: Make-up airdm: 19. HUMIDIFICATION Piping 20. RETURN DUCT 21. TOTAL HEATING LOAD ON EQUIPMENT wrlghtsofC • �-,.-�. RigIFSUNgLhiversa1201818.0.16 RSU06101 ...DONA DEVELOPNENT3149-3159 MORNING DEW LArEnp Cale-CLTD FrortDoarfaw&SE Mult 1.0 TD: 28 OF 4852 95 2926 7778 1786 0 0 933 0 466 10963 2018-Od-18 0820:39 Page5 RightSuite® Universal 2018 Load Summary Job: wrightsoft UNIT #t5 Data: oCMEER 17,2018 By. QUICK CALCS, INC. 317 ST. LUCIE LN.,FT. PIERCE, FL 34946 Phore: 772-466.6799 Fax 772-466-6796 Email: OUICKCALCS@AOL.COM P�rqject Intormation For. SEDONA DEVELOPMENT 31493159 MORNING DEW LANE FT. PIERCE, FL Zone _UNIT_#5 COOLING.LOAD I 1. DESIGN CONDITIONS at Jul 1700 LOT Inside: 75 OF Outside: 90 OF RH: 60 % MoistDiff. 61.5 grAb 2. 3. 4. 5. SOLAR RADIATION THROUGH GLASS TRANSMISSION GAINS Sensible Walls: 1053 Glass: 1120 Doors: 101 Partitions: 0 Floors: 0 Ceilings: 1277 INTERNALHEAT GAIN Sensible Occupants: 460 Lights: 0 Motors: 0 Appliances: 931 INFILTRATION: Outside air cfm: 6. SUBTOTAL: Spaceload Sensible Envelope 9857 Less external 0 Redistribution 0 7. SUPPLYDUCT & SUBTOTAL- Space load +supply duct Actual cfm: 627 atsup IyTD: 9. VENTILATION: Make-up air 10. RETURN AIR LOAD: Lighting + plenum (net) H. RETURN DUCT 12. TOTAL LOADS ON EQUIPMENT 13. DESIGN CONDITIONS Peak load at Jul 1700 LDT TD: 15 OF Mult 1.0 Ins.wb 63 OF Sensible Latent 3954 3551 Latent 1391 380 380 - - 0 60 962 2512 Latent 9857 2892 2892 - - 0 1957 11814 20 - - 0 0 0 0 1323 - 13137 2892 HEATING LOAD Inside: 70 OF Outside: 42 OF 14. TRANSMISSION LOSSES Walls: 1357 Glass: 2162 Doors: 194 Partitions: 0 Floors: 638 Ceilings: 500 15. INFILTRATION: Outside air cfm: 16. SUBTOTAL: Spaceload Envelope 7782 Less extemal 0 Less transfer 0 Redistribution 0 17. SUPPLY DUCT: 1& VENTILATION: Make-up aircrm: 19. HUMIDIFICATION Piping 20. RETURN DUCT 21. TOTAL HEATING LOAD ON EQUIPMENT wrlghts ft- • ••-�-.-. Rigtt-Su"Urlveraa1201818.0.16 RSU08101 ..DONA DEVELOPMENT3149.3159 MORNING DEW LANs CaIc=CLTD FmrtDWrfaMS:SE Mult 1.0 TD: 28 OF 4852 95 2930 7782 1787 0 0 937 0 466 10972 2018-0c418 082039 Page 6 wrightsofte RightSuite® Universal 2018 Load Summary AHU #6 QUICK CALCS, INC. 317 ST. LUCIE LN., Fr. PIERCE, FL 34M Phone: 772-466-6799 Fax 772-466-6796 Email: OUICKCALCS@AOL.COM For. SEDONADEVELOPMENT 3149-3159 MORNING DEW LANE, FT. PIERCE, FL [Zone:—AHU #0 COOLING.LOAD Job: Date: OCTOBER 17,2018 Br• 1. DESIGN CONDITIONS atJul 1700 LOT Peak load at Jul 1700 LOT Inside: 75 OF Outside: 90 OF TD: 15 OF RH: 60 % MoistDiff.. 61.5 grAb Mult 1.0 Ins.wb 63 OF Sensible Latent 2. SOLAR RADIATION THROUGH GLASS 4121 3. TRANSMISSION GAINS Sensible 4954 - Walls: 2262 - - Glass: 1285 - - Doors: 101 - - Partitions: 0 - - Floors: 0 - - Ceilings: 1306 - - 4. INTERNAL HEAT GAIN Sensible Latent 0 0 Occupants: 0 0 - - Lights: 0 - Motors: 0 - Appliances: 0 0 - - 5. INFILTRATION: Outsideaircfm: 61 975 2547 6. SUBTOTAL: Spaceload Sensible Latent 10049 2547 Envelope 10049 2547 - - Less external 0 Redistribution 0 0 - 7. SUPPLY DUCT 2364 - 8 SUBTOTAL: Space load +supply dud 12413 Actualcfm: 627 at suppplyTD: 20 9. VENTILATION: Make-up air 0 0 0 10. RETURNAIRLOAD: Lighting + plenum (net) 0 - H. RETURN DUCT 1614 - 12. TOTAL LOADS ON EQUIPMENT 14027 2547 ! HEATING LOAD 13. DESIGN CONDITIONS Mult 1.0 Inside: 70 OF Outside: 42 OF TD: 28 OF 14. TRANSMISSION LOSSES 8035 Walls: 3470 - Glass: 2481 - Doors: 194 - Partitions: 0 - Floors: 1378 - Ceilings: 511 - 15. INFILTRATION: Outside aircfrn: 96 2968 16. SUBTOTAL: Space load 11002 Envelope 11002 - Less extemal 0 - Less transfer 0 - Redistribution 0 - 17. SUPPLYDUCE. 2134 18. VENTILATION: Make-upaircfm: 0 0 19. HUMIDIFICATION 950 Piping 0 20. RETURN DUCT 570 21. TOTALHEATING LOAD ON EQUIPMENT 14656 wrllghtsoft- 2018-Ort-18 082039 --•- Ri9163UteOUriersel201818.0.16RSU08101 Pagel ...DONA DEVELOPMEW-3149-3159 MORNING DEW LANEnp Calc=CLTD FrortDoorhres:SE wrightsoft• Duct System Summary UNIT #1 QUICK CALCS, INC. 317 Sr. LUCIE LN.,Fr. PIERCE, FL 34946 Phone: 772-466-6799 Fax772-466G796 Emil: OUICKCALCS@AOLCOM Project• • For. SEDONA DEVELOPMENT 3149-3159 MORNING DEW LANE, FT. PIERCE, FL External static pressure Pressure losses Available static pressure Supply / return available pressure Lowestfdction rate Actual airflow Total effective length (TEL) Heating 0 in H2O 0 in H2O 0 in H2O 0.000 / 0.000 in H2O 0 in/100ft 231 cfm Oft Job: Data: OCTOBER 17,2018 By. Cooling 0 in H2O 0 in H2O 0 in H2O 0.000 / 0.000 in H2O 0 in/100ft 627 cfm Name Design (131uh) Htg (Cfm) Clg (Cim) Design FR Diam (in) H x W (in) Duct Mad Actual Ln (ft) Ftg.Egv Ln (ft) Trunk BATH h 242 11 11 0 0 Ox0 ShMt 0 0 BEDROOMI C 3248 43 141 0 0 Ox0 ShMt 0 0 BEDROOMI-A C 3248 43 141 0 0 Ox0 ShMt 0 0 BEDROOM2 C 2250 25 98 0 0 Ox0 ShMt 0 0 BEDROOM2-A C 2250 25 98 0 0 Ox0 ShMt 0 0 Ems' h 529 32 23 0 0 Ox 0 ShMt 0 0 KITCHEN LIVING C 2657 50 116 0 0 OXO ShMt 0 0 Name Grille Size (in) Htg (dim Clg (cfm) TEL (it) Design FR Woc (fpm) Diam (in) H x W (in) Stud/Joist Opening (in) Duct Mat I Trunk rb3 Ox0 231 627 0 1 0 0 0 Ox 0 1 ShMt wrightsoft- ...-.,.�.. rdgtt-SUteGUrivem12018l8.0.16RSW8101 ...DONA DEVELOPWW-3149-3159 MORNING DEW LANJ�np Calc=CL7D FrortDoorracesSE 2018-OG-18 0820:39 Page 2 9 ® Duct System Summary Job: wri htsoft t y Data: OCTOBER 17,2018 UNIT #2 By: QUICK CALCS, INC. 317 ST. LUCIE LN.,FT.PIERCE, FL 34946 Pimne 772-466-6799 Fax 772-466-6796 Email: OUICKCALCS@AOL.COM For. SEDONADEVELOPMENT 3149-3159 MORNING DEW LANE, FT. PIERCE, FL External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual airflow Total effective length (TEL) Heating 0 in H2O 0 in H2O 0 in H2O 0.000/0.000 in H2O 0 in/100ft 150 cGn Cooling 0 in H2O 0 in H2O 0 in H2O 0.000/0.000 in H2O 0 in/100ft 627 cliin Name Design (Btuh) Htg (Clm) Clg (Cfm) Design FR Diam (in) HxW (in) Duct Mat! Actual Ln (ft) Ftg.Egv Ln (ft) Trunk BATH#1 C 177 3 9 0 0 Ox0 ShMt 0 0 BEDR00M#1 C 6587 62 318 0 0 Ox0 ShMt 0 0 BEDROOM#2 C 2122 17 102 0 0 OXO ShMt 0 0 BEDR00M#2-A C 2122 17 102 0 0 OXO ShMt 0 0 ENTRY. C 690 26 33 0 0 Ox 0 ShMt 0 0 KITCHERLIVING. C 1302 23 63 1 0 0 Ox0 ShMt 0 0 Name Grille Size (in) Htg (dm) Clg (dm) TEL (ft) Design FR Meloc . (Tpm) Diam (in) H x W (in) Stud/Joist Opening (in) Dud Mal Trunk rb4 Ox0 150 627 0 0 0 0 Ox 0 ShMt Ak wrightsoTt• 2018-0G78082039 •.,..-� ..s.., RigN-SWe5Udvema1201818.0.16 RSU08101 Page ...DONA DEVELOPME431493159 MORNING DEW LANE.np Calc=CLTD Fmft Doorfaces SE +I- wrightsoft' Duct System Summary Job: Date: OCTOBER 17,2018 UNIT #13 Br• QUICK CALCS, INC. 317 ST. LUCIE LN., FT PIERCE, FL 34946 Prom: 772-466-6799 F=772-466-6796 Email: OUICKCALCS@AOL.COM Project• • For. SEDONA DEVELOPMENT 3149-3159 MORNING DEW LANE, FT. PIERCE, FL External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual airflow Total effective length (f EL) Heating 0 in H2O 0 in H2O 0 in H2O 0.000 / 0.000 in H2O 0 in/100ft 150 cfm 0 ft Cooling 0 in H2O 0 in H2O 0 in H2O 0.000 / 0.000 in H2O 0 in/100ft 627 ctm Name Design (Btuh) Htgg (CI n) Clg 0m) Design FR Diam (in) H x W (in) Duct Mat Actual Ln (ft) Ftg.Egv Ln (ft) Trunk BATH C 177 3 9 0 0 Ox0 ShMt 0 0 BEDROOM I. C 6563 62 316 0 0 Ox0 ShMt 0 0 BEDROOM2. C 2131 17 103 0 0 Ox0 ShMt 0 0 BEDROOM2:A C 2131 17 103 0 0 Ox0 ShMt 0 0 ENT. c 696 26 34 0 0 Ox0 ShMt 0 0 KnHCENILMNG. C 1314 24 63 0 0 Ox0 ShMt 0 0 Name Grille Size (in) Htg (Cfm) Clg (Cfm) TEL (ft) Design FR \,bloc (fpm) Diam (in) H x W (in) Stud/Joist Opening (in) Dud Mat Trunk rb5 Ox0 150 627 0 0 0 0 Ox 0 ShMt �F wrightsoft• 2018-Ott-18082039 ....., .a,� Riglt-Site®UriMM1201818.0.16RS1108101 Page4 _.DON4 DEVELOPMENT-3149-3159 MORNING DEW LANEnp CaIc=CLTD FrcrtDoorfamsSE 9 stem Summary Duct S Deb wri htsoft• � ry Date: OCTOBER 17,2018 UNIT #4 By: QUICK CALCS, INC. 317 ST. LUCIE LN., Fr. PIERCE, FL 34946 PIore:772-466-6799 Faz 772-466-6796 Emil: OUICKCALCS@AOL.COM For. SEDONADEVELOPMENT 31493159 MORNING DEW LANE, FT. PIERCE, FL Bdemal static pressure Pressure losses Available static pressure Supply / return available pressure Lowe"don rate Actual airflow Total effective length (TEL) Heating 0 in H2O 0 in H2O 0 in H2O 0.000 / 0.000 in H2O 0 in/100ft 150 cfm Cooling 0 in H2O 0 in H2O 0 in H2O 0.000 / 0.000 in H2O 0 in/100ft 627 cfm Design Htg Clg Design Diann H x W Duct Actual Ftg.Egv Name (Btuh) (Cfm) (Cfm) FR (in) (in) Mat! Ln (ft) Ln (ft) Trunk BAT+#1. c 165 3 .8 0 0 Ox0 ShMt 0 0 BED.2 c 3940 35 189 0 0 Ox0 ShMt 0 0 BEDROOM#1. C 6116 62 293 0 0 OXO ShMt 0 0 ENTRY. c 641 26 31 0 0 Ox0 ShMt 0 0 Kn/LN c 2228 23 107 0 0 Ox0 ShMt 0 0 Name Grille Size (in) Htg (clm) Clg (cfm) TEL (ft) Design FR Meloc (fpm) Diann (in) H x W (in) Stud/Joist Opening (in) Duct Mat Trunk rb6 Ox0 150 627 0 0 0 0 Ox 0 ShMt Wrightsof - 2018-0d-18082039 ...+., .......,r_.,., Rigtt-SUteOUriwm1201818.0.16RSU08101 Page ...DONA DEVELOPMENT-3149-3159 MORNING DEW LANEAq Calc=CLT) Frort Doorfaces:SE wri htsoft® Duct System Summary Job: 9 UNIT DBaa : OCTOBER 17,2018 QUICK CALCS, INC. 317 ST. LUCIE LN., Fr. PIERCE, FL 34946 Ptnrie: 772-466-6799 Fax 772-466-6796 Email: DUICKCALCS@AOL.COM Project• • For. SEDONADEVELOPMENT 3149-3159 MORNING DEW LANE, FT. PIERCE, FL External static pressure Pressurelosses Available static pressure Supply/return available pressure Lowest friction rate Actual airflow Total effective length (TEL) Heating 0 in H2O 0 in H2O 0 in H2O 0.000 / 0.000 in H2O 0 in/100ft 627 c6T1 Supply Branch Detail Table Cooling 0 in H2O 0 in H2O 0 in H2O 0.000 / 0.000 in H2O 0 in/100ft 627 drn Design Htg Clg Design Diam H x W Duct Actual Ftg.Egv Name (13tuh) (Clim) (ctm) FR (in) (in) Mat Ln (it) Ln (ft) Trunk BED.#2 C 3972 144 189 0 0 Ox0 ShMt 0 0 BED.1 C 6116 259 291 0 0 Ox 0 ShMt 0 0 BTMI1 h 165 14 8 0 0 Ox 0 ShMt 0 0 ENT.. h 648 109 31 0 0 Ox0 ShMt 0 0 Klr/LIV C 2261 100 108 0 0 OXO ShMt 0 0 Return Branch Detail Table Name Grille Size (in) Htg (cliin) Clg (ctm) I TEL (ft) Design FR \kloc (tpm) Dian (in) HxW (in) Stud/Joist Opening (in) Duct Mail I Trunk rb1 Ox 0 627 627 0 1 0 0 0 Ox 0 ShMt wrightsoR• 2018-OCM8082039 •�.�. »�-.,�P., Rign-SUL-OUriw=1201818.0.16R5W8101 Page ...DONA DEVELOPMENT-31493159 MORNING DEW LANExw Calc=CLM Frort Door%ces:SE wrightsoft• Duct System Summary AHU #6 QUICK CALCS, INC. 317 ST. LUCIE LN., Fr. PIERCE, FL 34946 Ptore:772-466{i799 Far 772-466-6796 Emil: OUICKCALCS@AOLCOM Project• • For. SEDONA DEVELOPMENT 3149-3159 MORNING DEW LANE, FT. PIERCE, FL External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest fiction rate Actual air flow Total effective length (TEL) Heating 0 in H2O 0 in H2O 0 in H2O 0.000 / 0.000 in H2O 0 in/100ft 212 cfm 0 ft Job: Date: OCTOBER 17,2018 By: Cooling 0 in H2O 0 in H2O 0 in H2O 0.000 / 0.000 in H2O 0 in/100ft 627 cfl1T Supply Branch Detail Table Name Design (Btuh) Htg (Crm) Clg (Crm) Design FR Diam (in) H x W (in) Duct Mat Actual Ln (ft) Ftg.Egv Ln (ft) Trunk BED#1 C 3033 40 143 0 0 Ox0 ShMt 0 0 BED#1-A C 3033 40 143 0 0 Ox0 ShMt 0 0 BED#2. C 2047 22 96 0 0 Ox0 ShMt 0 0 SED#2.A C 2047 22 96 0 0 Ox0 ShMt 0 0 BTPI#1 C 360 10 17 0 0 Ox0 ShMt 0 0 ENTRY1 C 756 29 36 0 0 OxO ShMt 0 0 KITILN c 2058 48 97 0 0 Ox0 ShMt 0 0 Return Branch Detail Table Name Grille Size (in) Htg (Crm) Clg (Clm) TEL (ft) Design FR Meloc (fpm) Diam (in) HxW (in) Stud/Joist Opening (in) Duct Mat Trunk rb8 Ox0 212 627 0 0 0 0 Ox 0 ShMt wrightsoft- 1� RigWSULDUriversal 201818.0.16 RSLI08101 ...DONA DEVELOPMENr-31493159 MORNING DEW LANEnp Calc=CLTD From Doortaees SE 2018-Oct-180820:39 Page 1 RE: M11425 MITek USA, Inc. 3149-3159 MORNING DEW LN 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Project Customer: Edwards Landing LLC Project Name: M11425 Lot/Block: Subdivision: Sedona Development Address: unknown City: Fort Pierce State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: John M Foster -Architect License #: AR0008511 Address: 11205 Ridge Ave City, County: Fort Pierce State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017lf PI2014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 160 mph Design Method: MWFRS (Directional)/C-C hybrid Wind ASCE 7- Roof Load: 37.0 psf Floor Load: N/A psf This package includes 10 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T14401780 a 6/26/18 2 T14401781 a1 6/26/18 3 T14401782 b 6/26/18 4 T14401783 gea 6/26/18 5 T14401784 va 6/26/18 6 T14401785 vb 6/26/18 SCANNED 7 T14401786 VC 6/26/18 8 T14401787 vd 6/26/18 BY 9 10 T14401788 T14401789 ve 6/26/18 St. Lucie County vge 6/26118 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the provided by Tmss. Truss Design Engineer's s Name: Velez, Jers uiners oaquin 9 9 q �� J:• ENS'•;l y R My license renewal date for the state of Florida is February 28, 2019. �. Florida COA:6634 68182 •'k IMPORTANT NOTE: The seal on these truss component designs is a certification * that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI1TPI 1. These designs are based upon parameters _ W Z shown (e.g., loads, supports, dimensions, shapes and design codes), which were to MiTek. . STATE O F % O '• given Any project specific information included is for MiTek customers file reference purpose only, and was not taken Into account in the preparation of ���'�� • < 0 R t p P,: ��,�� these designs. MiTek has not independently verified the applicability of the design or the for Before iland the uthese �� •. �� ,� should gn parametersrticular properly � /111N Al E %%� verify applicabilityters of desis incorporate edesigns into the overall building design per ANSI/TPI 1, Chapter 2. Joaq nV lez PE No.68182 We U Inc.R.Cert6634 69D4 East Btvd.T=pa R.33610 1 of 1 Velez J aquin June 26,2018 i 3x5 3 25 5r6 4 4.00 12 3x5 5 26 5x6 II 6 15 7x10 MT18HS= 3x5 27 7 5x6 8 3x5 9 2' 16 14 I� 17 13 313 u5 G 3x5 �\F1 18 72 3x4 11 6x12MTIBHS= 4.0012 Ore = 5x12 Mi18HS= 3x0 II 6-10-0 1 11 40 18-11-99 I VT' i 28d-7 34-q-0 3&60 1 45-4-0 18 Page 1 I uOtIVOTH 17-d-0{ 2-0-0 Scale= 1:00.7 28 0 70 ,n i3 1110 4x8 = Plate Offsels (XY7-- W0-3-0 0-3-01 18:0-9-0 0-3.01 1130-84.9Q-q1 (1-9 -4 0-2-41 LOADING (psf) SPACING- 2-0-0 CSI.=0.75Vert(CT) In goo) Vdeff Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TIC -0.67 15 >817 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC -1.2414-15 >439 240 MT18HS 2441190 BOLL 0.0 ' Rep Stress Incr YES WB 0.50 10 n/a n/aBCDL 10.0 Code FBC2017/TPI2014 Matd 0.85 15 >640 240 Weight: 2261b FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD „ BOT CHORD 2X4 SP M 30 SOT CHORD WEBS 2x4 SP 3'Except' 6-15,8-13,4-17: 2x4 SP M 30 REACTIONS. Qb/Size) 2=1788/0-8-0, 10=178810-8-0 • Max Horz 2=-273(LC 10) Max Uplift 2=-1040(LC 12), 10=-1040(LC 12) FORCES. Qb) - Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=4497P2652, 3-4=-4027/2460, 4-5=-5162/3092, 6-6= 5477/3229, 6-7=-5477/3209, 7-8=-5162/3114, 8-9=-4027/2460, 9-10= 4497Y2652 BOTCHORD 2-18=-2368/4218, 17-18=-2368(4218, 1&17-2203(4003, 15-16=-2751/5125, 14-15=-2813/5125, 13-14=-2244/4002, 12-13— 2406/4216,10-12=-2406/4218 WEBS 6-1 5=-1 72613150, 7-15— 199/528, 7-14= 527/372, 8.14=-659/1115, 8-13=-926/578, 9-13=-533/314, 5-15=-67/517,5-16=-527/359, 4-16=-537/1115, 4-17=-927/577. 3.17=-531/314 Structural wood sheathing directly applied or 2-9-4 oc pudins. Rigid ceiling directly applied or 4-4-10 oc bracing. NOTES 2)Unbalanced ave been considered for this Wind: ASCEr7 1f0; Vulta16live lods0mph (3 second gust) Vnd=12 mlph; TCDL-1.2pst; BCOL=3.Opsf; h=13ft; B=95f; L=480- eave=6ft; Cat. if; EV C; End., GOpi-0.18; MW FRS (directional) and C-C Extedor(2) -2-0-9 to 2-8-10, Intedor(1) 2-8-10 to 22-8-0, Exleaor(2) 22-8-0 to 27a53 are ;C-C for members and forces& T20 plates unless otherwise (ndcated.S for reactions shown; Lumber DOL=1.60 plate gap DOL=7.60 3) All This been dasi ned for a 10.0 sf bottom chord live load nonconcumenl with an other live loads. 5)TNs lmsssh 9 P y 5) • This, truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit beMeen the bottom chord and any other members. 5) Pro .de mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at )olm(s) except Gt=lb) 2=1040,10=1040' - Joaquin V3' Mi7ek - 26 fi9N?Dlg I wMBV,, ,y,.4p,,VPeramerernan4REVNOTES ON TKSANOrNCLUDEVM KREFERANCEPAGEMh M4 .. 1MMISBEFORE DSE �� _....Y_.a�dT lldtek9 corurectIXs. itds tlesl�bbosed aNy Upon pIXameters9wwn, �d6lIX an hdivldrd hDm,.,..-,.T.-..._ 19 Scale _ 1:79.5 4.00 FIT 5xG' 6 3.6 II 5x8 = •.Vol " 11 4x6 — 5x8 = 3x6 II 4z6 = LOADING (psf) SPACING- 200 CSI. DEFL. In (too) Vdefl Ud —� TCLL 2.0 Plate Grip 1.25 TC 0.Vett(LL) -0.33 7q�15 >999 360 PLATES GRIP TCDL .0 Lumber DOL 1.25 BC 0.58 58 Vert(CT) 7 -0.6314-15 >730 240 MT20 244ry gg BCLL 0.0 ' Rep Stress lncr YES WB 0.74 Horz(CT) 0.29 11 n/a n/a BCDL 10.0 Code FBC20177TPI2014 Matrix -MS Wlnd(LL) 0.43 14-15 >999 240 Weight: 223 lb FT = 20°= LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD BOT Structural wood sheathing directly applied BOTCHORD 2x4 SP M30 CHORD Rigid ceiling directlyapplied or3-6-10 oc pudtns. WEBS 20 SP No.3 or 5-5-3 oc bracing, REACTIONS. (Ib/size) 2=149310-8-0, 11=197210-8-0 Max Horz 2=270(LC 11) - Max Uplift 2=-886(LC 12), 11=-1042(LC 12) FORCES. (lb) - Max GompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23-3590/1973, 3-4=-3102/1787, 4-5=-37372073, "- 3569/1899, 6-7=-3569/1860, 7-8=-2780/1467,8-9=-1177/661,9-10=-1087/690 BOT CHORD 2-17=-1793/3385, 16-17= 1793/3385, 15-16=-1586f3080, 14-15=-1797/3701, 13-14= 12062744, 12-13=-079/1147, 11-12=-595/1102, 1D-11= 595/1102 WEBS 6-14=-908/1948, 7-14=398/889, 7-13=-827/598, 8-13=-955/1628, 8-12= I188/761, 9-12= 1312/1866,9-11-1788/1444,5-14= 354/391,4-15= 206/620,4-16= 629/374, 3-16=-549/330 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l 6Omph (3-sewn gust) Vasd=124mph; TCDL=4.2psh BCOL=3.Opsf; h=13h; B=9511; L=48ft; eave 6f . Cat. II; Exp Q Encl., GCpi=0.18; MW FRS (directional) and C-C Extenior(2) -209 to 2-8-10, Inlenior(1) 2-8-00 to 22-". Exteffor(2) 22-8-0 to 27-5-3 zone; cantilever night exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 4) - This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb Uplift at Joint(s) except (It=1b) 2=886,11=1042. Joaquin Velez PE NoAll IAiTek Usk, Inc. FL Cart 6834 6904 Parka East Blvd. Tampa FL 33810 Date: June 26,20j8 A WARNNG-Verify design parameters and READ NOTES ON THIS AND INCLUDED NRrEKREFEBANLE PAGE M 74" rev. 169Y[015 BEFORE USE Ded, Vdid fm Use only Ma, Mnek connectors.its desgn Is basod ONY upon potaneters shown Ord h for an Mlvltlud buatlag componanL not a m,,, system. Before trse, itrr b ic" desIgner must verity IhO appllwblity of design pafomOfe and propedy hcomaale thh dWgn into the oveidl �� Uvedag design. &achg trndicated h to prevent budding o10WMdual lrussweb and/m dyad members only. Atldibnd temporay and PeOnetenl bracyg hdwaysre"edforstadlltyafWtopfevenlcdiapsewfthpossrolepelsor�trnpeyantlpropeny o ge. Forg nstdgudon eregadugthe MiTek' fabkatbrt storage, delNery, erection antl [aacyg of bussesantl Inmsystems, seeANSUi➢11 ONa@y Cndedq 051-0V aM EC9WWI1g CtNnDeneed So/elyidotmafbrnvdiode from imss Rate InsllMe. 218 N. Lee sheet Sure 312. Mexonchia VA 22314. a904 Parke East BNd. Temp.. FL 33610 Job Truss Truss Type 'City Ply DEW LNT74401782 =RNING M11425 B COMMON 3(optional) Gnamoem buss, Inc., tort I'leMe, 1-1. 1 R u.lau s mar i i zui a mlleKmausmes. Inc. me aunzo n:lsJo Gew rave, ID:mxt3zU UOIcPw7thmwC9H W gmi0u-7mmANFvhul DULd W aA6Zsx3y5Ygwnw3S66G7Y_cz2OrE 4x6 = 2 tom 3X4 = 3x4 = scale =1:24.9 7-0.0 14-0.0 7-0-0 7.0-0 Plate Offsets (X Y)-- 11:0-0-8 Edgel f3:0-0-8 Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.35 Vert(LL) -0.07 4-10 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.13 4-10 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(CT) 0.01 3 n/a n/a BCDL 10.0 Code FBC2017rFP12014 Mamx-MS Wlnd(LL) 0.09 4-10 >999 240 Weight: 49 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4SPM30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=518/0-8-0,3=518/0-8-0 Max Horc 1=-150(LC 10) Max Uplift 1=275(LC 12), 3=-275(LC 12) FORCES. (Ib) -Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-748/609, 2-3=-74a(609 BOT CHORD 1-4=-384/605, 3-4=-384/605 WEBS 2-4=82/326 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ABC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh, BCDL=3.Opsh, h=1311; B=95ft; Ls18ft; eave=6t1; Cat. II; Exp C; Encl., GCpi-0.18; MW FRS (directional) and C-C Exlenor(2) 0-0-0 to 4-9-3. Intedor(1) 4-9-3 to 7-0-0. Exierior(2) 7-0-0 to 11-9-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This Was has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opst on the bottom chord In all areas where a rectangle 3-6.0 (all by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qtdb) 1=275, 3=275. WARNING-Vadtydaslgnpararnetanaad READ NOTES ON MS AND aVCLUDEDNREKREFERANCE PAGE NS7473mv. IsUGOVISOEFORE USE IT1:zirel iiirFlF9Ule! Ig Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 8634 6904 Parke East Blvd. Tampa FL 33010 Date: June 26,2018 IMF � 69M Parka East Blvd. Tama, FL 33610 ruType ,9-3159 MORNING DEW LN =Job T14401783 rJolb: ::::��GAf`3`LE 425 Reference o floral ChanaDers I russ, mc., ran rlerce, IL 4x4 5 Style=1:27.3 m �o LOADING (pst) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Utl PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.18 Ven(LL) -0.00 9 aft 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) -0.00 9 rdr 90 BCLL 0.0 ' Rep Stress Incr NO WB 0.10 Horz(CT) 0.00 a n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 65111 FT=20% LUMBER - TOP CHORD 2x4 SP M 30 i� BOT CHORD 2x4 SP M 30 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puains. BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 14-0-0. (Ib) - Max Horz2=181(LC 11) Max UpIiR All uplift 1001b or less atjoint(s) except 2= 192(LC 12), 8= 192(LC 12), 13=-11l(LC 12), 14=-103(LC 12), 11=-111(LC 12),10= 103(LC 12) Max Grav All reactions 250 Ib or less at joint(s) 2, 8, 12, 13, 14, 11, 10 FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 4-5_ 811283. 5-6=-81/293 WEBS 4-13=-131/308, 3-14=-1711343, 6-11= 1301308. 7-1 0=-1 71/343 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=A.2psf; BCDL=3.0ps1; h=131t; 13=95ft; L=46f1; eave=2ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Comer(3) -1-5-4 to 3-4-0, Exleaor(2) 3-4-0 to 7-0.0, Comer(3) 7-0-0 to 11-9-3 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gap DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (none[ to the lace), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/rPI 1. 4) All plates are 2x3 MT20 unless otherwise Indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This buss has been designed for a live load of 20.0pst on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 192lb uplift at joint 2, 192lb uplift at joint 8, 111 lb uplift at joint 13, 103 lb uplift at joint 14, 111 ib uplift at joint i t and 103lb uplift at joint 10. Joaquin Velez PE No.68182 NiTek USA Inc. FL Cart 6634 6984 Parke East Blvd. Tampa FL 33610 Date: June 26,2018 "® WARNING -VMfyd4,Psparame.a,.CREADNOTES ONTKISANDINCLUDED UmErREFERANCEPAGEM4T473mv.f0i 20158EFOREUSE Design w9ldlot use only Win MRekHconrnectors. Mtlesign is based any upon porameferss!10 nand Is for an andlYdlml Gliding component not �r ■■ a tnsssyslem. Before use, the WIdIng designer most verify the opplicaleflN of design parameters and properly encoDwrale Ihls design Into the overall me Addflotwltemporaryandpemlmentbracing MiTek' bxcBngdedgn. WmhglndicatedlctoptevenibucklirgotlndMdual webantl/orchwdmem y. Sfaabllr(Cy WbNortsnfoarlcbgreo. vdalollalvda rye . en ti oprae edGmilrogpsoelwhllh epuess dl hw mm tOMl sue'Yand propeOuoHomage. ro,rOg5em2x9aalM8dd8aCnLtBeU t/oCh9 Comthpeon�nf from 1nm Plate InsaNie, 218 N. LeeSlreet9Ate 312. PeXantlfla.VA214. 69eN Parke East BNd. Tnpa.FL 33610 Job Truss Truss Type Oly Ply 3149-3159 MORNING DEW LN T14401784 M11425 VA VALLEY 6 1 • Job Reference (optional) ChamDers l run, Inc., fart YlerCO3 FL a.Ijusmar 11 Ulu Nnlex nluuseles, mc, uenunea i,.,a.u, cvlo rages ID:mxt3z000IcPw7thmwC9HWgzwlOu.x8uwo=QwTCaxfylXhKOU1 SBdgIOzLPaaUf3Uz2GrC 6-8-0 134-0 6_8-0 ~ 6-" Style=1:22.4 4z4 = 3 8 7 6 3x4 ' 2.3 11 2XJ it 2X3 11 3x4 , LOADING (psf) SPACING- 2-0-0 CS]. DEFL in (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) n1a - n/a 999 MT20 244/190 TCDL 7.0 Lumber COL 1.25 BC 0.05 Vert(CT) n/a - n/a 999 BOLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 5 n/a n(a BCDL 10.0 Code FBC2017/TP12014 MatdxS Weight: 481b FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP M 30 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied orb-0-0 oc purilns. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 13-4-0. (lb) - Max Horz 1=-130(LO 10) MaxUplift All uplift 100 Ill or less at)olnl(s) 1, 5 except 6= 196(LC 12), 8=-196(LC 12) Max Gmv All reactions 2501b or less at)olnt(s)1, 5,7 except 6=324(LC 18), 8=324(LC 17) FORCES. (lb) - Max. CompJMax. Ten. -Aft forces 250 (lb) or less except when shown. WEBS 4-6=-241/336, 2-8=-242/336 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh, BCDL=3.0psf; h=13ft; 13=9511; L=48ft; eave=6111; Cal. II; E1q/ C; Encl., GCpl=0.I S; MW FRS (direction) and C-C Exterior(2) 0-7-7 to 5-4-10, Inlerlor(1) 5-4-10 to 6.8.0, Exledor(2) "-0 to 11 -5-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except Qtdb) 6=196, 8=196. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: June 26,2018 •A WARNNG-Ve Jydaslgnparamereraand RFAONOTEBONIN6MDMCLUOEDE KREFERANCEPAGEL 74M.. 109320f5BEFOREUSE WsIg1 vaMfor useoNywith fAnek&contactors.l deslgl6 based oNY uponpm®asters swwn. and6fa on hdvkMd buldlrgc Ponent trot a Inns system. Before use. the buadang designer mustvedfy If1e appllcab9lN of des M paaneters and ixoperly hcaporme hb clesign into the overall blAdegde99n. 1kachglydlm blopfeventWddhgothdMdualtnlsweband/aclrordmembemWy. Adtllllorlal temporary mtlieermarentlxanrlg Welk' 6 always regl&etlfa slaWiryantl to prevenicWgre w0h posffile personN hbbv and prolxsdy dame. rot general guMmce regaalrg the 69M Palk. East Bhd. tl lNeryerecibnandbr mdTn temsse 1'Crf/rb, D56d9aM8CSI dtILfg Comrmnenf Tampa. FL 33610 1, exS ikLVAM EON(yedORnatlwnvdlade Iran 11Ibt %ale traflMe, 218 N. Lee Street, Slle 312 Alexondrla, VA22 14. Safofy&u*omafion Me.218N. Oy Ply 3149-3159 MORNING DEW LN T14401785 �Jojb�125���GABLET"� 6 1 Job Reference (optional) GnamOers i russ, inc., run rieias, rL 4x5 = 11 Scale = 1:18.3 4 3x4 G 2x3 II 3x4 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (too) Vdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) nfa - n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES We 0.10 Horz(CT) 0.00 3 n/a n(a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. pb/size) 1=157/10-8-0,3=157/10-8-0,4=383/10A-0 Max Herz 1=-101(LC 10) Max Uplift 1— 98(LC 12), 3= 98(LC 12).4174(LC 12) Max Grav, 1=161(LC 17), 3=176(LC 18). 4=383(LC 1) FORCES. (Ib) - Max ComplMax. Ten. -All forces 250 (Ib) or less except when shown. WEBS 2-4=-247/334 ' PLATES GRIP MT20 2441190 Weight: 35 lb FT = 20% BRACING TOP CHORD Structural mod sheathing directly applied or 6-0-0 oc pur ins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=13ft; B=95R; L=481t; eave=6ft; Cat. II; Exp C; Encl.. GCpi-0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except Qt=1b) 4=174. Joaquin Velez PE No.68182 Meek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: June 26,2018 Q WARNING. Vedrydea9npanmerexaead READNOTESON TNISAND&OLUDEDMREKREFERANCEPAGEM674T3mv. 14=201a6EFOREUSE Derr valid for use only with Mri.10 connectdx rntsdeslwn Is based oNyupon pwaneters stovm, and h for as individual bulling component, not a lass system. Before use, the IxikBxr designer must vedN the applkabilly of design paanetersard properly Incorporate Dds design Into tho overall burl'ugd-sign. ingof[WKN Wi Ado111orpl iemporwyasd lxacing MiTek' &achghdlcatedhtopreventbur webaxi/mctswdmembe y pennasent Is always requred for stabairy end to prevent coils vAlh possbie personal Injury and Plo rrV lane. For general gun a erecording ttre 69a4 Parke East Btvtl. fabricatiostorage, delivery, erection andra bracing of tr ssesand muss systems s AALVMIl Q=Zly QI9M, DS"9 and SCSI auldhog Component n Tanya.FL 9s610 SareryhlonnaflofnvcDode from Truss Rate bulltute.218 N. Lee Sheet. sure 312. NexaxNa. VA22314. Truss Truss Type Oty Ply 3149-3159 MORNING DEW LN T7440178fi FMI'114�25 VC VALLEY 6 1 Job Reference (optional) Chambers Truss, Inc., FOIt Pierce, FL 2 miju a Mar 11 2UlU MI I eK InuuSmes, inc. I ue Jun 4o 1 c ro:ua zv I o rage 1 ID:mxt3z000ICPVRthmwC9HW gzwlOu-tXOhDCYBYXjwgEpLPydo5v719RISstHi1 uzm7Nz20rA 4x4 = Scale=1:14.7 4 3a4 ss 2411 3x4 LOADING (pat) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud TOLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) n/a - n/a 999 TCOL 7.0 Lumber DOL 1.25 BC 0.19 Ven(CT) n/a - n/a— 999 BOLL 0.0 ' Rep Stress incr YES WB 0.07 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P PLATES GRIP MT20 2441190 Weight: 25 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1=125/8-0-0, 3=125/8-0-0, 4=250/8-0-0 Max Horz 1=-73(LC 10) Max Uplift 1=-85(LC 12), 3=-85(LC 12), 4_ 96(LC 12) Max Grav 1=126(LC 17). 3=137(LC 18), 4=250(LC 1) FORCES. (lb) - Max ComplMax. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.0psQ h=13fC B=951t-T. L=181t; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 1, 3, 4. y Joaquin Velez PE No.68182 fdiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33810 Date: June 26,2018 �Q WANNWG-vedyy Genlgnpa &ec4nd ReADNOTES ON THOMDWCLUDEDH EKNEFEMNCEPAGEM0.74MJ .. 16O 156EFOHE USE Design vaitl for Use only with Nalek9coNlectors. Tldsdes in is based ordyupon Pvameteo shown. and is fa an individual buadkto cotais hL not a irm system. Before use, the building designer must verify the apWcabalry, of design parameters anW property Incorporate this design Into Inc overall bulldlrgdedgn. wochgln tedktoprevenlWcldkgoflndMdua fmweband/orchwdmembersoNy. Addltbrgltemporaryandpermanentdaclrg MiTek' Is always required for slaWlry antl to Wevent colloDse with possmle perswsN trrJury aM propeM dwnage. Forgeneralgdda reganc[Irg the fabdcatbn. storage, delivery, erecnon and tracing of Inures and huss systemz seeglVSVlPIr CupeYCldede, O5B-0g plM eCsl KUWlrrg Component 6904 Parke East Blvd. SaNly0lWnnallomvdlable from Trus Rate Institute, 218 N. Lee Street. V9le 31Z Alexantlrta VA 22314. Tampa. FL 3WI0 Truss Truss Type Oty Ply 3149-3159 MORNING DEW LN T14401787 rolb— 7425 VD VALLEY 6 1 • Job Reference o tional Chamoers uuss, mc., MR ']are., rL 3x4 G 2x3 11 2 4 oes ID:M)d3z000IcPWlthmwC9HWgzwl0u.Lja30yipirsnROOXzf81 e6f?prgcbLvrGYJgpz20r9 4x4 = 3x4 1 LOADING (pat) SPACING- 2-0-0 CSL DEFL. In (loc) Well Ud TOLL 20.0 Plate Gdp DOL 1.25 TO 0.19 Vert(CL) n/a - n/a 999 TOOL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) n/a - n/a 999 BOLL 0.0 ' Rep Stress Incr YES We 0.05 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-P LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=76/5-4-0, 3=76/5-4-0, 4=151/5-4-0 Max Horz 1--44(LC 10) Max Uplift 1=-51(LC 12), 3=-51(LC 12), 4= 58(LC 12) Man Grav 1=76(LC 17), 3=83(LC 18), 4=151(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. Scale=1:10.8 PLATES GRIP MT20 244/190 Weight: 1616 FT=20% Structural wood sheathing directly applied or 5-4-0 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=3.Opst; h=13ft; B--95ft1 L-_18ft; eave=6tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces 8, MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 lost bottom chord live load nonconcunent with any other live loads. 5)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 1, 3, 4. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 0634 Still Parke East Blvd. Tamps FL 33610 Date: June 26,2018 A WARNDlG- Verey dev/Sn param em and READ NOTES ON THIS AND WCLUDED dUTEK REFERANCE PAGE lffiaNM rnw. ibD 015 BEFORE USE DeS wMd for use any with Mffeka connectors. This design is based only upon Parameters shown, atW Is for an ktdll WOding aOMPanat. not �� a truss system• Before use, tW he bdnO designer must verify the appllcabaly of design parameters and properly Incorporate rile deSlgn Into the overdl exiM chord members only. Acklg n temporaymdpemn ntbracrg Is We[( bu9drxldaat,m frock,lndk:acedbto]'eventWake,ofdudtansweband/or 6 dways teq]&ed fa stabllttyand to prevent croliapse wnn possaxe persona hpAy and propeM tlanage•For genera,]Manes regardn, ins 6904 Parke Ewl Btwd. febdcalion, atorpge, delivery. sweeten Plat brookri of rues systems, partly Crhrb, DSB-0i anllCL Bultlltg Component Tanpe, FL 331510 18 N. Leea . Nexandricr Sa/e(yDdortnalbn�vdlable Tom in]a Plate InsrMe, 21e N. Lee atreet. State 312. Plexarx]do. VA22 14. Truss Oly Ply 3149-3159 MORNING DEW LN T14401768 rJolb 7425 VE ]VALLSY 6 1 Job Reference (optional) Ohamoers I rues, Inc., ron nerca, rL C 600 12 2 3 Scale =1:6.0 4x6 9 3x4 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert .) n/ a - n/a 999 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 SC 0.04 Ved(CT) n1a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 We We BCDL 10.0 Code FBC2017/TP12014 Matnx-P Weight: 6lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling drecdy applied or 10-0-0 oc bracing. REACTIONS. (fib/size) 1=53/2-8-0, 3=53/2-8-0 Max Horz 1=15(LC 11) Max Uplift 1=-28(LC 12), 3=-28(LC 12) FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psC BCDL=3.Opsf; h=13ft; B=95ft; L=48f ; eave=6tt; Cat. II; Exp C; Encl., GOpi-0.18; MW FRS (directional) and C-C Extedor(2) zone;C-C for members and tomes & MW FRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live lead nonconcunent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opst on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 lb uplift at joint(s) 1, 3. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33810 Date: June 26,2018 ' QWARNWG-Vedryde ,.,ammere.dREAONOMSONTN/SANDWOLUDEDMIFEKREFERANGEPAGEM 74TJmv. 100 015BEFOREUSE ��• voidforuseoN connectors.WwdiythboredoNyuponpmamefers Mown.arsdhfosyico Wk buisdecompollreocot .lNtva d a Ourssystem.Beforeuse.Use bua NttleslventmustlWotheappdc xofde /rchwd earstlproperlydd1I1oc1fefibdey into Oreoverdl afrl b krdlCafd bradriU Wvifthpstl and/orcfsP-dY MiTek' Conogo-F. geneossaltemporaryantlpermarenf ePlOusssveb ejee reypn. uted foCel9 to Prevent colt the kahvaysn, storage. CVaIDy Csl4M. D58-09 oLM SCSI BufOlsO Compenmi eliveryanato grand UdWof runup endI pees femnd 6WoM pop Qually r@e. a. S84 alnd=9 Belding fetoff,bnmall9e.tlea re bath.ofhus2. 69o4PeFL Eosi BMd. T.alot Lee Steel sue 31Z AeNSyrytI SONNdUORRO/bsrnrllaf�lefrom isussflafe trss11Me. 218 N. Lee atmet. SWfe 312 P1exRWa4 VA 22314. Nefr Tanga, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 1310 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. O'IY)dr For 4 x 2 orientation, locate plates 0-1/0 from outside edge of truss. This symbol indicates the required direction of slots in connector plates. 'Plate location details available in Milrek20/20 software or upon request. UM14 The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or el by text in the bracing section of the output. Use T or I bracing f Indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4.8 I dimensions shown Infitc sixteenths t s II1I (Drawings not to scale) JOINISARE GENERALLYNUMBEREDILETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBSARE IDENTIFIED BYEND JOINT NUMBERS/LETTERS, PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311. ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTekO All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev, 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing. Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4, Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/IPI 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted. this design Is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber Is a non-structural consideration and B the responsibility of truss fabricator. General practice's to comber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed a purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing a110 ft. spacing, or less, if no ceiling Is Instolled, unless otherwise noted. 15. Comectons not shown are the responsibility of others. 16. Do notcut or alter truss member or plate without prior approval of on engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental health or performance risks. Consult with project engineer before use. 19, Review all portions of this design (front, back words and pictures) before use. Reviewing pictures alone is notsufficient. 20. Design assumes manufacture In accordance with ANSI/TPI 1 Quality Criteria. Edwards Landing, LLC MEMORANDUM To: Joseph Cicio From: Steven Reichel Date: October 29, 2018 Re: Fire Sprinkler Plans 3 Sets per plan review. PERMIT #1807-0810 BUILDING 22 3149-3159 MORNING DEW LANE FT. PIERCE, FL RECEIVED Orr 9,9 ?q1B Permitting Department St. Lucie County SSA St 410e count John M. Foster - Architect Member - American Institute of Architects - LEED AP October 17, 2018 11205 Ridge Ave. Fort Pierce, Florida 34982 Florida Reg. No. 8511 Planning & Development Services RECEIVED Building & Code Regulation Division 2300 Virginia Avenue oc r ? 7 01.3 Ft. Pierce, Florida 34982 1 S. Lucie County, Permitting Sedona Multi -family project - 3149-3159 Morningdew Lane Permit # 1807-0810, Building 22 Architect's reply to SLC Plans Examiner Review dated 8/21/18. 1) All plan sheets are dated in the title block. If necessary, the architect can date all sheets in concert with the cover sheet. 2) Energy calculations with revised address attached. 3) Three copies of fire sprinkler plans attached. 4) Three Design Wind Load forms attached. 5) Shop drawing review blocks have been affixed to the submitted truss layout & engineering sheets. If there are any questions regarding this reply to building department Comments, please contact me as listed above. a M. Fo5te '(,Y) y � c, • �• a•4s� • .. _ it John M. Foster - Architect Member - American Institute of Architects - LEED AP October 17, 2018 11205 Ridge Ave. Fort Pierce, Florida 34982 Florida Reg. No. 8511 Planning & Development Services =RECEIVEDBuilding & Code Regulation Division2300 Virginia Avenue Ft. Pierce, Florida 34982 r, Sedona Multi -family project - 3149-3159 Morningdew Lane Permit # 1807-0810, Building 22 Architect's reply to SLC Plans Examiner Review dated 8/21/18. 1) All plan sheets are dated in the title block. If necessary, the architect can date all sheets in concert with the cover sheet. 2) Energy calculations with revised address attached. 3) Three copies of fire sprinkler plans attached. 4) Three Design Wind Load forms attached. 5) Shop drawing review blocks have been affixed to the submitted truss layout & engineering sheets. If there are any questions regarding this reply to building department Comments, please contact me as listed above. . STgT� � O J i�o�iter o_ n�•i John M. Foster - Architect Member - American Institute of Architects - LEED AP October 17, 2018 11205 Ridge Ave. Fort Pierce, Florida 34982 Florida Reg. No. 8511 Planning & Development Services Building & Code Regulation Division R7F_ VED 2300 Virginia Avenue 007 �3Ft. Pierce, Florida 34982 f irety, Permitting Sedona Multi -family project - 3149-3159 Morningdew Lane Permit # 1807-0810, Building 22 Architect's reply to SLC Plans Examiner Review dated 8/21/18. 1) All plan sheets are dated in the title block. If necessary, the architect can date all sheets in concert with the cover sheet. 2) Energy calculations with revised address attached. 3) Three copies of fire sprinkler plans attached. 4) Three Design Wind Load forms attached. 5) Shop drawing review blocks have been affixed to the submitted truss layout & engineering sheets. If there are any questions regarding this reply to building department Comments, please contact me as listed above. SCANNED BY St. Lucie County SUBSURFACE SOIL EXPLORATION AND GEOTECHNICAL ENGINEERING EVALUATION SEDONA RESIDENTIAL DEVELOPMENT - PHASE 1 3111-3125 MORNINGDEW LANE (BUILDING T-22) ST. LUCIE COUNTY, FLORIDA AACE FILE No.17-249 m RECEIVED JUL 3 0 2010 Permitting Department St. Lucie County ANDERSEN ANDRE CONSULTING ENGINEERS, INC. 834 SW Swan Avenue Port St. Lucie, Florida 34983 Ph:772-807-9191 Fx:772-807-9192 www.aaceinc.com TABLE OF CONTENTS SUBSURFACE SOIL EXPLORATION AND GEOTECHNICAL ENGINEERING EVALUATION SEDONA RESIDENTIAL DEVELOPMENT - PHASE 1 3111-3125 MORNINGDEw LANE (BUILDING T-22) ST. LUCIE COUNTY, FLORIDA AACE FILE No.17-249 PAGE # 1.0 INTRODUCTION...............................................................1 2.0 SITE INFORMATION AND PROJECT UNDERSTANDING ..................................... 1 3.0 FIELD EXPLORATION PROGRAM...................................................2 4.0 OBSERVED SUBSURFACE CONDITIONS ............................................... 2 4.1 General Soil Conditions.............................................2 4.2 Measured Groundwater Level ......................................3 5.0 LIMITED LABORATORY TESTING PROGRAM ........................................... 3 6.0 GEOTECHNICAL ENGINEERING EVALUATION ........................................... 3 6.1 General..........................................................3 6.2 Site Preparation Recommendations .................................. 3 6.3 Foundation and Slab Design ........................................ 4 7-.0 QUALITY ASSURANCE...........................................................5 8.0 CLOSURE....................................................................5 • Sheet No. 1 • Site Vicinity Maps • Sheet No. 2 • Boring Location Plan and Soil Boring Profiles • Appendix I • USDA Soil Survey Information • Appendix II • General Notes (Soil Borings, Sampling and Testing Methods) • Appendix 11 • AACE Project Limitations and Conditions ANDERSEN ANDRE CONSULTING ENGINEERS, INC. WWW.AACEINC.COM ANDERSEN ANDRE CONSULTING ENGINEERS, INC Geotechnical Engineering Construction Materials Testing Environmental Consulting Edwards Landing, LLC 2324 South Congress Avenue, Suite 2E West Palm Beach, FL 33406 Attention: Mr. Gregg Wexler SUBSURFACE SOIL EXPLORATION AND GEOTECHNICAL ENGINEERING EVALUATION SEDONA RESIDENTIAL DEVELOPMENT - PHASE 1 3111-3125 MORNINGDEw LANE (BUILDING T-22) ST. LUCIE COUNTY, FLORIDA 1.0 INTRODUCTION AACE File No. 17-249 June 1, 2018 In accordance with your authorization, Andersen Andre Consulting Engineers, Inc. (AACE) has completed a subsurface exploration and geotechnical engineering analyses for the above referenced project. The purpose of performing this exploration was to explore shallow soil types and groundwater levels as they relate to the proposed single -story residential building construction, and restrictions which these soil and groundwater conditions may place on the proposed site development. Our work included Standard Penetration Test (SPT) borings, solid - stem auger borings, limited laboratory testing, and engineering analysis. This report documents our explorations and tests, presents our findings, and summarizes our conclusions and recommendations. 2.0 SITE INFORMATION AND PROJECT UNDERSTANDING The Sedona Phase 1 project covers approximately 10 acres of land within an approximately35-acre parent tract located on the southwest corner of Edwards Road and 25th Street (St. James Drive) in St. Lucie County, Florida (within Section 29,Township 35 South, Range 40 East). The location of the subject site (i.e. the 10-acre Phase 1 portion) is graphically depicted on the Site Vicinity Map (2016 aerial photograph) as well as on a reproduction of the 1983 USGS Quadrangle Map of "Fort Pierce, Florida", both presented on Sheet No. 1. The USGS Quadrangle Map depicts the subject property as being relatively level with an average surface elevation of about 10 feet relative to the National Geodetic Vertical Datum of 1929. The infrastructure installation for the Phase 1 site is currently on -going and the proposed T-22 building site is roughly outlined and slightly elevated when compared to the surrounding grades. Accordingto the USDA NRCS WebSoil Survey, the predominant surficial soil type within the subject site is the Winder loamy sand (Map Unit ID 55). This soil type is noted to consist of sandy and loamy marine deposits found on flats within historic marine terraces. The approximate location of the subject site is shown superimposed on an aerial photograph on Sheet No. 1, along with a more specific description of the soil type. Further, the USDA Web Soil Survey summary report is included in Appendix I. 834 Swan Avenue, Port St. Lucie, Florida 34983 Ph: 772-807-9191 Fx: 772-807-9192 w .aaceinc.com SEDONA RESIDENTIAL DEVELOPMENT- PHASE 1 Page -2- 3111-3125 MORNINGDEw LANE (BUILDING T-22) AACE FILE No. 17-249 Based on our conversations and on our cursory review of the project civil engineering plans (prepared by Culpepper & Terpening, Inc), we understand that Phase I of the Sedona project consists of constructing thirteen (13) single -story, multi -unit residential dwellings and a clubhouse/swimming pool complex. Additional project features include roadway construction, as well as drainage and utility improvements. Based on your request and after briefly discussing the project with your architect, we understand that at this point in time it is desired to only have a subsurface exploration and geotechnical engineering evaluation performed for theT-22 building site. We have not been provided with any specific structural or architectural information relative to this single -story multi -unit structure. However, we expect that it will be constructed with load -bearing masonry walls and possibly isolated columns. For construction of this type we expected maximum wall loads of 1-2 kips per lineal foot and maximum column loads (if any) of 100 kips. Following our site visit, we expect that 1-2 feet of fill will be placed across the site to raise the general building grades. 3.0 FIELD EXPLORATION PROGRAM To explore subsurface conditions at the T-22 building site, one (1) Standard Penetration Test (SPT) boring (ASTM D1586) and two (2) solid -stem auger borings were completed to depths of 10-15 feet below the existing grades. This work was completed on May 29, 2018. The field work locations shown on Sheet No. 2 were determined in the field by our field crew using the provided site plan, and tape/wheel measurements and the roughly outlined building pads as reference. The locations should be considered accurate only to the degree implied by the method of measurement used. We preliminarily anticipate that the actual locations are within 15 feet of those shown on Sheet No. 2. Summaries ofAACE'sfield procedures are included in Appendix II and the individual boring profiles are presented on the attached Sheet No. 2. Samples obtained during performance of the borings were visually classified in the field, and representative portions of the samples were transported to our laboratory in sealed sample jars for further classification. The soil samples recovered from our explorations will be kept in our laboratory for 60 days, then discarded unless you specifically request otherwise. 4.0 OBSERVED SUBSURFACE CONDITIONS 4.1 General Soil Conditions Detailed subsurface conditions are illustrated on the soil boring profiles presented on Sheet No. 2. The stratification of the boring profiles represents our interpretation ofthefield boring logs and the results of laboratory examinations of the recovered samples. The stratification lines represent the approximate boundary between soil types. The actual transitions may be more gradual than implied. In general, at the locations and depths explored, our borings encountered loose to moderately dense fine sands (SP), slightly clayey fine sands (SP-SC), and clayey fine sands (SC) to depths of about 13feet, followed byverysoft clay (CL) reaching the termination depth of our deepest boring. The above soil profile is outlined in general terms only; please refer to Sheet No. 2 for individual soil profile details. SEDONA RESIDENTIAL DEVELOPMENT - PHASE 1 Page -3- 3111-3125 MORNINGDEw LANE (BUILDING T-22) AACE FILE No.17-249 4.2 Measured Groundwater Level The groundwatertable depth as encountered in the borings during the field investigations is shown adjacent to the soil profiles on the attached Sheet No. 2. As can be seen, the groundwater table was generally encountered at depth of about 5.0 feet to about 6.0 feet below the existing ground surface, with this range likely attributed to similar, localized elevation variations across the building pad. Overall, fluctuations in groundwater levels should be anticipated throughout the year primarily due to seasonal variations in rainfall and other factors that may vary from the time the borings were conducted. ' 5.0 LIMITED LABORATORY TESTING PROGRAM Our drillers observed the soil recovered from the SPT sampler and augers, placed the recovered soil samples in moisture proof containers, and maintained a log for each boring. The recovered soil samples, along with the field boring logs, were transported to our Port St. Lucie soils laboratory where they were visually examined by AACE's project engineer to determine their engineering classification. The visual classification of the samples was performed in accordance with the Unified Soil Classification System, USCS. 6.0 GEOTECHNICAL ENGINEERING EVALUATION 6.1 General Based on the findings of our site exploration, our evaluation of subsurface conditions, and judgment based on our experience with similar projects, we conclude thatthe soils underlyingthis site are generally satisfactory to support the proposed single -story residential building on conventional spread foundations ora thickened -edge (monolithic) slab. Regardless, in our opinion, the bearing capacity of the loose near -surface soils should be improved in order to reduce the risk of unsatisfactory foundation performance. The general soil improvement we recommend includes proofrolling the building with a heavy vibratory roller. Following are specific recommendations for site preparation procedures and foundation design for the project. 6.2 Site Preparation Recommendations The existingT-22 building pad should be leveled and compacted with a heavyvibratory roller; any soft, yielding soils detected should be excavated and replaced with clean, compacted backfill that conforms with the recommendations below. Sufficient passes should be made during the proofrolling operations to produce dry densities not less than 98 percent of the modified Proctor (ASTM D1557) maximum dry density of the compacted material to depths of 2 feet below the compacted surface, or 2 feet below the bottom of footings, whichever is lower. In any case, the building pad should receive not less than 10 overlapping passes, half of them in each of two perpendicular directions. After the existing pad surfaces have been compacted and tested to verify that the desired dry density has been obtained, the building area may be filled to the desired grades. All fill material should conform to the recommendations below. It should be placed in uniform layers not exceeding 12 inches in loose thickness. Each layer should be compacted to a dry density not less than 98 percent of its modified Proctor (ASTM D1557) maximum value. SEDONA RESIDENTIAL DEVELOPMENT - PHASE 1 Page 4- 3111-3125 MORNINGDEw LANE (BUILDING T-22) AACE FILE No.17-249 After completion of the general site preparations discussed above, the bottom of foundation excavations dug through the compacted natural ground, fill or backfill, should be compacted so as to densify soils loosened during or after the excavation process, or washed or sloughed into the excavation priorto the placementof forms. Avibratory, walk -behind plate compactor can be used for this final densification immediately prior to the placement of reinforcing steel, with previously described density requirements to be maintained below the foundation level. Following removal of foundation forms, backfill around foundations should be placed in lifts six inches or less in thickness, with each lift individually compacted with a plate tamper. The backfill should be compacted to a dry density of at least 95 percent of the modified Proctor (ASTM D-1557) maximum dry density. All fill material under the buildings should consist of clean sands free of organics and other deleterious materials. The fill material should have not more than 12 percent by dry weight passing the U.S. No. 200 sieve, and no particle larger than 3 inches in diameter. Backfill behind walls, if any, should be particularly pervious, with not more than 4 percent by dry weight passing the U.S. #200 sieve. 6.3 Foundation and Slab Design Afterthe foundation soils have been prepared as recommended above, the site should be suitable forsupporting the proposed single -story residential building construction on conventional shallow foundations or a thickened -edge (monolithic) slab proportioned for an allowable bearing stress of 1,500 pounds per square foot (psf7, or less. To provide an adequate factor of safety against a shearing failure in the subsoils, all continuous foundations should be at least 18 inches wide, and all individual column footings should have a minimum width of 36 inches. Exterior foundations should bear at least 18 inches below adjacent outside final grades. Based upon the boring information and the assumed loading conditions, we estimate that the recommended allowable bearing stress will provide a minimum factor of safety in excess of two against bearing capacity failure. With the site prepared and the foundations designed and constructed as recommended, we anticipate total settlements of one inch or less, and differential settlement between adjacent similarly loaded footings of less than one -quarter of an inch. Because of the granular nature of the subsurface soils, the majority of the settlements should occur during construction; post -construction settlement should be minimal. We recommend that representatives of AACE inspect all footing excavations in order to verify that footing bearing conditions are consistent with expectations. Foundation concrete should not be cast over a foundation surface containing topsoil or organic soils, trash of any kind, surface made muddy by rainfall runoff, or groundwater rise, or loose soil caused by excavation or other construction work. Reinforcing steel should also be clean at the time of concrete casting. If such conditions develop during construction, the reinforcing steel must be lifted out and thefoundation surface reconditioned and approved by AACE. After the ground surface is proofrolled and filled, if necessary, as recommended in this report, the floor slab can be placed directly on the prepared subgrade. For design purposes, we recommend using a subgrade reaction modulus of 200 pounds per cubic inch (pci) for the compacted shallow sands. In our opinion, a highly porous base material is not necessary. We recommend to use a minimum of 10 mil polyolefin film as the main component of a vapor barrier system. SEDONA RESIDENTIAL DEVELOPMENT- PHASE 1 Page -5- 3111-3125 MORNINGDEw LANE (BUILDING T-22) AACE FILE No.17-249 7.0 QUALITY ASSURANCE We recommend establishing a comprehensive quality control program to verify that all site preparation and foundation and pavement construction is conducted in accordance with the appropriate plans and specifications. Materials testing and inspection services should be provided by Andersen Andre Consulting Engineers, Inc. An experienced engineering technician should monitor all stripping and grubbing, on a full-time basis to verify that deleterious materials have been removed. The technician should observe the proof -rolling operation to verify that the appropriate number of passes are applied to the subgrade. In -situ density tests should be conducted during filling activities and below all footings, floor slabs, pavement areas, and within utility/drainage installations to verify that the required densities have been achieved. In -situ density values should be compared to laboratory Proctor moisture -density results for each of the different natural and fill soils encountered. 8.0 CLOSURE The geotechnical evaluation submitted herein is based on the data obtained from the soil boring profiles presented on Sheet No 2, and our understanding of the project as described in the previous. Limitations and conditions to this report are presented in Appendix III. This report has been prepared in accordance with generally accepted soil and foundation engineering practices for the exclusive use of Edwards Landing,LLC. No other warranty, expressed or implied, is made. We are pleased to be of assistance to you on this phase of your project. When we may be of further service to you or should you have any questions, please contact us. Certifica[eofAutRA Iv&ofNoCJ2'6794 99�400 au Peter G. gndeA'P E. at (t3f�A �F %bDavid P. Andre, P.E. 61 Principal Engine��;•, �L�Gf� ��� Principal Engineer Fla. Reg. No. 57r�F3���uw�,�\�� Fla, Reg. No. 53969 PGA/DPA:pa ANDERSEN ANDRE CONSULTING ENGINEERS, INC. WWW.AACEINC.COM APPENDIX I USDA Soil Survey Information 2A 243T N 2A 242O N Soil Map —St. Lucie County, Florida k u (Edwards Landing, SLC) n � S 3 A ;y Map SmIe:1:1,570 ifPdNled onAWndsape(11"z6.5')sheet Me ers N e 70 40 BD iZl Feet AMapPJ:WebMerhu Caercoordl:WG5B4 09e Ms: UlM Zane 17N WGS&4 usDA Natural Resources Web Soil Survey 21111111111 Conservation Service National Cooperative Soil Survey p 2A 243TN pM M £I �p M 2 2,VWN 3 (n R 8/21/2017 Page 1 of 3 Soil Map —St. Lucie County, Florida (Edwards Landing, SLC) MAP LEGEND MAP INFORMATION Area of Interest (Aol) g Spoil Area The soil surveys that comprise your AOI were mapped at O Area of Interest (A01) ® Stony Spot Y 1:24,000. Soils Very Stony Spot Warning: Soil Map may not be valid at this scale. Q Soil Map Unit Polygons 97 Wet Spot Enlargement of maps beyond the scale of mapping can cause Sol Map Unit Lines misunderstanding of the detail of mapping and accuracy of soil Other line placement. The maps do not show the small areas of 0 Soil Map Unit Points Special Line Features contrasting soils that could have been shown at a more detailed Special Paint Features Scale. V Blowout Water Features ,.,., Streams and Canals Please rely on the bar scale on each map sheet for map Borrow Pit measurements. Transportation Clay Spot Rails Source of Map: Natural Resources Conservation Service f-t+ Web Soil Survey URL: 0 Closed Depression .r Interstate Highways Coordinate System: Web Mercator (EPSG:3857) Gravel Pit US Routes Maps from the Web Soil Survey are based on the Web Mercator Gravelly Spot Major Roads projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the ® Landfill c� Local Roads Albers equal-area conic projection, should be used if more A Lava Flow accurate calculations of distance or area are required. Background Marsh or swamp S Aerial Photography This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. i� Mine or Quarry Soil Survey Area: St. Lucie County, Florida Q Miscellaneous Water Survey Area Data: Version 9, Sep 16, 2016 Perennial Water Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Rock Outcrop + Saline Spot DOt20s'aerial images were photographed: Dec 31, 2009—Mar Sandy Spot The orthopholo or other base map on which the soil lines were .g�. Severely Eroded Spot compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor Sinkhole shifting of map unit boundaries may be evident. Slide or Slip 0 Sodic Spot USDA Natural Resources Web Soil Survey 8/21/2017 Qia Conservation Service National Cooperative Soil Survey Page 2 of 3 Soil Map —St. Lucie County, Florida Map Unit Legend Edwards Landing, SLC St Lucie County, Florida (FL111) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 48 Wabasso sand, 0 to 2 percent slopes 2.1 23.7% 55 Winder loamy sand 6.9 76.3% Totals for Area of Interest 9.0 100.0% usDA Natural Resources Web Soil Survey 812112017 ANN Conservation Service National Cooperative Soil Survey Page 3 of 3 Map Unit Description: Winder loamy sand --St. Lucie County, Florida St. Lucie County, Florida 55—Winder loamy sand Map Unit Setting National map unit symbol. 1jpwk Mean annual precipitation: 49 to 58 inches Mean annual air temperature: 70 to 77 degrees F Frost -free period: 350 to 365 days Farmland classification: Farmland of unique importance Map Unit Composition Winder, drained and bedded, and similar soils: 67 percent Winder, hydric, and similar soils: 15 percent Minor components: 18 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Winder, Drained And Bedded Setting Landform: Flats on marine terraces Landform position (three-dimensional): Talf Down -slope shape: Concave, convex Across -slope shape: Linear Parent material., Sandy and loamy marine deposits Typical profile A - 0 to 6 inches., loamy sand E - 6 to 12 inches: sand Btgl - 12 to 33 inches: sandy clay loam Btg2 - 33 to 49 inches: sandy loam Cgl - 49 to 61 inches: loamy sand Cg2 - 61 to 80 inches: sand Properties and qualities Slope: 0 to 2 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Poorly drained Runoff class: High Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: About 12 to 18 inches Frequency of flooding. None Frequency of ponding. None Calcium carbonate, maximum in profile: 5 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Sodium adsorption ratio, maximum in profile: 4.0 Available water storage in profile: Low (about 5.8 inches) Edwards Landing, SLC usDA Natural Resources Web Soil Survey 8/2112017 Conservation service National Cooperative Soil Survey Page 1 of 4 1 Map Unit Description: Winder loamy sand —St. Lucie County, Florida Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3w Hydrologic Soil Group: C/D Other vegetative classification: Loamy and clayey soils on flats of hydric or mesic lowlands (G156BC341 FL) Hydric soil rating: No Description of Winder, Hydric Setting Landform: Flats on marine terraces Landform position (three-dimensional): Talf Down -slope shape: Concave, linear Across -slope shape: Linear Parent material. Sandy and loamy marine deposits Typical profile A - 0 to 6 inches: loamy sand E - 6 to 12 inches: sand Btg1- 12 to 33 inches: sandy clay loam Btg2 - 33 to 49 inches: sandy loam Cg1- 49 to 61 inches: loamy sand Cg2 - 61 to 80 inches: sand Properties and qualities Slope: 0 to 2 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Poorly drained Runoff class: Very high Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: About 0 to 12 inches Frequency of flooding: None Frequency of ponding. None Calcium carbonate, maximum in profile: 5 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Sodium adsorption ratio, maximum in profile: 4.0 Available water storage in profile: Low (about 5.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3w Hydrologic Soil Group: C/D Other vegetative classification: Loamy and clayey soils on flats of hydric or mesic lowlands (G156BC341 FL) Hydric soil rating: Yes Minor Components Floridana Percent of map unit: 3 percent Edwards Landing, SLC UsnA Natural Resources Web Soil Survey 8/21/2017 Conservation Service National Cooperative Soil Survey Page 2 of 4 Map Unit Description: Winder loamy sand —St. Lucie County, Florida Landform: Depressions on marine terraces Landform position (three-dimensional): Dip Down -slope shape: Concave Across -slope shape: Concave Other vegetative classification: Sandy over loamy soils on stream terraces, flood plains, or in depressions (G156BC245FL) Hydric soil rating., Yes Riviera Percent of map unit: 3 percent Landform: Flats on marine terraces Landform position (three-dimensional): Tali Down -slope shape: Linear Across -slope shape: Linear Other vegetative classification: Sandy over loamy soils on flats of hydric or mesic lowlands (G156BC241 FL) Hydric soil rating: Yes Hallandale Percent of map unit: 3 percent Landfom/: Flats on marine terraces Landform position (three-dimensional): Interfluve, talf Down -slope shape: Convex Across -slope shape: Linear Other vegetative classification: Sandy soils on flats of mesic or hydric lowlands (G156BC141FL) Hydric soil rating: No Pineda Percent of map unit: 3 percent Landform: Drainageways on marine terraces, flats on marine terraces Landform position (three-dimensional): Dip Down -slope shape: Linear Across -slope shape: Concave Other vegetative classification: Sandy over loamy soils on flats of hydric or mesic lowlands (G156BC241 FL) Hydric soil rating: Yes Wabasso, gravelly substratum Percent of map unit., 2 percent Landform: Flats on marine terraces Landform position (three-dimensional): Tall Down -slope shape: Convex Across -slope shape: Linear Other vegetative classification: Sandy soils on flats of mesic or hydric lowlands (G156BC141 FL) Hydric soil rating: No Wabasso Percent of map unit., 2 percent Landform: Flats on marine terraces Landfomi position (three-dimensional): Tall Down -slope shape: Convex Edwards Landing, SLC LisDA Natural Resources Web Soil Survey 8/21/2017 Conservation Service National Cooperative Soil Survey Page 3 of 4 r , Map Unit Description: Winder loamy sand --St. Lucie County, Florida Across -slope shape: Linear Other vegetative classification: Sandy soils on flats of mesic or hydric lowlands (G156BC141 FL) Hydric soil rating. No Winder, shell substratum, hydric Percent of map unit: 2 percent Landform: Flats on marine terraces Landform position (three-dimensional): Talf Down -slope shape: Concave, linear Across -slope shape: Linear Other vegetative classification: Loamy and clayey soils on flats of hydric or mesic lowlands (G156BC341 FL) Hydric soil rating: Yes Data Source Information Soil Survey Area: St. Lucie County, Florida Survey Area Data: Version 9, Sep 16, 2016 Edwards Landing, SLC U Natural Resources Web Soil Survey 8/21/2017 Conservation Service National Cooperative Soil Survey Page 4 of 4 APPENDIX II General Notes (Soil Borings, Sampling and Testing Methods) ANDERSEN ANDRE CONSULTING ENGINEERS, INC. SOIL BORING, SAMPLING AND TESTING METHODS GENERAL Andersen Andre Consulting Engineers, Inc. (AACE) borings describe subsurface conditions only at the locations drilled and at the time drilled. They provide no information about subsurface conditions below the bottom of the boreholes. At locations not explored, surface conditions that differ from those observed in the borings may exist and should be anticipated. The'information reported on our boring logs is based on our drillers' logs and on visual examination in our laboratory of disturbed soil samples recovered from the borings. The distinction shown on the logs between soil types is approximate only. The actual transition from one soil to another may be gradual and indistinct. The groundwater depth shown on our boring logs is the water level the driller observed in the borehole when it was drilled. These water levels may have been influenced by the drilling procedures, especially in borings made by rotary drilling with bentonitic drilling mud. An accurate determination of groundwater level requires long-term observation of suitable monitoring wells. Fluctuations in groundwater levels throughout the year should be anticipated. The absenceof a groundwater level on certain logs indicatesthat no groundwater data isavailable. It does not mean that groundwater will not be encountered at that boring location at some other point in time. STANDARD PENETRATION TEST The Standard Penetration Test (SPT) is a widely accepted method of in situ testing of foundation soils (ASTM D-1586). A 2-foot (0.6m) long, 2-inch (50mm) O.D. split -barrel] sampler attached to the end of a string of drilling rods is driven 24 inches (0.60m) into the ground by successive blows of a 140-pound (63.5 Kg) hammer freely dropping 30 inches (0.76m). The number of blows needed for each 6 inches (0.15m) increments penetration is recorded. The sum of the blows required for penetration of the middle two 6-inch (0.15m) increments of penetration constitutes the test result of N-value. After the test, the sampler is extracted from the ground and opened to allow visual description of the retained soil sample. The N-value has been empirically correlated with various soil properties allowing a conservative estimate of the behavior of soils under load. The following tables relate N-values to a qualitative description of soil density and, for cohesive soils, an approximate unconfined compressive strength (Qu): Cohesionless Soils: N-Value Description 0 to 4 Veryloose 4 to 10 Loose 30 to 30 Medium dense 30 to 50 Dense Above 50 Very dense Cohesive Soils: N-Value Description 0 to 2 Very soft Below 0.25 tsf (25 kPa) 2 to 4 Soft 0.25 to 0.50 tsf (25 to 50 kPa) 4 to 8 Medium stiff 0.50 to 1.0 tsf (50 to 100 kPa) 8 to 15 Stiff 1.0 to 2.0 tsf (100 to 200 kPa) 15 to 30 Very stiff 2.0 to 4.0 tsf (200 to 400 kPa) Above 30 Hard Above 4.0 tsf (400 kPa) The tests are usually performed at 5 foot (1.5m) intervals. However, more frequent or continuous testing is done by AACE through depths where a more accurate definition of the soils is required. The test holes are advanced to the test elevations by rotary drilling with a cutting bit, using circulating fluid to remove the cuttings and hold the fine grains in suspension. The circulating fluid, which is bentonitic drilling mud, is also used to keep the hole open below the water table by maintaining an excess hydrostatic pressure inside the hole. In some soil deposits, particularly highly pervious ones, flush -coupled casing must be driven to just above the testing depth to keep the hole open and/or prevent the loss of circulating fluid. After completion of a test borings, the hole is kept open until a steady state groundwater level is recorded. The hole is then sealed by backfilling, either with accumulated cuttings or lean cement. Representative split -spoon samples from each sampling interval and from different strata are brought to our laboratory in air -tight jars for classification and testing, if necessary. Afterwards, the samples are discarded unless prior arrangement have been made. POWER AUGER BORINGS Auger borings (ASTM D-1452) are used when a relatively large, continuous sampling of soil strata close to the ground surface is desired. A 4-inch (100 mm) diameter, continuous flight, helical auger with a cutting head at its end is screwed into the ground in 5-foot (1.5m) sections. It is powered bythe rotary drill rig. The sample is recovered bywithdrawingthe augerour of the ground without rotating it. The soil sample so obtained, is classified in the field and representative samples placed in bags orjars and returned to the AACE soils laboratory for classification and testing, if necessary. HAND AUGER BORINGS Hand auger borings are used, if soil conditions are favorable, when the soil strata are to be determined within a shallow (approximately 5-foot [1.5m]) depth or when access is not available to power drilling equipment. A 3-inch (75mm) diameter hand bucket auger with a cutting head is simultaneously turned and pressed into the ground. The bucket auger is retrieved at approximately 6-inch (0.15m) interval and its contents emptied for inspection. On occasion post - hole diggers are used, especially in the upper 3 feet (1m) or so. Penetrometer probings can be used in the upper 5 feet (1.5m) to determine the relative density of the soils. The soil sample obtained is described and representative samples put in bags orjars and transported to the AACE soils laboratory for classification and testing, if necessary. UNDISTURBED SAMPLING Undisturbed sampling (ASTM D-1587) implies the recovery of soil samples in a state as close to their natural condition as possible. Complete preservation of in situ conditions cannot be realized; however, with careful handling and proper sampling techniques, disturbance during sampling can be minimized for most geotechnical engineering purposes. Testing of undisturbed samples gives a more accurate estimate of in situ behavior than is possible with disturbed samples. Normally, we obtain undisturbed samples by pushing a 2.875-inch (73 mm) I.D., thin wall seamless steel tube 24 inches (0.6 m) into the soil with a single stoke of a hydraulic ram. The sampler, which is a Shelby tube, is 30 (0.8 m) inches long. After the sampler is retrieved, the ends are sealed in the field and it is transported to our laboratory for visual description and testing, as needed. ROCK CORING In case rockstrata is encountered and rock strength/continuity/composition information is needed for foundation or mining purposes, the rock can be cored (ASTM D-2113) and 2-inch to 4-inch diameter rock core samples be obtained for further laboratory analyses. The rock coring is performed through flush -joint steel casing temporarily installed through the overburden soils above the rock formation and also installed into the rock. The double- or triple -tube core barrels are advanced into the rocktypically in 5-foot intervals and then retrieved to the surface. The barrel is then opened so that the core sample can be extruded. Preliminary field measurements of the recovered rock cores include percent recovery and Rock Quality Designation (RQD) values. The rock cores are placed in secure core boxes and then transported to our laboratory for further inspection and testing,'as needed. SFWMD EXFILTRATION TESTS In order to estimate the hydraulic conductivity of the upper soils, constant head or falling head exfiltration tests can be performed. These tests are performed in accordance with methods described in the South Florida Water Management District (SFWMD) Permit Information Manual, Volume IV. In brief, a 6 to 9 inch diameter hole is augered to depths of about 5 to 7 feet; the bottom one foot is filled with 57-stone; and a 6-foot long slotted PVC pipe is lowered into the hole. The distancefrom the groundwater table and tothe ground surface is recordedand the hole isthen saturated for 10 minutes with the water level maintained at the ground surface. If a constant head test is performed, the rate of pumping will be recorded at fixed intervals of 1 minute for a total of 10 minutes, following the saturation period. LABORATORY TEST METHODS Soil samples returned to the AACE soils laboratory are visually observed bya geotechnical engineer or a trained technician to obtain more accurate description of the soil strata. Laboratory testing is performed on selected samples as deemed necessary to aid in soil classification and to help define engineering properties of the soils. The test results are presented on the soil boring logs at the depths at which the respective sample was recovered, except that grain size distributions or selected other test results may be presented on separate tables, figures or plates as discussed in this report. THE PROJECT SOIL DESCRIPTION PROCEDURE FOR SOUTHEAST FLORIDA CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES The soil descriptions shown on the logs are based upon visual -manual procedures in accordance with local practice. Soil classification is performed in general accordance with the United Soil Classification System and is also based on visual -manual procedures. BOULDERS (>12" (300 MMl) and COBBLES (3" 175 MM1 TO 12" 1300 MMD: GRAVEL: Coarse Gravel: 3/4" (19 mm) to 3" (75 mm) Fine Gravel: No. 4 (4.75 mm) Sieve to 3/4" (19 mm) Descriotive adiectives 0 - 5% — no mention of gravel in description 5-15% —trace 15-29% —some 30-49% — gravelly (shell,limerock,cemented sands) SANDS: COARSE SAND: No. 10 (2 mm) Sieve to No. 4 (4.75 mm) Sieve MEDIUM SAND: No. 40 (425 µm) Sieve to No. 10 (2 mm) Sieve FINE SAND: No. 200 (75 µm) Sieve to No. 40 (425 µm) Sieve Descriotive adiectives 0-5% 5-15% 15-29% 30-49% SILT CLAY: <#200 (751M) Sieve SILTY OR SILT: PI < 4 SILTY CLAYEY OR SILTY CLAY: 4 s PI s 7 CLAYEY OR CLAY: PI > 7 — no mention of sand in description — trace —some —sandy Descriptive adjectives: <- 5% —clean (no mention of silt or clay in description) 5-15% —slightly 16 - 35% — clayey, silty, or silty clayey 36-49% —very ORGANIC SOILS: Organic Content Descriptive Adjectives Classification 0 - 2.5% Usually no mention of See Above organics in description 2.6 - 5% slightly organic add "with organic fines" to group name 5 - 30% organic SM with organic fines Organic Silt (OL) Organic Clay (OL) Organic Silt (OH) THE PROJECT SOIL DESCRIPTION PROCEDURE FOR SOUTHEAST FLORIDA CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES Organic Clay (OH) HIGHLY ORGANIC SOILS AND MATTER: Organic Content Descriptive Adjectives Classification 30 - 75% sandy peat Peat (PT) silty peat Peat (PT) > 75% amorphous peat Peat (PT) fibrous peat Peat (PT) STRATIFICATION AND STRUCTURE: Descriptive Term Thickness with interbedded seam less than Y. inch (13 mm) thick layer -- %to 12-inches (300 mm) thick stratum -- more than 12-inches (300 mm) thick pocket -- small, erratic deposit, usually less than 1-foot lens -- lenticular deposits occasional -- one or less per foot of thickness frequent -- more than one per foot of thickness calcareous -- containing calcium carbonate (reaction to diluted HCL) hardpan spodic horizon usually medium dense marl mixture of carbonate clays, silts, shells and sands ROCK CLASSIFICATION (FLORIDA) CHART: Symbol Typical Description LS Hard Bedded Limestone or Caprock WLS Fractured or Weathered Limestone LR Limerock (gravel, sand, silt and clay mixture) SLS Stratified Limestone and Soils I THE PROJECT SOIL DESCRIPTION PROCEDURE FOR SOUTHEAST FLORIDA CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES LEGEND FOR BORING LOGS N: Number of blows to drive a 2-inch OD split spoon sampler 12 inches using a 140-pound hammer dropped 30 inches R: Refusal (lessthan six inches advance of the splitspoon after50 hammer blows) MC: Moisture content (percent of dry weight) OC: Organic content (percent of dry weight) PL: Moisture content at the plastic limit LL: Moisture content at the liquid limit PI: Plasticity index (LL-PL) qu: Unconfined compressive strength (tons per square foot, unless otherwise noted) -200: Percent passing a No. 200 sieve (200 wash) +40: Percent retained above a No. 40 sieve US: Undisturbed sample obtained with a thin -wall Shelby tube k: Permeability (feet per minute, unless otherwise noted) DD: Dry density (pounds per cubic foot) TW: Total unit weight (pounds per cubic foot) APPENDIX III AACE Project Limitations and Conditions ANDERSEN ANDRE CONSULTING ENGINEERS, INC. (revised January 24, 2007) Project Limitations and Conditions Andersen Andre Consulting Engineers, Inc. has prepared this report for our client for his exclusive use, in accordance with generally accepted soil and foundation engineering practices. No other warranty, expressed or implied, is made herein. Further, the report, in all cases, is subject to the following limitations and conditions: VARIABLE/UNANTICIPATED SUBSURFACE CONDITIONS The engineering analysis, evaluation and subsequent recommendations presented herein are based on the data obtained from our field explorations, at the specific locations explored on the dates indicated in the report. This report does not reflect any subsu rface variations (e.g. soil types, groundwater levels, etc.) which may occur adjacent or between borings. The nature and extent of any such variations may not become evident until construction/excavation commences. In the event such variations are encountered, Andersen Andre Consulting Engineers, Inc. may find it necessary to (1) perform additional subsurface explorations, (2) conduct in -the -field observations of encountered variations, and/or re-evaluate the conclusions and recommendations presented herein. We at Andersen Andre Consulting Engineers, Inc. recommend that the project specifications necessitate the contractor immediately notifying Andersen Andre Consulting Engineers, Inc., the owner and the design engineer (if applicable) if subsurface conditions are encountered that are different from those presented in this report. No claim by the contractor for any conditions differing from those expected in the plans and specifications, or presented in this report, should be allowed unless the contractor notifies the owner and Andersen Andre Consulting Engineers, Inc. of such differing site conditions. Additionally, we recommend that all foundation work and site improvements be observed by an Andersen Andre Consulting Engineers, Inc. representative. SOIL STRATA CHANGES Soil strata changes are indicated by a horizontal line on the soil boring profiles (boring logs) presented within this report. However, the actual strata's changes may be more gradual and indistinct. Where changes occur between soil samples, the locations of the changes must be estimated using the available information and may not be at the exact depth indicated. SINKHOLE POTENTIAL Unless specifically requested in writing, a subsurface exploration performed by Andersen Andre Consulting Engineers, Inc. is not intended to be an evaluation for sinkhole potential. MISINTERPRETATION OF SUBSURFACE SOIL EXPLORATION REPORT Andersen Andre Consulting Engineers, Inc. is responsible for the conclusions and recommendations presented herein, based upon the subsurface data obtained during this project. If others render conclusions or opinions, or make recommendations based upon the data presented in this report, those conclusions, opinions and/or recommendations are notthe responsibility of Andersen Andre Consulting Engineers, Inc. CHANGED STRUCTURE OR LOCATION This report was prepared to assist the owner, architect and/or civil engineer in the design of the subject project. If any changes in the construction, design and/or location of the structures as discussed in this report are planned, or if any structures are included or added that are not discussed in this report, the conclusions and recommendations contained in this report may not be valid. All such changes in the project plans should be made known to Andersen Andre Consulting Engineers, Inc. for our subsequent re-evaluation. USE OF REPORT BY BIDDERS Bidders who are reviewing this report prior to submission of a bid are cautioned that this report was prepared to assist the owners and project designers. Bidders should coordinate their own subsurface explorations (e.g.; soil borings, test pits, etc.) for the purpose of determining any conditions that may affect construction operations. Andersen Andre Consulting Engineers, Inc. cannot be held responsible for any interpretations made using this report or the attached boring logs with regard to their adequacy in reflecting subsurface conditions which may affect construction operations. IN -THE -FIELD OBSERVATIONS Andersen Andre Consulting Engineers, Inc. attempts to identify subsurface conditions, including soil stratigraphy, water levels, zones of lost circulation, "hard" or "soft" drilling, subsurface obstructions, etc. However, lack of mention in the report does not preclude the presence of such conditions. LOCATION OF BURIED OBJECTS Users of this report are cautioned that there was no requirement for Andersen Andre Consulting Engineers, Inc. to attempt to locate any man-made, underground objects during the course of this exploration, and that no attempts to locate any such objects were performed. Andersen Andre Consulting Engineers, Inc. cannot be responsible for any buried man-made objects which are subsequently encountered during construction. PASSAGE OF TIME This report reflects subsurface conditions that were encountered at the time/date indicated in the report. Significant changes can occur at the site during the passage of time. The user of the report recognizes the inherent risk in using the information presented herein after a reasonable amount of time has passed. We recommend the user of the report contact Andersen Andre Consulting Engineers, Inc. with any questions or concerns regarding this issue. Geolechnical Engineering Report � Geotechnical Services Are Performed for Specific Purposes, Person, and Projects Geotechnical engineers structure their services to meet the specific needs of their clients. A geotechnical engineering study conducted for a civil engi- neer may not fulfill the needs of a construction contractor or even another civil engineer. Because each geotechnical engineering study is unique, each geotechnical engineering report is unique, prepared solelyfor the client. No one except you should rely on your geotechnical engineering report without first conferring with the geotechnical engineer who prepared it. And no one —not even you —should apply the report for any purpose or project except the one originally contemplated. Read the Full Report Serious problems have occurred because those relying on a geotechnical engineering report did not read it all. Do not rely on an executive summary. Do not read selected elements only. A Geotechnical Engineeping Report Is Based on A Unique Set of Project -Specific Factors Geotechnical engineers consider a number of unique, project -specific fac- tors when establishing the scope of a study. Typical factors include: the client's goals, objectives, and risk management preferences; the general nature of the structure involved, its size, and configuration; the location of the structure on the site; and other planned or existing site improvements, such as access roads, parking lots, and underground utilities. Unless the geotechnical engineer who conducted the study specifically indicates oth- erwise, do not rely on a geotechnical engineering report that was: • not prepared for you, • not prepared for your project, • not prepared for the specific site explored, or • completed before important project changes were made. Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect: • the function of the proposed structure, as when it's changed from a parking garage to an office building, or from a light industrial plant to a refrigerated warehouse, • elevation, configuration, location, orientation, or weight of the proposed structure, • composition of the design team, or • project ownership. As a general rule, always inform your geotechnical engineer of project changes —even minor ones —and request an assessment of their impact. Geotechnical engineers cannot accept responsibility or liability for problems that occur because their reports do not consider developments of which they were not informed. Subsurface Cond-nions Can Change A geotechnical engineering report is based on conditions that existed at the time the study was performed. Do not rely on a geotechnical engineer- ing reportwhose adequacy may have been affected by: the passage of time; by man-made events, such as construction on or adjacent to the site; or by natural events, such as floods, earthquakes, or groundwater fluctua- tions. Always contact the geotechnical engineer before applying the report to determine if it is still reliable. A minor amount of additional testing or analysis could prevent major problems. Most Geotechnical Findings Are Professional Opinions Site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. Geotechnical engi- neers review field and laboratory data and then apply their professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ —sometimes significantly — from those indicated in your report. Retaining the geotechnical engineer who developed your report to provide construction observation is the most effective method of managing the risks associated with unanticipated conditions. A Report's Recommendations Are Not Final Do not overrely on the construction recommendations included in your report. Those recommendations are not final, because geotechnical engi- neers develop them principally from judgment and opinion. Geotechnical engineers can finalize their recommendations only by observing actual subsurface conditions revealed during construction. The geolechnical engineer who developed your report cannot assume responstbflity or liability for the report's recommendations if that engineer does not perform construction observation. A Geotechnilcal Engineering Report Is Subject to Misinterpretation Other design team members' misinterpretation of geotechnical engineering reports has resulted in costly problems. Lower that risk by having your geo- technical engineer confer with appropriate members of the design team after submitting the report. Also retain your geotechnical engineer to review peni- nent elements of the design team's plans and specifications. Contractors can also misinterpret a geotechnical engineering report. Reduce that risk by having your geotechnical engineer participate In prebid and preconstruction conferences, and by providing construction observation. go Not Redraw the Engineer's Logs Geotechnical engineers prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical engineering report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable, but recognize that separating logs from the report can elevate risk. Give Contractors a Complete Report and Guidance Some owners and design professionals mistakenly believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give con- tractors the complete geotechnical engineering report, butpreface it with a clearly written letter of transmittal. In that letter, advise contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with the geotechnical engineer who prepared the report (a modest fee may be required) and/or to conduct additional study to obtain the specific types of information they need or prefer. A prebid conference can also be valuable. Be sure contrac- tors have sufficient time to perform additional study. Only then might you be in a position to give contractors the best information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. Read Responsibility Provisions Closely Some clients, design professionals, and contractors do not recognize that geotechnical engineering is far less exact than other engineering disci- plines. This lack of understanding has created unrealistic expectations that have led to disappointments, claims, and disputes. To help reduce the risk of such outcomes, geotechnical engineers commonly include a variety of explanatory provisions in their reports. Sometimes labeled 'limitations' many of these provisions indicate where geotechnical engineers' responsi- bilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely. Ask questions. Your geotechnical engineer should respond fully and frankly. Geoenvironmental Concerns Are Not Covered The equipment, techniques, and personnel used to perform a geoenvfron- mental studydiffer significantly from those used to perform a geotechnical study. For that reason, a geotechnical engineering report does not usually relate any geoenvironmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated environmental problems have led to numerous project failures. If you have not yet obtained your own geoenvi- ronmental information, ask your geotechnical consultant for risk manage- ment guidance. Do not rely on an environmental reportprepared forsome- one else. Obtain Professional Assistance To Reef wRh Mold Diverse strategies can be applied during building design, construction, operation, and maintenance to prevent significant amounts of mold from growing on indoor surfaces. To be effective, all such strategies should be devised for the express purpose of mold prevention, integrated into a com- prehensive plan, and executed with diligent oversight by a professional mold prevention consultant. Because just a small amount of water or moisture can lead to the development of severe mold infestations, a num- ber of mold prevention strategies focus on keeping building surfaces dry. While groundwater, water infiltration, and similar issues may have been addressed as part of the geotechnical engineering study whose findings' are conveyed in this report, the geotechnical engineer in charge of this project is not a mold prevention consultant; none o/the services per- formed In connection with the geotechnical engineer's study were designed or conducted for the purpose of mold preven- tion. Proper Implementation of the recommendations conveyed In this report will not of itself he sufficient to prevent mold from growing In or on the structure Involved. Rely, on Your ASFE-Member Geotechnclal Engineer lop Additional Assistance Membership in ASFE/THE BEST PEOPLE ON Eurm exposes geotechnical engineers to a wide array of risk management techniques that can be of genuine benefit for everyone involved with a construction project. Confer with your ASFE-member geotechnical engineer for more information. ASFETHE GEOPROFESSIONAL BUSINESS ASSOCIATION 8811 Colesvllie Road/Suite G106, Silver Spring, MD 20910 Telephone:301/565-2733 Facsimile:301/589-2017 e-mail: into®aste.org www.asfe.org Copyright 2012 by ASFE, Inc. Dupllcation, reproduction, or copying of this document, in whole or In part, by any means whatsoever is strictly prohibited, except with ASFE's speck written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission ofASFF and only for purposes of scholarly research or book review. Only members ofASFE may use this document as a complement to or as an element of a geotechnical engineering report. Any other firm, individual, or other entity that so uses this document without being an ASFE member could be commiting negligent or intentional (fraudulent) misrepresentatlon.. IIGER03135.00P PLANNING & DEVELOPMENT SERVICES DEPARTMENT BUILDING & CODE REGULATIONS DIVISION Survey Requirements The Board of County Commissioner approved a code change that will require a copy of a current sealed survey when applying for a building permit for a primary structure or a building permit for an accessory structure with a value exceeding $10,000. This became effective July 1, 1993. The guidelines are as follows: No Building Permit shall be issued for development unless a copy of a survey of the property on which the required activity is to be permitted accompanies the application for building permit. All surveys shall demonstrate compliance with the Filled Lands Affidavit signed by the Property Owners (refer to St. Lucie County Land Development Code, Section 7.04.0l.D.3.) and completely depict the following: 1. The location of the proposed development activity. 2. The relationship of the activity under application to all adjacent property lines, and as may be required for the review of the application, all adjacent structures, improvements or natural features, including but not limited to the nearest building corners of all adjacent primary and accessory structures, pools and screened enclosures, fences, sheds, utility easements, wells, septic systems, driveways, culverts and any landscaping or existing vegetation located along the property lines. 3. A minimum of two (2) elevations along each roadway on which the proposed activity borders, the existing ground elevation at the approximate center of the proposed structure, the existing ground elevation along the side property lines adjacent to the proposed structure, and the proposed finished floor elevation of the structure under application and finished grades for any adjacent structures noted above in item 2. The proposed finished floor elevations must be consistent with the approved Health Department On -Site Sewage Disposal System Construction Permit if on -site sewage disposal is proposed. All surveys submitted shall be prepared, signed and sealed by a Florida Registered Land Surveyor, in accordance with the provisions of Chapter 61 G 17-6, FAC, except those applications for interior modifications or construction, roofing permits not involving any structural alteration or additions to the area covered by the roof surface, or any other permit required activity that does not result in the expansion of any portion of the existing structures shall not be required to submit a survey. Accessory structures with a building value of less than ten thousand dollars ($10,000) shall not be required to submit a survey, but shall instead be required to submit a scaled plot plan indicating the location of the accessory structure and its compliance with minimum setback standards. Copies of original surveys meeting the above requirements may be submitted with any application for building permit, provided that the survey still depicts the accurate location of all structures and other improvements on the property. Per Florida Administrative Code Chapter 61G17-6.006, paragraph 8, additions or deletions to survey drawings by other than the signing party or parties is prohibited without written consent of the signing party or parties. SLCPDSD Rev 06/18/2010 2/9/06 cml SCANNED BY St. Lucie County ��,.� I►t 1�1 �. ; _ 2z 0816 rs �C.V\- Cov2� Cc.1 0 . RECEIVED OCTIS Y018 Permitting Depyrtment St. Lucie County Permiin�i jji$C$nent St.'L�[t�