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Home My WebLink Aboutroof storm water drains calcs engineer(erVIE�NlE® FOR CODE FOR ST. LUCgE COUNTY BOCC FL. CerL of Auth. #32207 Florida's Leading Roof Consulting Souae 4 Specification & Design visual Cdit' Surveys a Roof At h4anaggmentP gr Ouality Assurance Ingpections ROOF STORM WATER DRAINS CALCULATIONS CLIENT: ISLANDIA 1 PROJECT NAME: ISLANDIA 1 CONDOMINIUMS PROJECT ADDRESS: 9550 SOUTH OCEAN DRIVE JENSEN BEACH,FLORIDA 34957 PROJECT DATA: REGION: ATLANTIC SHORELINE DECK AREA: &.= 17339 sq.ft. parapetl := 2531 sq.ft. parapet2 := 30 walLB:= 570 sq.ft. DA := A + parapet] + parapet2 + wal[B DESIGN AREA: DDA DA DDA = 20470 SQFT PRIMARY DRAINAGE —DRAINS: NUMBER OF TYPE # 1: AM= 2 SIZE: DPI:= 2 IN NUMBER OF TYPE # 2: NP2 := 0 SIZE: DP2:= 0 IN NUMBER OF TYPE # 3: NP3 := 5 SIZE: DP3:= 4 IN MINIMUM DIMENSION => 4": YES OVERFLOW DRAINAGE SCUPPERS: NUMBER OF TYPE # 1: NO] := 4 SIZE: W01:= 5.5 x H01 := 4 MINIMUM DIMENSION => 4": NUMBER OF TYPE # 2: NO2:= 2 SIZE: W02:= 8 x H02:= 4 MINIMUM DIMENSION => 4": MAIN DECK: A Page 1 of 5 DATE: 08/12/2019 w RE-CSI #219-189-drA I i REFER TO: PROPOSED ROOF DRAINAGE PLAN PROVIDED BY DRC: 8108/2019 STRAINERS (Per FBC-Plumbing Sec. 1105 REQUIRED FOR ALL DRAIN PIPES min. height => 4" & Area => Drain x 1.5 NUMBER OF PRIMARY DRAINS NPI := 7 (DRAINS) NUMBER OF OVERFLOW STRAINERS NOSO:= NA (SCUPPERS) DESIGN CRITERIA: I FLORIDA BUILDING CODE EDITION 2017 Sec.1503, 1511.6, 1604.6.2 Plumbing Sec. 1105, 1106, 1107 ASCE 7-10, Sec. 8.0 HVHZ: Sec. 1514.4, 1616 DESIGN RAINFALL INTENSITY RATE (Figure 1106.1) 1 4.5 IN/HR • J D REVIEWED FOR CODE COMPLIANCE ST. LUCppIE COUNTY FL. Cert. of Auth. #32207 ®OCC Florida's Leading Roof Consulting Source y ROOF STORM WATER DRAINS CALCULATIONS Page 2 of 5 PRIMARY DRAINAGE DATE: 08/12/2019 Projected Drainage CapacitV Area: RE-CSI M19-189-drA in D2.66 i:= 4.!— D := 2 in 464•�—J = 652 Sq.ft. hr i CHECK PRIMARY DRAINAGE: DRAINAGE AREA CAPACITY ( Per Table 1106.2 (1) Plumbing Code): PRIMARY # 1 : PDCI:= 652 SQFT TOTAL PRIMARY DRAIN AREA CAPACITY: PDC2:= 0 SQFT PSC3:= 4140 SQFT TPDI := IVPI •PDCI + AIP2•PDC2 + 1VP3•PSC3 TPDC:= TPDI i TPDC = 22004 SQ.FT. DESIGN CRITERIA: TOTAL PRIMARY DRAIN AREA CAPACITY => DESIGN AREA i TPDC = 22004 > DDA = 20470 I RE: PRIMARY THE EXISTING 2" & 4" PRIMARYDRAINS MEET THE REQUIREMENTS OFF THE 2017 FLORIDA BUILDING CODE CRITERIA VERIFY FLOW RATES • J REVIEWED FOR CODE ;COMPLIANCE ST. LUCIE/+C00NTY FL. CerL of Auth. r32207 BOCC Florida's Leading Roof Consulting Source Specification & Design • Visual Condition Surveys 4 Roof Asset Management Programs • Ouality Assurance Inspections t ROOF STORM WATER DRAINS CALCULATIONS Page 3 of 5 PRIMARY & SECONDARY DRAINAGE FLOW RATES: DATE: 08/12/2019 i Q = FLOW, GAL/MIN Qd = FLOW THRU 1 DRAIN QT = TOTAL FLOW FOR DECK RE-CSI #:19-189-drA DESIGN CRITERIA #2: VERIFYRA/N LOADS & HYDRAULIC HEAD ACCEPTABILITYFOR DRA/NAGESY.' DETERMINE HYDRAULIC HEAD FOR PRIMARY DRAINS: 1) PRIMARY FLOW RATE: Q = CiA ;= 0.0104 4.5 in hr Air hr = DDA Q:= C•i•A Q = 957.996 gpm 3.14 - 6.25 .25 170 = 42.5 12.56 i (NPI.43 + NP3.170) = 936 gpm @ Q = 958 gpm ok PER TABLE C-8: ASCE-7-10: ;i CHAPTER G 1tA1N WADS nbi. ca-1 f24,e Rate, Q, Ia GWIOm Per Minute of Var)mn D2 I., Systerm of Vorioui Hydraulic Head; HYDRAULIC HEAD AT PRIMARY DRAIN: d in Inch® (Foetary Mahal Engfoeeriag Corp 1991) Nydtaulk I1c4d d« in. Dminw Syaem I 2 v 3 3.5 4 4.5 5 7 s rrn].=20 4 in. diameter dtnin so I70 In ICNS.`JN bin diawer dmiu im 190 no 380 NO 8 in.diamm6ml4 125 230 NO 560 850 1,100 1.170 6 in. wide,c noel uuppce 18 So 90 140 1% 321 393 Nlavtle.ehaem1® 72 200 360 560 776 J] 1ST1 6 is vWd 4 is Wph, rimed tapper 18 SO 90 140 1T 231 253 241n vide, 4 R high tlp seuppm 72 200 360 No • 708 M4 IA12 lip] := 0 6 in wide, 6In. high, clm teuppm 18 SO 90 140 �194 303 N3 P N b vide.6 in high. 01 rcuppm n 200 360 No ' 776 1.212 I,372 M�eryoladm a appo M ucmdNg W. oitlW etevN mippe.. •CEwrtl cvgee mep topped d.e. 3n l CImrJ nvppe" mr,"na HYDRAULIC HEAD OVER SECONDARYSCUPPERS: 1.8 5.5 8 18 1 H01:= 1.8 ff�2:= L1:= L2:= L3:= 12 12 12 12 DDA { A2 :_ = 3411.667 Q2 := C•i•A2 Q2 = 159.666 gpr1l Q = 958 gpm NO] + NO2 Qs2:= [3.33(L/ — 0.2H2)•H21'5]•60.7.48 gpm Qs2 = 37.189 < Q2 = 159.666 N01•Qs2 = 148.756 Qs3:= [3.33(L2 — 0.2H2)•(H2)1'5]•60.7.48 gpin Qs3 = 55.277 1 < i Q2 = 159.666 NO2•03 = 110.554 N01•Qs2 + (NO2•Qs3) = 259.311 s < i Qr:= 958 gpm Qr — 259 = 699 gpm Qreq := 699 gpm Qs4:= [3.33(L3 - 0.2H2)•(H2)1'1]•60.7.48 gpm Qs4 = 127.63 Qreq + Qs4 = 5.477 Add 6-1i8" wide scuppers. 2) CHECK STRUCTURAL REQUIREMENTS: RAIN LOAD: The maximum allowable is Use 2.0" orimarvhydraulic head & 1.75" overflow hydraulic head. 20 osf Liveload dh := H01 ds := HOI + hp] µR 5.2(ds + dli) R = 19.76 a < a 20 psf (liveload) good I J D ' C REVIEWED FOR CODE COMPLIANCE ST. LUCIE��++COUNTY FL. Cent of Auth. #32207 B O C C Florida's Leading Roof Consulting Source Specification & Design • Visual Condition Surveys • Roof Asset Management Programs - Quality Assurance Inspections ROOF STORM WATER DRAINS CALCULATIONS r:[fj��fl OVERFLOW DRAINAGE NO] = 4 NO2 = 2 NO3 := 6 OVERFLOW / SECONDARY DRAINAGE TABLE 1106.7 SIZING SCUPPERS FOR A4.5•INCH OVER HOUR RATE OF RAINFALL HEAD IN INCHES 5 _ HORIZONTAL PROJECTED_ ROOF AREA (SQUARE FEET) 6 7 8 10 11 12 14 16 17 18 1 320 384 448 512 641 705 769 897 1026 1121 1217 1.5 606 726 847 968 1211 1332 1453 1695 1937 2119 2300 2 890 1068 1246 1424 1781 1959 2137 2493 2849 3116 3383 2.5 1246 1495 1744 1994 2493 2742 2991 3490 3988 4362 4736 3 1602 1922 2243 2563 3204 3525 3846 4487 5128 5609 6089 4 2492 2991 3489 3988 4985 54RA 5982 6979 7977 8725 9473 FOR S1:1 INCH " 26.4 mm NOTE: TABLE ADJUSTED FOR 4.5-INCH DESIGN RAINFALL RATE. (NO1.823) + (NO2.1196) + (NO3.2842) = 22736 1 > i DDA = 20470 sq.ft. Page 4 of 5 DATE: 08/12/2019 RE-CSI #:19-189-drA 1.75" hydraulic head 5.5" wide scupper. (605 + 890) = 747.5 2 (1068 + 726) 897 2 (748 + 897) _ 822.5 sq.ft. 2 1.75" hvdraulic head 8.0" wide scupper. (1424 + 968) = 1196sq.ft 2 1.75" hydraulic head 18" wide scupper. (3383 + 2300) _ 2841.5 sq.ft. 2' OK RE: PRIMARY THE EXISTING 2" 84" PRIMARY DRAINS MEET THE REQUIREMENTS OF THE 2017 FLORIDA BUILDING CODE CRITERIA. CONCLUSION RE: SECONDARY/OVERFLOW SYSTEM, TO COMPLY: ADD SIX (6) SCUPPERS. 4" MIN HEIGHT x 18" WIDE. EVENLY SPACE THE NEW SCUPPERS ALONG THE NE & SE PERIMETER BETWEEN THE EXISTING SCUPPERS. ENSURE ALL OVERFLOW SCUPPER BOTTOMS ARE SET TO 2.0" ABOVE THE PRIMARY DRAIN SUMP EDGE LEVELS. (see page 6 profile) 01 C REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY FL. CerL of Auth. #32207 BOCC Florida's Leading Roof Consulting Source $p 'fi ti & Design • Visual Condition Sumey.2 • Roof Asset Manag,m,nt Pri,mm• Quality Ais.once Inspections_ I ROOF STORM WATER DRAINAGE PROFILE Page 5 of 5 'I DATE: 08/12/2019 RE-CSI A19-189-drA d TYPICAL PRIMARY DRAIN & OVERFLOW SCU PER PROFILE t PARAPET WALL / _ ALL OVERFLOWS 4»_ minPRIMARY_ DRAIN .// ............ Sump I I ! FINISHED ROOF SURFACE +2.019 THE DRAINAGE STRUCTURES REVIEWED IN THE ABOVE CALCULATIONS INDICATE ADEQUATE DRAINAGE PER THE FBC CRITERIA (Sec 1616.2). LOAD IS WITHIN THE STRUCTURAL CODE CAPACITY REQUIRED BY THE FBC, 2017. THE SCOPE OF THIS DOCUMENT DOES NOT CERTIFY THE STRUCTURAL DESIGN OF THIS STRUCTURE.