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HomeMy WebLinkAboutSUBMITTED PAPERSFLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Fond 6o0C-93 Residential Limited Applications Prescriptive Method 'C CENTRAL 4 5 6 R vafions Department of Community Affairs d,on+andenD ;ma:l Add •�..•u .- WT40 C V Uepler a of Ne Fonda Energy EflwentyeLNde Anermtiw rbe �ielriods are porowdedl of ddit6010�G9by for use of Form m 600&933o600Afeet 3 kw, one• inEtal4A oanDonvnts uco NO. DWNER: 6 ements in Tables u.J A��t,ONS TO EXISTI^ RESIDENCES I S9 feel or oss of caWitione�r �e g � '�nl elficiancy Nivels must be melt only when equipment Is installed ^c.r'•+u W mo addmon, not b ine e><tsung Duild S hsednp, Cooling. .cacary b sane tfle addiliorl or o Oein9 insWlod in canjunolion wiN me etldili0rl COrretrUCtiorL Components aeparelvlB wtwrldi 30% spaces from assessed value of h etau mull ,at�e pres:rwad mmdnum iisulelon levels. RENOVATIONS (Residential buil0ings undergoing renovations oosdng more Nan ACT of D HOMES ed value of the building). .�/µrrrpWimMuinTeblesePl end6G2 applyadytoul. oomporrnta and'puipment Wine MANUFACTURED are PrnttSANDBUD.WN05. C siW w.d IurQarNla++o aativas ua cawrad oY uiu Ionn. Ronovation, Addition or Manufactured Home 1• ijf7� f'yZQ� . Singte family detached or Multifamily attached 2• S � , If Multifarrin—No. of units covered!by this submission 3. Condition'ad floor area (sq. ft.) 4• �Z2 r ,. Predominantaave overhang (ft.) 5• Z Porch 01)erhsng length (ft.) 6• '. Glass areatype: ;rf single Pane Double Pane a. Clear 7aasa. /oo sq. ft. sq• ft. b. Tint, film or solar screen 7b. sq. ft. sq. ft. I. Percentage of glass to floor area 8. 1. Flooritype and Insulation: 9a. R= p �LZsq ft a. Slab on grade (R•Value) 9b• R= sq' ft. b. Wood raised (R•value) Wood, common (R•value) 9c. R= sq, ft. C. d. Concrete, raised (R-Value) Awoo aion , 9d. R= sq• ft. fl• o. Concrete, Common (R-value) A9 90. R■_sq. I0. Wall type and insulation: 03NNVOS .a. Exterior. 1. Masonry (Insulation R•value) 10a•1 Rim :3 Co sq. ft. 2. Wood frame (Insulation R•value) 10a•2 R= sq. ft. b: Adjacent: 1. Masonry (Insulation R-value) 10b-1 R= sq. ft. 2. Wood frame (Insulation R-value) 10b•2 R= sq. ft. c. Marriage Walls of Multiple Units' (Yes/No) 10c 11. Calling type and insulation: 11 a. R= Z ft a. Under attic (Insulation R-value) 11b. R= sq. ft. b. Single assembly (insulation Revalue) 12. Cooling System* (Types: central, room unit, package terminal A.C., none) 12' Type: ER' l i*'Heating system•: 13. Type: —� -.;(Types: heat pump, Died. strip, natural gas. L.P. gas, room or'PTAC, none) HSPF/COPIAFUE: 'tf• . Air Distribution System*: a. Backflow damper or single package systems' (Yes/NO) 14a. b. Ducts on marriage walls adequately sealed' (Yes/No) 14b. 15. Hot water system: 15. Type: \ EFl (Types: elec., natural gas, other, none) ' Ponams to manufactured homes with siteinstalled components. I nereby candy that file plans and speciilCauons covered tly the calculation ate if, hetewul Hens andspeol"Iffir5tmedby N WCB�at Q � complwncewt the tide erg a, with the FWOEnergyCode. BetorecrrsUt dmisr�mpM inspeued lot compf anw N awdame.will Sawon 553.M F.S. _ DATE:;AREO BY: OFFICIAL.ry +. R•,.E� ••t:, ce^ he BUILDING DATE ._ _.. DATF• _ _ ucuielingWALL ADDIi10NSWSQ,FLaflg:csl,AENOVAII fkor 'A15TIIAi tlURUUIYi xnu pn v.•:,mn�.c,. vva,,,.,...... _.-.._._..._... -: _ w MINIMUM INSTALLED EOUIPMENT ' EFFICIENCY EFFICIENCY Central A/C • fi In SEER r to-o . SEER .SIAple trllp, SEER • 0.7 dill • �� Room unit or PTAC EER 3.50 EER s _— Electric Resistance ANY 1 r, Heatpump•SPlit HSPF = 1{h+ HSPF - __ 1 z r •Single Fill HSPF . GO ,. HSPF - . Room unit orpTNP COP _ ':° HSPF/ COP Gas, natural or propane AFUE - .7;.., ,'AFUE - Fuel Oil AFUE _ .78 , AFUE = w Electric Resistance EF = .88L EF a: . s 3 Gas; Natural or L.P. EF - .5 ,EF Fuel Oil EF = .54EF = 'So*Tab1x63.67 •` IN ADDD TUNS UP T—% UP TO 30% e Double Single Double OH-S UP TO40% UP TO a Double Single ;C OH -SC OH - SC 3% 1.0 1.0 1'• .90 0'- 2•• .86.7086 .70 1', .65 12'-.90L2- .5065 !0*-.8!6r=Tl'-.65 0•- 45 ,45 from the manufacturer. Single etear SC = 1.0. doublo clear Suet, _Shading coefficients fi may be obtained TABLE 6C-3 MINIMUM REQUIREMENTS FOR ALL PACKAGES ? pEQUIREMENTS COMPONENTS SECTION ipptd or otherwisa)iseela7. „ r..,.�u+; 606.1 To be Caulked, gasketed, weather-sh '• we cQ� °� space Water Heaters o tc. t WI ^• • _..._._.._, .-,- or cutoff (gas) must be provided. 'Ex swimming 612.1 Spas a healed poolsTnust have cow Pools Spas pump timer. Gas spa A pool heaters Hot Water Ps 612.1 insulation is required,lor hot water ci 8' of piping from the voter heater rriatncted to no i "•�� �"�. �.' insulated and'installed ConeuueUott, sealed, Insulation 3 InstallaUori insulated to a minimum of R•6. HVAC Controls I 607.1 joetrarate readily accepsib� I GENERAL DIRECTIONS 1. OnTade6G1inditatedw R•vaWeoleleinsuaeonbeegaddMtoeachcomponentandieedl wqI .W.M.CompdxMsaf4MWwlreeerbeeg MdMndrrenovaleln"belMI t• 2 ADDRION011I.Y. lxttermrw ine petunlage of law glass to cpnyadrledfbor areainVR edeeeona WWW'W glass andaMatboepresaoustonl. wnenommeiWgenemwahisbev9lw#Mt MAdytrr •iootogettbe 2'• 76 1'-:50 0•• AO tint SC = .81 a and OuiSlde COmbusti0n err intakes; tall have dampe:o, except for combuiuioo must be provided II outside COmbUfll a III i-11. Switch or ol�rarly marked circuit breakarl.(eleclric) •� luilt4n heat trap rfquired. N solar heated). I'un•wmmeresat pools f6a have a e minimum thermal efficiency oij78°k. systems, (inciudina;teat recovery units) and the first rig enters an Insulated wail or sab). i3 gallons per minobe at 80PSIG",, . plenum c;�ambers.srall be merAanically attached, with the criteria ol.iveotion 610: I. Ducts in anit s must be ;halt not be installed in attics unless in mechanical closets. atic thermostat for each system. of lneovedung. . & RENOVAT10N5ONLY. Replremenl glass lteedsto mod meldlowing retpdremems. Ar191+ssts'Pe and anL.�ag caeffidelrt edgedoes net eaetgNnrer men B lcel hom d• overhare. Glass area DMg terovatM Uv+dorl•mebl vb G16�r m+W bo j 4. Cbinpletethainlermebon Mortified on ale top has of page;. ' 1•' s. Read'Minueum Requirements for Small Adddlons and Renovations•, Table 6C-3, a.N ci ae Applici 1ti I e, Read. sign aM data WOmerlAllawceml"Im s'alai on. page I. '• Y'` ID h � ��,a;,,�,,s,'•yp�,gg�waseMgtassdoorpands Dade rereao'a ra n amdbra e7, W tb411e trial uea d Na gYss mar de wOaadM •an e+a t7y tree S•ee iv 1sUpJ1eY9daanMdegevge YlaalMRme^u9Taepptesci oven1.thM rmtpahandoenloere 95C)M sreokeM A0.00711 emang ardsnagrjppseeoe•regwMRnn rnTaNd &orar WV eAa n,-egUltrs a 0, wM rty('Mrih! lea q 7re quulo a pbmpttkl a maY be 6sed re, gtitt arils YMCk we LT4" at Wall a lac IMI ove funq A-4 &base 12ee edMr$g4fa•pena enud,goarleparre cleat at dauble•w^e Well i WOMEN l •�1 �1 f OWNER/BUILDER AFFIDAVIT DISCLOSURESTATEMENT F.S. 489.103 (7) EXEMPTIONS State law requires construction to be done by licensed contractors. You have applied for a permit under an exemption to that law. The exemption allows you, as the owner of your property, to act as your own contractor even though you do not have a 'license. You must supervise the construction yourself. You may build, or improve farm buildings, a one -family or two_family residence or a commercial building at a cost of under $25,000.004 The building must be for your own occupancy. It may not be built or improved for sale or lease. If you sell or. lease more than one ,.or you have built or improved yourself within one year after construction is=complete, the law will presume that you built.or improved it for sale or lease, which is a violation of .this exemption. You may not hire an unlicensed person as your contractor. Your construction must be done according to building codes and zoning regulations. .It is your responsibility to make sure that people employed by you•have licenses required by state law and by county or municipal licensing ordinances. To qualify for this exemption under this subsection, an owner must personally appear and sign the building permit application. I hereby acknowledge that I have read and understand.the above disclosure statement and that I further understand. that any violation of the terms of the owner/builder -exemption' shall be reported by the Community Development Director to the Florida State Department of ofessional Regulation. $,VVenf d acknowl ed oa this day of Qo_. O R ILDER SI ATURE STATE OF'FLORIDA COUNTY OF Q The foregq g,ipptrument s acknow edg before me his � . 1 day of MOP dV ; , 19, ' by Q 5 , who is personally known .to me or who: has produced as identification. 0 SIGNATURE OF NOTARY Type or Print Name of Notary NOTARY PUBLIC Title Commission Number ENGINEERING CORPORATION ` HURRICANE X�RIC�Zm A Registered Professional Engineering Nebvork = `orP a Professional Engineer Certified Wind Load Calculations in compliance with i�ee< S.B.C.C.I. Standard Building Code, Chapter 12, Section 1205.1 and 1205.2 ©1993 Hurricane Engineering Corporation, All rights reserved Phone 4071221-8639 START HERE Establish wind load design criteria: VALUE Adjust for n77 Math STEP No. I "For use in S. S. C. C. 1. Building Code areas only." EKI roof I minus x al Select the velocity pressure value shown in the Chart below based on,your maximum wind velocity 'See 411bs Shingle / Blbs Tile 1 .4 = , design requirement and the mean root height of the structure. Below (Note: All wind velocity pressures are shown in pounds per square foot) ••l 25 __l VELOCITY PRESSURE VALUE Circle and enter VALUE In Sam A' Wind Velocity (MPH)— 70 80 1 90 1 100 1 LLD 1 120 1 130 1 140 Mean Roof height 0' to 15' 10 13 17 21 t_2B,. 30 35 41 Mean Roof height I S' to 20 11 14 18 22 27 32 37 44 py, Mean Roof height 20' to 25 12 15 19 2429 34 40 47 Mean Roof height 25' to 30 13 17 21 26 31 37 43 50 Mean Roof height 30' to 40 14 18 22 27 33 40 47 55 Mean Roof height' 40' to 50 15 19 24 29 36 43 51 59 Value To determine the mean roof height; first, ADD vertical distance from grade to top of exterior wall PLUS; 10 be a. [for roof angle from horizontal being less than 30 degrees] 50% of the vertical distance from top net less of exterior wall to highest roof ridge line. than 10 b. [for roof angle from horizontal being greater than 30 degrees] 75 % of the vertical distance from top of exterior wall to highest roof ridge line. STEP No. 2 1 Establish wind load velocity pressure values per lineal foot: For structural roof framing members (rafters, trusses, jacks, beams, girders, joists; etc.) based on center distance between the members. CALCULATE EAVE OVERHANG (O.H.) UPLIFT LOADS Distance on Center Multiply, Feet X Pressure Value Load Per a❑2 Fixed Value O.H. Load a3 Length of Tot. O.H. UPLIFT as Inches Feet Value #1 F#_11 Foot per Ft. overhang LOAD 6" 0.50 ft X #1 O - X 1.43 - X - a" 0.67 ft X = X 1.43 = X = 12" 1.00 ft X - X 1:43 - X - 16" .ft X X 1.43 = X _ 24" 2.0000 ft X 1.43- = I X Q = 30" 2.50 ft X - X 1.43 - X - 36" 3.00 ft X - X 1.43 - X - STEP No. 3 Identify and Number: On your roof framing plan, identify, by prefix number, all structural framing members. Use the same prefix and number for all members which are identical in span and general design. Prefixes are shown Note: Mark all girder trusses and beams at their bearing points with "A" at one bearing point and in the chart below. "B" at the other bearing point. (Example: G-1A and G-1 B for each end of a girder truss) Item Roof Roof Hip Beam or Hip O.S.Roof Opening Gable Shear End Side —_► I I I I I Description Truss Rafter Jack Girder Kin Jack Corner Header Frame Wall Wall Wall Prefix I T-# R-# J-# I B or G-# K-# CR-# I H-# GF-# X-# EW-# SW-# HURRICANE ENGINEERING CORPORATION Rev. Aug. 20, 1993 contractor Il ll Sotnh Fedeml highway, Stute 226, Stuart, FL 34994 NOTICE: Add,css The method of determining the wild forces in this document utliaos the provisions of the S.B.C.C.1. Standard Budding Code, Chapter I sections 1205.1 and 1205.2, and applies all nlaxunam pressure city state ZIP coefficients applicable for the man whd force resisting system end zones, overhangs, edge strips, wa0s, Phone No. Fax No. roofs, components and cladding as shown in a0 section 1205.2 tables. Due to the application of the ma.�,mann pressure coeflicients the bad results determiled through the use ofthis docum:nt will exceed the Job Aaaraaa 12 cc) Al, 13-7 iir 51R T A.v D results ofca culations derived from strict adherence and application ofexact S.B.C.C.I. Standard Btdhng Code, Chapter 12, section 1205.2 pressure coefficients relative to the smlenres geometry. Therefore, City PT PIERCE based on the resulting conservative bads, the structural elements which are specifi:d by the delegated Building Dept. FT. PIEPr_ E eagileer for this structure shag be COILSCfwiRC in meeting the mid load cede re9uirentents. Mus conservative application of the provisions of 1205.2 is being done to provide a safer built environment to Legal Daaoipuan FArA t aV 'ii A I�D I - r 1 01J protect due public's life, health and welfare from a specific act of name for which man has no control over, fimre hurricanes. Ile use of this document is restricted to buiNings less than 60 feet high, subject to the Residence For. R W same restrictions as shown in section 1205.1.2.2 of die S.B.C.C.I. Standard Budding Code and must be completed under the direction and supervision ofa registered prolessionitl engineer. M . AA/T'I nN Y I L S onl , 01-r,. 1-0 ®Calculate uplift loads for all structural roof framing members at both end bearingDo NOT list girder trusses, beams or hip roof king -jacks in this calculation step. Load values WITHOUT eave overhang Load value WITH ;: I at brg. : overhang.overhang sm. WPMIMeSM, e=62e�n ��e�e�e■�e� ��e�e�e�e� m m m m f.. STEP No. SA -Pun Vltw- sTEP No. 511 Contributory Uplift Load Values aide t Interior side Uplin Load Value Factors for for outside wall comer overhang areas: ut wall roof frame King-JacksUse for ALL Corners (Hip & Gable) ' Select the factor values #8 and #9 from this chart Identical corners should have the same I.D. number adds 2 based upon the hip -jack set -back distance from . #7 represents load for this corner overhang area f� overhang the exterior bearing wall Corner I.D. Enter Sq. Ft. wt Fixed Math Function M Value Value .;. Set #8 #9 Set #e #9 #e #9 of A I A -Back -Beek Set -Back as show Shaded T Value Value T #1 #7 Distance Factor Factor Distance Factor Factor Distance Factor Factor on plans Area H (results) H 7. in feet Value Value in feet Value Value in feet Value Value CR-1 x 2.15 x a 5 ,�Y 1 4 2 9 32 19 17 108 58 CR-2 x 2.15 x = 2 5 3 10 40 22 18 122 65 ,CR-3 x 2.15 x a9 = - 3 6 4 • 11 47 26 19 ' 135 72 CR-4 x 2.16 x = 4 8 5 12 55 31 20 150 80 CR-5 x 2.15 x 5 11 7 13 64 36 21 165 88 CR-6 x 2.15 x 6 16 9 14 74 39 22 . 182 97 CR-7 x 2.15 x °- 7 20 12 15 84 45 23 198 106 CR-8 x 2.16 = x = 8 26 15 16 96 51 24 216 115 STEP No. SC (( Hip roof King -Jacks only)) Calculate Uplift Load Values at bearing points of King -Jacks Hip King -Jack Load et set -beck bearing point #1 410 . . Hip Kin -Jack Load at outside wall bearing point M Enter A Overhang #11 T Load . H from #7 1 Structural member I.D. No. on plans Structural member I.D. No. on plans Set -Back Distance in feet (reference) Enter Value 58 based on set -back Distance M A T H Enter Value #9 based on set -beck Distance M A T H #1 . Math function value (result) K-1 x — x — + — K-1 K-2 x — x — + — K-2 K-3 x — x — + — K-3 K-4 x — x — + — K-4 K-5 x — x — + — K-5 K-6 x — x — + — K-6 K-7 x — x — + — K-7 K-8 x — x — + — K-8 K-9 x — x — + K-10 x — x — + King -Jacks without overhang enter Zero "0" STEP No. 6 Calculate Wind Load Values at the actual outside corner bearing point of a Gable roof frame member. Rake o.H. List all roof frame members #1 X 1.43 = located et exterior Gable Well. Uplift feetor Load at Gable corner Gable Uplift Shear Value P.L.F. Structural member I.D. number on tans Corner I.D. number as shown on plans Enter Half of the Rake O.H. S . Ft. M A T H Rake O.H. Uplift Factor Meth function value (result) M A T H Enter Value #5 or #6 for this member M A T H #7 M A T H Half the Gable width distance Gable Uplift Shear P.L.F. #12 . . N ARA a 6, x - + + = I = x - + + - / - x - + + - / - x - + + - ! - x - + + - / - x - + + - / - x - + + - ! - x — + + — / — x 1 + + — ! — x I + I SEEP No. 7 Calculate wind loads for frane nienbe s over open areas; Patios LtS Porch Coveltd Firtli[s etc Ikea X 1.29 = 37 tklih Factor List all roof franing nsrhers ers that extend over any niE roofed open areas of a patio. carport, porch, etc Structural member I.D. n rrber on plans d Open Area distance Of roof frarm merrber "Open SW m A Open T Area H Uplift Factor M3U7 fL nctJon Value (result) M A T H LIST LOADS AE #10 7711 LOAD OVER OPEN AREAS Suvctural n$rber I.D. nirbe on plans Open Area distance Of roof frarrE n$tt7Pf .0penSpan. M A T H Open Area Uplift Factor Kbb function Valle (result) M A T H Llsr LOADS A5 AE J7'1O #11 tnz IF #19 LOAD O ER OPEN AREAS mz ms x _ + X. + x + x + x + x + x + x + x + _ x + x + x + x + x + x + x + x + x + x + x + x + x + x + x + x + x + x + x + x + List I.D. rtntlefs of all Step No. 7 roof franing menders along Wth the respective #13loads on the Corrector Specification Chan. m3 #13 STEP No. 8A Calculate Wind Load Values for all roof framing girder trusses and beams at their bearing points. [ Do NOT list headers over ext. & int. bearing wall openings in this calculation step. See Step No. 9 1. [See Note at bottom of 8A] ' ist a too name members that ear t en oa s on t e specific girder truss or beam I.D. No. listed below; ist a roo tame members that ear t eir loads on the specific girder truss or beam I.D. No. listed below; I n e # I n e # • Girder Truss or Beam I.D. No. + Girder Truss or Beam I.D. No. Structural member I.D. No. on plans Loads from 1 #5 1#10 M A T H Quantity of members with same I.D. No. bearing on this beam or truss (Totals) Add lines 1 thru 10 & enter sum on line 11 Structural member I.D. No. on plans Loads from #5 410 1 #131 M A T H Quantity of members with same I.D. No. bearing on this beam or truss (Totals) Add lines 1 thru 10 & enter sum on line 11 1 #131 Values which apply Values which apply 1 x — - 1 x — 2 x — - 2 x — 3 x — 3 x — 4 x _ — 4 x — 5 x — 5 x — 6 x — 6 x — 7 x — 7 x — 8 x — 8 x — 9 x — 9 x — 10 x — 10 x — 11 Sub -Total _ 11 Sub -Total 12 Divide Line 11 by 2 = 12 Divide Line 11 by 2 = 13 If this Girder Truss or Beam has any structural members directly adjacent and parallel to it, calculate the square footage of the area between these members from bearinq point to bearing point and enter HERE 13 If this Girder Truss or Beam has any structural members directly adjacent and parallel to it, calculate the square footage of the area between these members from bearing point to bearing point and enter HERE 14 IDivide Line 13 by 4 = 14 Divide Line 13 b 4 = 15 Multi I Line 14 by Value i =1 15 1 Multiply Line 14 by Value L#1 - 16 Add Line 12 and Line 15 = #14 I. 1 16 JAdd Line 12 and Line 15 = #tor STEP No.8A Cont. 'at alto. ref mmembers at ear their oads on t a specific girder truss or beam I.D. No. listed below; is[ a too tame members that ear [ eiF-i-r specific girder truss or beam I.D. No. listed below; L n e # L n a # Girder Truss or Beam I.D. No. � Girder Truss or Beam I.D. No. Structural member I.D. No. on plans Loads from #5 #10 I #13 M A T H Quantity of members with same I.D. No. bearing on this beam or truss (Totals) Add lines 1 thru 10 & enter sum on line 11 Structural member I.D. No. on plans Loads from #5 #10 #13 1 1 Values which apply M A T H Quantity of members with same I.D. No. bearing on this beam or truss (Totals) Add lines 1 thru 10 & enter sum on line 11 Values which a I 1 x - 1 x - 2 x - 2 x - 3 x - 3 x - 4 x - 4 x - 5 x - 5 x - 6 x - 6 x = 7 x - 7 x - 8 x - 8 x - 9 x - 9 x - 10 x - 10 x - 11 Sub -Total 11 Sub -Total 11i­ 12 Divide Line 11 by 2 = 12 Divide Line 11 by 2 = 13 ' If this Girder Truss or Beam has any structural members directly adjacent and parallel to it, calculate the square footage of the area between these members from - bearinq point to bearing point and enter HERE 13 If this Girder Truss or Beam has any structural members directly adjacent and parallel to it, calculate the square footage of the area between these members from ear no oint to bearing point and enter HERE 14 Divide Line 13 by 4 = 14 Divide Line 13 by 4 = 15 M ultiply Line 14 by Value 15 Multiply Line 14 by Value 16 Add Line 12 and Line 15 = °14 -� 16 Add Line 12 and Line 15 = x7a st a too tame memTerthat ear their loads on [ 1e specific girder truss or beam I.D. No. listed below; r — a too tame mem ers t at ear their loads on the specific girder truss or beam I.D. No. listed below; L i n e # L n e # • Girder Truss or Beam I.D. No. Girder Truss or Beam I.D. No. Structural member I.D. No. on plans Loads #5 from #10 M A T H Quantity of members with same I.D. No. bearing on this beam or truss (Totals) Add lines 1 thru 10 & enter sum on line 11 Structural member I.D. No. on plans Loads from #5 #10 #13 Values which a M A T H Quantity of members with same I.D. No. bearing on this beam or truss (Totals) Add lines 1 thru 10 & enter sum on line 11 #13 Values which apply 1 x - 1 x - 2 x - 2 x - 3 x - 3 x - 4 _ x - 4 x - 5 x - 5 x - 6 x - 6 x - 7 x - 7 x - 8 x - 8 x - 9 x - 9 x - 10 x - 10 x - 11 Sub -Total ► 11 Sub -Total 12 Divide Line 11 by 2 = 12 Divide Line 11 by 2 = 13 If this Girder Truss or Beam has any structural members directly adjacent and parallel to it, calculate the square footage of the area between these members from bearing point to bearing point and enter HERE 13 If this Girder Truss or Beam has any structural members directly adjacent and parallel to it, calculate the square footage of the area between these members from bearinq point to bearing point and enter HERE 14 Divide Line 13 by 4 = 14 Divide Line 13 by 4 = 15 Multiply Line 14 by Value 15 Multiply Line 14 by Value 16 Add Line 12 and Line 15 = #14 -� 16 Add Line 12 and Line 15 = #ta N ° T e Any girder truss or beam bearing point that has a continuous vertical load path to the foundation is a primary bearing point load. Any girder truss or beam bearing point that bears its load upon another girder truss or beam is a contributory bearing g point load. All girder trusses and beams which do NOT have other girder trusses or beams bearing their load upon them must now be listed with their #14 load values in Step No. 8D under the #18 Value Column. FT I, No. SB Establish contributory load values imposed upon other girder trusses or beams based on the bearing oint location along the span. ' List all girder trusses and beams which DO When one structural member bears its load on another bear their loads at one or both ends on structural member, the contributory load must be determined other trusses or beams from Step No. 8A for both bearing points of the girder truss or beam. Where the load is placed along the span determines the S trlrn lural Multiply Multiply Multiply contributory load values for each bearing point. m mbor #t4 #te Value #14 Value #14 Value #14 H— Overall Span of girder truss or beam —01 times times times If other girder or If other girder or If other girder or or1 II}an5 0.67 0.5 0.33 beam brg, pt. Is In beam brgl fit. Is In beam brg. pt. 1. in USE L x VALUE#15In Step No. BC When calculating load at this bearing point #te Continue to reenter Value #18 until the total #15 #i6 #17 PRIMARY bearing point load has been determined. S7.1';1, No. SC ) List all girder trusses and beams which DO have CI lcolilte all contributory load values imposed upon other other girder trusses or beams bearing their loads iltll I trusses or beams to ALL PRIMARY bearing points. upon them from Step No. 8A (Enter both ends A & B) titructursl I.D. Number of Girder or Beam bearing Structural I.D. Number of Girder or Beam bearing L I member its load on this structural member L I member its load on this structural member ry I Il. number N I.D. number E ,n plena al Brg. Pt. From 8B From 88 I From BB I #15 #18 I #17 I E # on plans at Brg. Pt. Fram 88 From BB pram 8B #15 #1 B #17 # TEND 1 Colu n t Calu n 2 Colu n 3 (END -B) Colu n 1 Colu n 2 IF Colu n 3 1 1 2 2 3 3 ,< 4 Add column 4 Add column S° 5 A,bl column totals from line 4 and enter here— 5 Add column totals from line 4 and enter here —►— 6 tni.r Value #14 from Step No. 8A 6 Enter Value #14 from Step No. SA 7 Add Line 5 to Line 6 and Enter total here #18 7 Add Line 5 to Line 6 and Enter total here #178 Do g IIlia in a Primary bearing point load enter I.D. # If this is a Primary bearing point load enter I.D. # -. ,- end value 918 in Step No. 8D. and value #18 in Step No. 8D. , II Ilrie is a Contributory bearing point load reenter I.D. # If this is a Contributory bearing point load reenter I.D. # u vnlue #18 in Step No. BB. and value 918 in Stan No. 8B. S-1-VT No. SC Continued List all girder trusses and beams which DO have CIIlcolute all contributory load values imposed upon other other girder trusses or beams bearing their loads .ir111•r• trusses or beams to ALL PRIMARY bearing points. upon them from Step No. 8A (Enter both ends A & B) Sinrcturel I.D. Number of Girder or Beam bearing Structural I.D. Number of Girder or Beam bearing I L' I n�emher its load on this structural member L I member its load on this structural member N 11), number N I.D. number E n�i plena From 88 From 8B From 8B E an plans From 86 From 8B From 88 # aI Brg- Pt. #15 #16 #17 # at Brg. Pt. #15 #16 #17 IEN -AI Colu n 1 Colu n 2 Colu n 3 V (ENE) -8) Colu n 1 V Colu n 2 Colu n 3 I 1 2 2 3 3 4 Add calurtn 4 Add columm ' 5 AJd column, totals from line 4 and enter here— 5 Add ealunn totals (ram line 4 and enter here —► 6 tntar Value #14 from Step No. BA 6 Enter Value #14 from Step No. SA 7 A,ld Line 5 to Line 6 and Enter total here #18 7 Add Line 5 to Line 6 and Enter total here Line 5 to Line 6 and Enter total here #1810 II Iliis is a Primary bearing point load enter I.D. # If this is a Primary bearing point load enter I.D. If mul value #18 in Step No. 8D. and value #18 in Step No. 8D. 11 Illia is a Contributory bearing point load reenter I.D. # If this is a Contributory bearing point load reenter I.D. # il value #18 in Step No. 88q and value #18 in Step No. 88, STEP No. 8C Continued List all girder trusses and beams which DO have Calculate all contributory lord values imposed upon outer other girder trusses or beams bearing their loads girder trusses or beams to ALL PRIMARY bearing points. upon them from Step No. 8A (Enter both ends A & 8) Structural I.D. Number of Girder or Beam bearing Structural I.D. Number of Girder or Beam bearing • member its load an this structural member member its load on this structural member N I.D. number N I.D. number E on lane From 8B I From 88 From 8B I E on plans From 8B From 88 # at Brg• Pt• #15 #16 A77 # at B B• Pt. 74.8B #16 #17TENDA) Colu n l Colu n 2 Calu n 3 (END -B) ColuTnn 2 ColuTnn 3 1A11A,1 2 r { 2 3 3 4 Add colu.nq 4 Add columnsl- - 5 Add column totals from line 4 and enter here 5 Add column totals from line 4 and enter here —� 6 Enter Value #14 from Step No. 8A 6 Enter Value #14 from Step No. SA 7 Add Line 5 to Lin. 6 and Enter total here #18 7 Add Line 5 to Lin. 6 and Enter total hare #18 If this Is a Primary bearing point load enter I.D. # If this is a Primary bearing point load enter I.D. # and value 018 in Stop No. 80. and value #1 a in Step No. 8D. If this is a Contributory bearing point load reenter I.D. # If this is a Contributory bearing point load reenter I.D.# and value #I S in Stop No. 8B. and value 018 in Stan No. 88. STEP No. 8D List ALL PRIMARY girder truss or beam bearing point load values with an Slave overhang at any bearing point. Load List I.D. numbers of all roof framing Structural Length of M Math M member overhang A #3 function A #14 WITH girder trusses and beams along I.D. No. (in feet) i value i #18 overhang with the respective #19 loads on the on plans H (result) H (Lbs.) Connector Specification Chart. NOTE: Any roof framing member that extends over a roofed open wall area such as a patio, porch, carport, etc. must have load values increased in Step No. 7 before sizing connectors. x - + - x - + - x - +. - x - + - Lc 1 1 - 1 + - x - + - x - + IAk f no overhang, enter zero "0" #ts STEP No. 9 List all roof framing structural member I.D. numbers and their respective uplift loads on the connector specification chart. STEP No. 10 Calculate Wind Load Values for all opening headers at their bearing points. ( List headers over exterior & interior bearing wall openings in this calculation step.) List all roof frame members that bear their loads on the specific opening header I.D. No. listed below; List all roof frame members that bear their loads on the specific opening header I.D. No, listed below; L i a e # L i n e # Opening Header I.D. No. H-1 Opening Header I.D. No. H-2 Structural member I.D. number on plans Loads from connector chart which bear on header M A T H Quantity of member. with same I.D. No. bearing on this open'a header (Totals) Add lines 1 thru 4 and enter sum on line 5 Structural member I.D. number on plans Loads from connector chart which bear on header M A T H Quantity of members with same I.D. No. bearing on this open'open't, header ITotals) Add lines 1 thru 4 and enter sum on line 5 1NIA x - 1 x - 2 x - 2 x - 3 x - 3 x - 4 X - 4 X - 5 Sub -Total - 5 Sub -Total - 6 Divide Line 5 by 2= 6 Divide Line 5 by 2= Opening Header I.D. No. H-3 Opening Header I.D. No. H-4 1 X - 1 X - 2 x - 2 x - 3 X - 3 X - 4 X - 4 x - 5 Sub -Total ► 5 Sub -Total 6 Divide Line 5 by 2= 6 Divide Line 5 by 2= STEP No. 10 Cont. Calculate Wind Load Values for all opening headers at their bearing points. ( List headers over exterior & interior bearing wall openings in this calculation step.) List all roof frame members that bear their loads on the List all roof frame members that bear [hair loads the specific opening header I.D.No listed below; specific opening header I.D. No. listed below• on L V L i Opening Header I.D. No. H-5 i Opening Header I.D. No. CH-6 n Structural Loads from Quantity of ITotels) n Structural Loads from Quantity of (Totals) e member connector M members with Add lines 1 e member connector M members with Add lines 1 g I.D. number chart which I A same I.D. No. thru 4 and p I.D. number chart which A same I.D. No. thru 4 and on plans / bear on T bearing on this enter sum on plans bear on T bearing on this enter sum . header H -pen' header on line 5 header H o en' header on line 5 NIj*1 X = 1 X 2 X = 2 X s 3 X 3 X = 4 X = 4 X 5 Sub -Total ► 5 Sub -Total 6 Divide Line 5 by 2= 6 Divide Line 5 by 2= Opening Header I.D. No. H-7 Opening Header I.D. No. H-$ a Sub -Total ► 5 Sub -Total e Divide Line 5 by 2= a Divide Line 5 by 2= Opening Header I.D. No. H-g Opening Header I.D. No. H-10 X - 1 X 2 X = 2 X 3 X = 3 X 4 X = 4 X 5 Sub -Total ► 5 Sub -Total 8 Divide Line 5 by 2= 8 Divide Line 5 by 2= Opening Header I.D. No. H-11 Opening Header 2 X __ 2 X 3 X = 3 X 4 I X = 4 1 X 5 Sub -Total -► 5 Sub -Total 8 Divide Line 5 6 2= 6 Divide Line 5 by 2= Opening Heeder I.D. No. H-13 Opening Header I.D. No. H-14 o Sub -Total ► 5 Sub -Total 8 Divide Line 5 b 2= 6 Divide Line 5 by 2= Opening Header I.D. No. CH-15D Opening Header I.D. No. H-16 n 3 1 X - 4 X = 4 X 5 Sub -Total 1W 5 Sub -Total e Divide Line 5 6 2= 6 Divide Line 5 6 2= List I.D. numbers of all Opening Headers along with their respective Line #6 load values on the Connector Specification Chart. STEP No. 11A Lateral Loads perpendicular to Wood Gables A Calculate connector requirements for Gables at top of wall line. gable and wall ......................................................... C2nd floor if 2-story home This step will determine the maximum center distance between the specified \� e connectors as shown in the last phase of this calculation step. • • OMIT STEP 11 A IF MASONRY GABLE OR CONTINUOUS FRAME FROM FLOOR TO ROOF SHEATHING. LJ e Gable I.D. No. on plans Enter square foot Area ABOVE Wall line El Enter for Wood Gable ONLY M A T H Enter square foot Area BELOW Wall line ❑B Omit it Ws//is meson construction Math Function Value (results) M A T H Enter VALUE Step #1 Box X 1.4 Math Function Value (results) M A T H Fixed Value for wall Wd.=0.6 C=0.9 MU Math Function Value (results) M A T H Gable Width © #20 . GF-1 Sq.Ft. + Sq.Ft. = X = x O.6 or 0.91 = / — GF-2 Sq.Ft. + Sq.Ft. = x = x 0.6 or 0.9 = / — GF-3 Sq.Ft. + Sq.Ft. = x = x / _ N-4 Sq.Ft. + Sq.Ft. = x = x GF-5 Sq.F[. + Sq.Ft. = x = x iffi / _ GF-6 Sq.Ft. + Sq.F[. = x = x 1=1 Gable Wall requirements with VAULTED ceilings: Framed walls must be continuous Gable I.D. No. List manufacturer's perpendicular to plate load value for the M A T #20 Maximum centers between Gable end wall requirements with FLAT Ceilings: All gable end walls must be continuous floor to roof, masonry walls to be on plans connector specified H connectors framed or continuous masonry from the continuous or have wood gables floor to the flat ceiling line. secured to a level bond beam. GF-1 / = All ceiling support members within 8 feet of the GF-2 / = exterior gable wall must have 2x4 blocking GF-3 A gable end wall scissor truss / = between them at 48" on center. is NOT permitted except for use GF-4 / = If the ridge height of a gable truss exceeds 8 ft. GF-5 as a framing guide and ceiling / = above the flat ceiling line, a woad gable shall diaphragm nailer. I GF-6 A Connector Part No. (List Now) A/ Rated Lateral11 Load = be hand framed with 2 x �D" at 16 " O.C.. Specify connector fb - 1000 < 101 mph lb = 1200 < 121 mph manufacturer HERE fb a 1400 < 141 mph Approved Alternate Anchorage for Gable truss and mandatory anchorage for framed gable an masonry end well: El Wind (mph) Maximum Gable Ridge Height Above Ceiling A minimum 2xe pressure treated wood plate shall be -8-Feet 10 feet 12 feet 14 feat 16 feet 18 feet bolted to the bond beam with 112 inch dia. anchor Velocity bolts at the fallowing centers per wind speed Imph) Gable up to 100 2x4 2x4 2X6 2X6 2X6 2x8 Velocity up to 100, 01 to 120 121 to 140 Stud 101 to 120 2x4 2x6 2x8 2x8 2x8 2x10 Bel[ Ctr's 4 Feet 3 Feet 2 Feet Size 121 to 140 2x6 2x9 2x8 2x8 2x10 2X70 NOTE: All ceiling diaphragms abutting any exterior or interior load bearing walls including end walls shall be backed adjacent to these walls with 2x blocking and approved fasteners for the ceiling diaphragm along the perimeter of these walls shall be on the following centers: Wind Velocity to 110 mph; fasteners to be 7" O.C. & Wind Velocity from 110 mph to 140 mph; fasteners to be 5" O.C. STEP No. 11B Lateral Shear Loads for Wood Frame End Walls, Side Walls & Interior Shearwalls (plf) Half the M Area M Enter Math Length M Sum of Math Enter M Enter Lateral Subject Lgth. of A Enter acting A VALUE Function of A subj. wall Function Value A Value Shear Wall loading T mean on T Step #1 Value Subject T window Value T force on I.D. No. well H roof subject H Box A (results) Wall H & door (results) H Wall on plans acting height shear X 1.2 Hip #21 open'g. #y2 021 PLF #22 on subj, wall X 1.3 Gab widths X = x x = X X = X —i X = X x —xX i = XX = X NOTE.- See Engineer's Select -A -Spec for wall stud size, stud center distance and stud material with species. See Engineer's Select -A -Spec for wall sheathin die hra m thickness, sheathin material, nail size end nailin center distance. STEP No. 11C 8" Masonry Walls & Shearwalls General Reinforcement Specification No. 1. See Engineer's Select -A -Spec for required size and number of vertical bars to be grouted in the CMU cells and the maximum center distance between vertical bar reinforcement. No. 2. One number 7 bar or one number 9 bar shall be permitted as an alternate for two number 5 bars or two number 7 bars respectively. No. 3. Reinforcing steel bar requirements shall not be additive when the reinforcing location happens to fullfil more than one requirement. In all cases the most stringent requirements shall be applicable. No. 4. All shear wall segment lengths which are less than one-half the floor to ceiling height and greater than V-4" shall be constructed with column block, solid grouted with double the specified vertical reinforcement bars at each end of the wall segment and at center of the wall segments length if the wall segment is 3 feet or greater in length. STEP No. 11D Calculate Uplift Shear Loads for all Wood Frame Walls (plf) This step will determine if uplift loads exceed the shear capacity of the specified wall diaphragm and nailing. • • Omit any roof structural member having a direct vertical connector tie to the foundation, such as girders, beams & headers. Wall I.D. Add total uplift M Length Equals M Enter If Neg. Connectors for Stud to plates M Enter Maximum Number loads for all roof A of Wall Uplift A Wall STOP! A Value center distance Top Sill MinRated EWp members bearing T Less all Shear T Uplift If POS. Plate Plate uplift load T between SWe on top of well •" H opening Load H Shear Cont. - part No. part No. for the H A23 connectors Enter value here widths (PLF) Capacity (list now ) (list now) connector (Feet) ! _ _ / _ = f / 1 = Note: If uplift shear loads exceed shearwall uplift capacities additional connectors will be required aza Specify connector manufacturer HERE to tie studs to sill plate and to double top plates. Engineer Approved Connector Specification Chart • Changes to this chart must be accompanied by an Engineering Connector location symbol key Change Order from a Registered Engineer. .A" "B. "C" "D" "E" "F" "G" "H" Roof frame member to top 'of wall ell studlsl Wto to sill pla or foundation Opening Headers to studs, jacks or crinnies Foundation or stemwall to rim'oist Rim Joist to stud including sill plate Column bases and Column caps Two story, lower wall to 2nd floor to upper wall Special Location "Describe" Connector Manufacturer symbol key HUGHES Manufacturing, Inc. Use the Letter "H" Simpson Strong -Tie Company, Inc. Use the Letter "ST" Southeastern Metals Mfg. Co., Inc. Use the Letter "SM" Other manufacturers, Specify Name Use "X" CONNECTOR CHART Structural member I.D. No. as shown on Plans Enter load values use 2 lines if load differs at ends of same member Connector Symbols Manufacturer's connector Part Number Quantity required at each LOCATION Size of nails and number of nails required at each connector Building Inspector's Check -Off Column for connector LOCATION For connector Manufacturer T— 96 W I AS: : PE I — i5 / 0 figrAzo I Nu. SPEGS. T 2 " CONNECTOR CHART (Continued) Structural member I.D. No. as shown on Plans Enter load values use 2 lines if load differs at ends of same member Connector Symbcls Manufacturer's connector Part Number Quantity required at each LOCATION Size of nails and number of nails required at each connector Building Inspector's Check -Off Column for connector LOCATION For connector Manufacturer Engineer's Specifications for Wood and :Masonry Construction including Roof Sheathing: NOTES: All fastenings must be in strict compliance with S.B.C.C.I. Code 1705. ' All Wood Construction must conform to the requirements of Chapter 17 in the S.B.C.C.I. Standard Building Cade and meet the local requirements of any other applicable code or code amendments adopted by the community in which this specific structure is being constructed. ' All Masonry Construction must conform to the requirements of Chapter 14 in the S.B.C.C.I. Standard Building Code and meet the local requirements of any other applicable code or code amendments adopted by the community in which this specific structure is being constructed. Any specification shown hereon shall supersede any conflicting specification shown on the submitted drawings. Masonry and Wood Construction Masonry Construction of Hollow Load Bearfne Units Wood Const. Si le story or two star 2nd floor wall sheathe &studs Two story first floor wall sheathing & s ds Single story or two story I First floor wall construction 2nd floor wall cons[. 1 for a two story structure Roof sheathing to be: Thick 6 g ^ Thick Thick Wall reinforcing per spacing all reinforcing per spacing Matt. Ly Mad. Matl. Bar size al 5 iBa ize nail size 0 nail size nail sioc., Bars req'd I IBarS q'd nailing' " "O.C. Shearwall lateral to Sh rwall lateral load Dowel size 4 DDowel s e I Ply -clip Z9" "O.C. nailing• "O.C. ilfng• I "D.C. Max. Ctrs I 1S 1Max. Ctrs Part a FW1s(a Shearwall uplift load arwall uplift load Wall thick 1 8 inches lWall thick IX 8 inches 1 Story Footings nailing' I C. naili "D.C. Bond beam lcmu cast !Bond bearyl.cm cast' size 16 X Iq Studs I I Studs X beam size 8" X !beam a I 8" stl req'd Z t5 Centers inches Centers ! inches steel req'd !ste req'd concretel 25ew PSI Species & Gra Species I &Grade! Grout 3coo PSI I rout PSI 2 Story Footings Min shear wall Igth. end wall. Min shear end all 5' side wall!wall Igth. side w size X Sill eta anchor Sill plate anchor Sri req'd rt N Part # ! 8" Masonry Gable concretel PSI Max ctr.1 I Max ctr.I Wall reinforcing per spacing 'Rake beam requirements Remarks M oNaI.I Tidlc S LAg �. F'oo-r+nci Remarks: *Nailing center distance specified I above is for perimeter edge of sheathing, interior nailing of sheathing is 12"0.C. Bar size _t C5 Bar size 1 S Bars req'd Z ;Bars req'd I / Max. Ctrs. Z + iMin. Depth 1 c{'r This Delegated Engineer Certifies that I have directed, supervised and reviewed these Wind Load Calculations and find the wind load values, connector specifications and material specifications shown hereon to be in compliance with the S.B.C.C.I. Standard Building Code, Chapter 12, Section 1205.2 for this specific residential structure. An impact resistance code has not been specified for the exterior window and door openings of this structure. Storm panels are recommended. Note: This Engineer does not certify, nor assume responsibility, for the structural credibility of any pre-engineered _ and manufactured structural building components or roof / floor truss systems including required connectors (factory or field installed) which are intrinsically associated parts of the components or truss systems. • ENGINEER'S SPECIAL INSTRUCTIONS & REMARKS: This Engineer is not to be considered the Engineer of Record with total responsibility for all specifications relative to this entire structure and specific site location including energy code, electrical, plumbing, HVAC, soil conditions, survey, inspection &gravity leads unless _otCeLvdse_odiGet ed o .rr c ,v ,ja a v / '= o' O.C. - v5 rNC 2 A- r Ac^ T G6 Q ?r_R cc can M T. w 4 " T 42AvE Ta I PA c1- Delegated . � Engineer's / ENGINEER'S�� SIGNATURE: '•� /� �� H.E.C. Subscriber's Number: ENGINEER'S DESIGN CERTIFICATION DATE CERTIFIED: 11 Name WI cr am T Ayt'rRERS State Registration Number /gy49 in the State of r--L Address /111 3. F<p ERAL H W Y SJ+Yc` ZZ(n City STL4R-1 State /=L Tzip 3u99c1 Phone (Area code) ud-) Number Z9_) — a SzS • STEP No. i D Calculate Uplift Shear Loads for all Wood Frame Walls (plf) This step will determine if uplift loads exceed the shear capacity of the specified wall diaphragm and nailing. • • Omit any roof structural member having a direct vertical connector tie to the foundation, such as girders, beams & headers. Wall 1.0. Number EWH SW# Add total uplift loads for all roof members bearing on top of wall "" Enter value here M A T H Length of Wall Less all opening widths Equals Uplift Shear Load (PLF) M A T H Enter Wall Uplift Shear Capacity If Neg. STOP! If POS. Cont. - Connectors for Stud to plates M A T H Enter Value M23 Maximum center distance between connectors (Feet) Tap Plate part No. Ilist now) Sill Plate part No. (list now) in. Rated uplift load for the connector r r - r = r - r r / _ r / _ Note: If uplift shear loads exceed shearwall uplift Specify connector capacities additional connectors will be required aza manufacturer HERE to tie studs to sill late and to double top plates. Engineer Approved Connector Specification Chart • Changes to this chart must be accompanied by an Engineering Connector location symbol key Change Order from a Registered Engineer. 'A^ 'B' ^C"I 'D" 'E" "F^ 'G" "H" Roof frame member to top of wall Wall stud(s) to sill plate or foundation Opening Headers to studs, jacks or cri les Foundation or stemwall to rim joist Rim Joist totolumn stud includingand sill lateolumn bos- Two story, lower wall to 2nd floor to u er wall Special Location "Describe" Connector Manufacturer symbol key HUGHES Manufacturing, Inc. Use the Letter "H" Simpson Strong -Tie Company, Inc. Usa the Letter "ST" Southeastern Metals Mfg. Co., Inc. Use the Letter "SM" Other manufacturers, Specify Name Use "X" CONNECTOR CHART Structural member I.D. No, as shown on Plans Enter load values use 2 lines if load differs at ends of same member Connector Symbols Manufacturer's connector Part Number Quantity required at each LOCATION Size of nails and number of nails required at each connector Building Inspector's Check -Off Column for connector LOCATION Far ..actor Manufacturer 7-1 R,7(0 2v I As :pEfi /510 g% 20 MANO. SPECS. T 2 " _aPR# a�3 VEGETATION ENVIRONMENTAL PLANNING/SITE PLAN CODE ENFORCEMENT USA TAZ � . WATER SUPPLIER r, SEWER SUPPLIER DER CERTIFICATION .'� FL DNR (CCCL) T, FL DOT FSLC STORMWATER PER 'MANGROVE ALT SEA TURTLE PROT BP .VALUE PLANS REVIEW FEE COFCFEE FOR OFFICE USE ONLY REQUIRED [I (] (l lM [l [l [ ] [l [] [] DATE RECEIVED REQUIRED FEES NOT.REQUIRED IN 1�3 MI [7 . M19 iM9 $ 7 7Zy $ RADON FEE $ y Z2 $ RCPT # JS [ ] ROAD IMPACT FEE _ ROAD IMPACT DISTRICT ROAD IMPACT ZONE ROAD -IMPACT CREDIT- -.YES [ NO [ ] ALTERNATE DEV"FEE.. $ AMDEV. FEE.ZONE SCHOOL IMPACT FEE $ SCHOOL BOARD APPROVED ON POLICE IMPACT FEE $ SUB PERMITS REQUIRED GAS -. AIR CONDITIONING [ ] [� ELECTRIC [� -;; PLUMBING' ( ] SCREEN ENCL/FENCE iAOOF DRIVEWAY [ ] [ � [ ] SCHOOL IMPACT CREDIT o YES { ] NO [ 7 FIRE IMPACT N� NOT REQUIRED ZONING CHECKS l BBL t LOT COVERAGE _EASEMENT °' _ �° LOT SPLITS ,� ✓ 6-n '0-4 - a I J ,BENCH/YtA.4/� y I CENTER off' RQ<L.a <lT CF_.c/TEF, csC �oT 'AssuirEo ELEYQTiOnf /o.00 SCALES 20' 37th. treet S'ETP,.K.AIAlG } � rz ' N0. 3333) �G 4PN0. 333� 2 9�9TI a 2s' , SET P..•K. �� ' o W • 25•�. ` E�CisTin/G O. BG 10T/LM/ I / STa eY "� ►h (TYP � � I WOoo F.esff?E W taut. ':•:. ao ! � Q• 3G.2' Z 0 93 .SG.4.8• Ec. //ZVI �j I SET P..IK, P,4o�osE'•a <tnDrri IL5• Gt/ELL zs' 1.0 �C,4P N0.3333% A G EY (.cai.o N0..3333) FINAL SURVEY 10-26-67 DESCR/PT/ON LOTS /A3 .0� /¢/ /it/ 6T4ZX-- K NO. 40, ,ds re1,oz 1v ON Tf/E PG.4T OF SUn/G,4ND G,4.Q�ENS�S.4/O PL.4Tf/,4!//NG cERTIFI E D To: BEEN PEGD.QLi`!J /yTy07 pFF/cE OF Tf/E Cc E,Q.4;1 ANTHONY WILSON OF TyE C/QGU/T COU.2T AeV.4fN.UFOe ST• CUC/E' HARBOR FEDERAL SAVINGS h LOAN CO[/NTy �•G0,2i�i�� ONOCTGtdE,e /¢ /$CS:T /N PG.eLT ASSOCIATED LAND TITLE ,BOOK 9, PAGE 67. BOUNDARY SURVEY FOR ANTHONY W/LSON LANDS SHOWN HEREON WERE NOT ABSTRACTED FOR NIGHTOF WAY, RESERVATIONS, AGREEMENTS AND/OR EASEMENTS OF RECORD. SUCH INFORMATION. IF DESIRED. SHOULD;RF OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION, I HEREBY CERTIFY THAT THE MAP OF -SURVEY OF THE HEREON DESCRIBED PROPERTY IS TRUE AND QORRE'CT`•TO THE BEST OF MY KNOWLEDGE AND BELIEF AS SURVEYED IN THE FIELD UNDER MY DIRECTION ON /)nra.5er,,.i0�-/98ln I FURTHERCERTIFY THAT THIS SURVEY MEETS THE MINIMUM TECHNICAL ..STtiNDARDS SET FORTH 6mrCULPEPPER 0 "IN RULE 21HH-6 ADOPTED 6Y ..THE FLORIDA „BOURD-OF LAND SURVEYORS, PURSUANT TO FLORIDA STATUTE 472.027... THERE ARE NO ABOVE TERPENING,INc. GROUND ENCROACHMENTS OTHER THAN -THOSE SHOWN HEREON. DATED THIS .?"� DAY OF 198 �o . T/.5 SU.C�I�Ey �Q6!//SETJ BY:_�7 i //-29-93 9b S�foW �4ouvn CONSULTING a NGINEERS E. RETT CULPEPPER EG�y��/�S AS �EGitlll{Ep FLORIDA CERTIFICATE NO. 3333 LAND SURVEYORS Fo4�U/GO/n/C� F'E,�tt/T FORT PIERCE, FLORIDA FIBY•D C. P I DBYWN D. F. I SCALE+ / It a 201 I NO 1606