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Permits 2238 Beachcomber Tr ADDRESSC;,(�� $ BUILDING PERMIT NUMBER '-�� INSPECTIONS : FOOTING UNDER SLAB PLUMBING SLAB 7 7 cy FRAMING COVER-UP �� —a INSULATION -;2, FINAL BUILDING / CERTIFICATE OF OCCUPANCY 7 ELECTRICAL PERMIT # ! / G�7 INSPECTIONS ROUGH FINAL 16 - 36 9 MECHANICAL PERMIT # o PLUMBING PERMIT # NOTES : � s �I, CITY OF ATLANTIC BEACH f S 800 SEMINOLE ROAD r ATLANTIC BEACH,FL 32233 INSPECTION PHONE LINE 247-5826 �rltl}r Application Number . . . . . 05-00030934 Date 8/10/05 Property Address . . . . . . 2238 BEACHCOMBER TR Tenant nbr, name . . . . . . INSTALL CU & AHU Application description . . . MECHANICAL ONLY Property Zoning . . . . . . . TO BE UPDATED Application valuation . . . . 0 Owner Contractor -------- ---------------- ------------------------ SALES, BARNES OCEAN STATE HEAT & AIR 1476 ATLANTIC BLVD. ATLANTIC BEACH FL 32233 NEPTUNE BEACH FL 32266 (904) 249-8251 ---------- - ----------------------------------------------------------------- Permit MECHANICAL PERMIT Additional desc . . Permit Fee . . . . 87 . 00 Plan Check Fee . 00 Issue Date . . . . Valuation . . . . 0 Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 87 . 00 87 . 00 . 00 . 00 Plan Check Total . 00 . 00 . 00 . 00 Grand Total 87 . 00 87 . 00 . 00 . 00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILD CODES. BUILDING OFFICIAL Rug 09 05 11t41a Ocean State A/C 904-249-8949 P. 1 bjGk l 0 g l .==L'� �c CITY OF ATLANTIC BEACH U MECHANICAL PERMIT APPLICATION Date: r� Property Address: - Owner_ 36tL-AA2_, Telephone#: G;2497r 7// Contractor: Oce=s�,-�a-re_ 1' 9 IC. Telephone 9: Coutractor• Address: 14^((p ('j—i C, (Ny Fax#; in consideration of permit given for doing the wnek ad drre.rib.-d in the abvvu gworngnt.we 1wroby uyree to perform soid work in accordalkw with the attached plans and spccificaliuns which are a part hereof and in acconlonce with the City of Atluntic Hench ordu=nccs and standards of good practice listed thercill. Type of Heoting Duel: If other con&uctioo is being tions on this building or Site,list the building permit number: L•'lectric �. ❑ Gas: _Ll' —Natural Central Utility 0 Oil ❑ Otho-S cifv - M'ECHANICAL EQUIPMENT TO BE INSTALLED NATURE OF WORK Heat _Space _Recessed 1Central _Floor � Residential Air Conditioning: _Room Central ❑ Duct System: Material Thickness ❑ Commercial Maximum capacity t:tm 0 Refrigeration 0 New Building 0 Cooling Tower. Capacity^ gpm ❑ Fxi�tins Builchns ❑ r1rc Sprinklers: Number of Bonds ❑ Elevator: _ Manlift Escalator (Nurnber) Repizwernent of l-:xisting Systcn ❑ Gasoline Pumps (Number) ❑ Tanlw (Number) C1 Now Iur,l:r tudon ❑ LPG Containers (Number) (No system previously installed ❑ Unfired Pressure Vessel E3 Boilers D Extension or Add-nn to lsxisling System ❑ Gas Piping ❑ Otho-Specify ❑ Othcr-Specify LIST ALL.ty UIPMENT AIR CONDITIONING.RK11UGTRATION F,QUIPM>:14T&CONDENSON'S Aripmvinty; Number Units Ueseription Mudel k Manufacturer Tou's Agency HEATINC—FURNACES.UOLLC14.S,FIREPLACFS&AIR HANDLER'S Appruving Number Unity Description Model p Manufacturer BTU's Agencv l Two:oar / 00K, yL W1 o TANKS Nominal,Capacity Type Liquid � S�Yial approving How M;Inv &Dimensions Contained,_ -Age nev $00 Seminole Road- Atlantic Beach, Florida 32233-5445 Phoce:(104)247-58011- Fax: (904)247-5845- http://www.ci.attaixtic-beuch.fl.us } CITY OF ATLANTIC BEACH c. :...._;; MECHANICAL PERMIT APPLICATION Date: Property Address: 3 ✓ Owner: Telephone #: CX/'- 7l1 Contractor: Qcen iesTaTc Telephone #:Egci p � Contractor Address: Fax#: In consideration of permit given for doing the work as described in the above statement,we hereby agree to perform said work in accordance with the attached plans and specifications which are a part hereof and in accordance with the City of Atlantic Beach ordinances and standards of good practice listed therein. Type of Heating Fuel: If other construction is being done on this building or site,list the building permit number: Electric �- ❑ Gas: LP _Natural 111"entral Utility ❑ Oil ❑ Other—Specify MECHANICAL EQUIPMENT TO BE INSTALLED NATURE OF WORK i Heat _Space =Recessed Central _Floor Residential j Air Conditioning: Room IX Central X, ❑ Duct System: Material Thickness ❑ Commercial Maximum capacity cfin ❑ Refrigeration ❑ New Building ❑ Cooling Tower: Capacity gpm ❑ Existing Building ❑ Fire Sprinklers:Number of Heads ❑ Elevator: __ Manlift Escalator (Number) jj Replacement of Existing System ❑ Gasoline Pumps (Number) ` ❑ Tanks (Number) ❑ New Installation ❑ LPG Containers (Number) (No system previously installed) ❑ Unfired Pressure Vessel ❑ Extension or Add-on to Existing System ❑ Boilers ❑ Gas Piping ❑ Other-Specify ❑ Other—Specify LIST ALL EQUIPMENT AIR CONDITIONING,REFRIGERATION EQUIPMENT&CONDENSOR'S Approving Number Units Description Model# Manufacturer Ton's Agency JA L HEATING—FURNACES,BOILERS,FIREPLACES&AIR HANDLER'S Approving Number Units Description Model# Manufacturer BTU's Agency i 1G•,1 b voi: Lu.�— a o0Gc L TANKS Nominal Capacity Type Liquid Serial Approving How Manv &Dimensions Contained 16&fa "o. Agency 800 Seminole Road • Atlantic Beach, Florida 32233-5445 Phone: (904)247-5800 • Fax: (904)247-5845 • http://www.ci.atlantic-beach.fl.us KELLEY ENGINEERING SERVICES, INC. SHEET I OF-2F-�- Consulting Structural Engineers8 JACKSONVILLE, FLORIDA CALCULATED BY DING DATE 6/q/94 JOB TITLE CHARLE5 COLLIER REALTY, INC. CHECKED BY DATE JOB NO. q4 -?,34 SKETCH NO. SCALE SUBJECT PLAN 3045, OCEANYO LK HURRICANE ENGINEERING CALCULATIONS FOR PLAN 3045, OCEA<NY4ALK ATLANTIC BEACH, FLORIDA CHARLES COLLIER REALTY, INC. The purpose of this report is to analyze the structural systems and components of the subject residential building for compliance with the 1993 SBCCI Standard For Hurricane Resistant Residential Construction SSTD 10-93. The report has four main sections: Section 1 -Calculation Of Wind Pressures, Section 2- Analysis Of Shear Forces. Section 3- Analysis Of Uplift Forces. Section 4- Analysis Of Lateral Forces. The Engineer certifies that these Wind Load Calculations have been reviewed and finds the wind load values, connector specifications and material specifications shown hereon to be in compliance with the SBCCI Standard building Code, Chapter 12, Section 1205.2 for this specific residential structure. Be advised that these codes preclude that all exterior window and door openings are secured and protected for the duration of a wind storm condition. Note: The 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. v^^E p Y � ��'V BEACH 7 199 Ait1G oF��cE YJ � gU1'1-O V` dil09 and Zoning l FIGURE 1205 TABLE 1205 USE FACTORS FOR BUILDINGS AND OTHER STRUCTURES BASIC WIND.SPEEDS FOR 50-YEAR MEAN RECURRENCE INTERVAL Nature of Occupancy Use Factor Virgin Islands and Puerto Rico WmN use a basic wind speed of 110 mph All buildings and structures except those listed below 1.0 Buildings and structures where the occupant load is 300 or more in any one room. 1.15 Buildings and structures designated as essential facilities, including,but not limited to: 1.15. a g (1)Hospital and other medical facilities having surgery or emergency treatment areas (2)Fire or rescue and police stations (3)Primary communication facilities and disaster -v operation centers (4)Power stations and other utilities required in an r ' ;o i + emergency - - — `O O U L in ;-,:. �,�;, - ;,d> ; N� � Buildings and structures that represent a low hazard to human life in the event of failure,such as agricultural 0.9 t T - c � 0 0 = buildings,certain temporary facilities,and minor storage � Ifacilities 3 o 01 TABLE 1205.2A a VELOCITY PRESSURE(psf i - r I, Building Height 60 ft or Less Mean Roof Fastest Mite Wind Velocity,V(mph) - - - _ ''- :- - - _ •. _�I Height(ft) (From Figure 1205)co _ ,ax 70 80 90 100 0-15 10 13 17 21 �25 11 15 19 23 40 14 18 23 28 34 60 15 20 25 31 38 Notes: t.A single value for velocity pressure is used for the entire building: 2.Eave height may be substituted for mean roof height if roof angle does not exceed 10'. 3.Linear interpolation of tabled values is permissble. kx 1 x w 280 1992 Revisions Standard Building Codels.1991 Standard Building Codelt1991 1992 Revisions 281 TABLE 1205.28 GC COEFFICIENTS FOR MWFRS PROVIDING RESISTANCE IN TRANSVERSE DIRECTION' FIGURE 1205.281 End Zonecoetticlents Interior Zone Coefficients APPLICATION OF COEFFICIENTS FOR PRIMARY Roofs Notes STRUCTURAL SYSTEMS PROVIDING Angle ' 1 r 3 4 1 2 3 4 RESISTANCE IN TRANSVERSE DIRECTIOtI o<a<_,o° 2 14.50 •1.4 -.80 70 +.25 1.0 65 55 3 +.90 1.0 40 (Positive sign Indicates inward acting pressure) .30 +.65 -.60 -.25 15 v 10°<a<_30° 2 ' +.74-• •1.4. -1.0 •.95 +.40 -1.0 -.75 -.70 m 3 +1 •1.0 •.60 +.80 •.60 -.35 --.30 30°<a 545° 2 +.60 +.10 •.80 y +,45 +.05 -.70 -.65 tow CAsc A w+DS cCNCRALLT P[RP[NDKLRM i0 RLDCE LOAD CASE BI:WROS GENERALLY PARALLEL TO HEDGE c 3 +1.0 +.50 -.40 -.35 +.85 +.45 -.30 •.25 4 5 1.4 -.80 •.75 -.70 •1.0 •.65 -.70 v � w a=90° 2 +.58 +.58 -.74 -.74 +.43 +.43 -.62 •.62 ` /-3 3 +.98 +.98 •.34 •.34 +.83 +.83 -.22 -.22 +C 3E. l 2 4 -.74 -1.4 •.80 -.74 -.71 •.98 -.62 •.71^_ �E x _ ` x 0<a<_10° _ 2 +.10 -1.8 •1.2 •1.1 •.15 •1.4 •t.t a 3 +1.0 -.90 -.30 -.20 0.0 -.50 •.15 -.05 r y ' 0 10°ca530° 2 +.30 -1.8' •1.4 -1.4 0.0 •1.4 •12 •l.t^ N u v 3 +12 •.90 •.50 •.45 +.90 -.50 -25 -.20 __ 'E e� 2 30°< a<45° 2 +.20 30 •1.2 -1.2 +.95 -.35 -t.t t.t -'� _3 +1.1 +.60 30 25 +.95 +.55 ,20 .15 / 9 4 •1.2 1.8 -1.2 -1.2 -1.1 -1.4 •1.1 -1.1 U-'- - 5 -, �CCDDIREc7LDN WINO OLREGTgN n-. a=901 2 +.28 +.28 -1.0 -1.0 +.03 +.03 -1.0 -1.0 - RANGE 3 +1.1 +1.1 -.24 -.24 +.93 +.93 -.12 •.12- -- 4 •1.1 -1.8 -1.2 •1.1 -1.1 -14 •1.0 -1.1_ O< a510° 6,11 +1.8 70 70 0 +1.8 70 70� 0 c 7,11 +1.8 -.30 -.80 0 +1.8. 30 80 0 za. 10°<a 5 25° 6,11 +1.8 -.70 -.70 0 +1.8 •.70 -.70 0 d 7.11 +1.8 +.70 -.70 0 +,.s +.70 -.70 -0- FIGURE 1205.282 E 7,11 +1.8 +.20 -.90 0 +1.8 420 -.90 0 s , 25°<as45°.-- 611 +1.8 •.70 -.70 0 +1.8 70 70 0 _ APPLICATION OF COEFFICIENTS FOR PRIMARY 7,11 +1.8 +.2.0 +.30 0 +1.8 +.2.0 +.30 o STRUCTURAL SYSTEMS PROVIDING RESISTANCE IN LONGITUDINAL DIRECTION (Positive sign indicates inward acting pressure) LOAD CASE 82:WWDS GENERALLY PARALLEL to RLDGC LOAD GSE e3: MENDS cENCMLLT PARALLEL TO RLOGE TABLE 1205.2C GC COEFFICIENTS FOR MWFRS s PROVIDING RESISTANCE IN LONGITUDINAL DIRECTION r' (ALL ROOF ANGLES)' /' s �, x 2 Building End Zone Interior Zone 3E 6E 2 � Classification Notes Coefficients Coefficients ' 2E 3E 5E 6E 2 9 56--,_- e s x t/2"L Enclosed 8,9 •1.40 -0.80 +0.50 -0.70 -1.00 -0.65 +0.25__-0.55 < ° �! 8.10 •1.00 .120 +0.90 -0.30 •0.60 -0.25 -0.1 65_•0.15 !i/C' " Enclose 8,9 •1.60 •1.20 +0.10 •1.10 •1.40 -C15 •0.15 •095_ � Enclosed 8,10 •0.90 -0.30 +1.00 -020 •0.50 •O.tS +0.75 :0.05____ MLNo�� 6,11 -0.70 •0.70 +1.8 0.00 •0.70 -0.70 +1.8 000_ RArwc MEND DutCclgN '? 0;en 7,11 -0.30 •0.80 +1.8 0.00 •0.30 -0.80 +1.8 0.00 K-I ' N 282 1992 Revisions Standard Building CodeNI991 Standard Building Code/s.1991 1992 Revisions 283 KELLEY ENGINEERING SERVICES, INC. SHEET S OF 2� . CHARLES COLLIER REALTY,INC.,PLAN 3045,OCEANWALK Section 2 Analysis of Shear Forces. The Main Wind Force Resisting Structure (MWFRS) is analyzed for worst case Shear Forces due to the applied System Design Pressure calculated in Section 1. For multi-story buildings, each floor is analyzed separately for shear. Each floor is analyzed with its contributory load plus the loads from the floors above. Design Wind Forces. The Design Wind Forces are calculated for the primary building elevations. See Figure 1 Front/Rear Elevation and Figure 2 Left/Right Elevation for the CASE(s) being analyzed. #is the number of each contributory area. T/R indicates if the area is a Triangle or Rectangle. W is the Width, H is the Height. For Triangles,the AREA is calculated by WxH/2. TYPE indicates which of 3 types of pressures are being applied to the area: SYStem, SUCTion only, or PRESsure only. Type Pressures System Pressure SYS 138.0 psf Wall Suction SUCT Wall Pressure PRES 28.0 psf Calculation of areas and windloads. AREA PRES LOAD Sum of LOAD 1 F 1 R 21.6 ft 4.0 ft 86.4 sf SYS 38.0 psf 3283 lbs CASE Total IF - 21R 21.0 ft 5.0 ft 105.0 sf SYS 38.0 psf 3990 lbs 1 F 18962 lbs IF 31R 12.5 ft 5.0 ft 62.5 sf SYS 38.0 psf 2375 lbs 2F 3893 lbs 1 F 4 R 15.6 ft 4.0 ftj 62.4 sf SYS 38.0 psf 12371 lbs is 14629 lbs IF 5 R 13.5 ft 8.0 ftl 108.0 sf SYS 38.0 psf 4104 lbs 2S 5049 lbs 'IF 6 T 17.0 ft 5.7 ft 48.5 sf SYS 38.0 psf 1841 lbs 2R 3553 lbs 1 F 7 T 12.5 ft 4.2 ft 26.3 sf SYS 38.0 psf 998 lbs lic 1264 lbs 2F 51R 13.5 ft 4.0 ft 54.0 sf SYS 38.0 psf 2052 lbs 2F 61T 17.0 ft 5.7 ft 48.5 sf SYS 38.0 psf 1841 lbs 1S 1 R 46.0 ft 4.5 ft 207.0 sf SYS 38.0 psf 7866 lbs is 21 R 13.0 ft 5.0 ft 65.0 sf SYS 38.0 psf 2470 lbs is 31T 15.5 ft 5.5 ftj 42.6 sf SYS 38.0 psf 1620 lbs is 41T 1 14.0 ft 7.0 ft 49.0 sf SYS 38.0 psf, 1862 lbs is 51R 3.6 ft 3.5 ft 12.6 sf SYS 38.0 psf 479 lbs 1S 61T 5.0 ft 3.5 ft 8.8 sf SYS 38.0 psf 333 lbs 2S 21R 13.0 ft 2.5 ft 32.5 sf SYS 38.0 psf 1235 lbs 2S 31T 15.5 ft 5.5 ft 42.6 sf SYS 38.0 psf 1620 lbs 2S 41T 14.0 ft 7.0 ft 49.0 sf SYS 38.0 psf 1862 lbs 2S 61T 5.0 ft 3.5 ft 8.8 sf SYS 38.0 psf 333 lbs 2R 1 R 19.0 ft 4.0 ft 76.0 sf SYS 38.0 psf 2888 lbs 2R 2 T 7.0 ftj 5.0 ft 17.5 sf SYS 38.0 psf 665 lbs 1C 3 R 3.5 ftj 9.5 ftj 33.3 sf SYS 38.0 psf 1264 lbs KELLEY ENGINEERING SERVICES, INC. SHEET (e OF . CHARLES COLLIER REALTY,INC.,PLAN 3045,OCEANWALK Shear Wall Analysis. The available shear walls are analyzed with respect to the applied Design Wind Forces. See Figure 3-Floor Plans. The CASE(s) are generally named as follows. The first character represents the floor number(1, 2, 3, etc.). The second character represents the direction of the wind relative to the building (Front/rear, Side to side, etc.). For example, CASE 1 F is the 1 st floor with wind on the Front/rear elevations. This wind load would be resisted by the Left walls and Right walls. TOTAL REQ'D LATERAL INCL. DEDUCT AVAIL. WALL LOAD LOAD AVAIL. SURPLUS ADD'L SEE CASE LOAD WALL WALL WALL SHEAR % PORTION RESIST. (DEFICIT) WALL NOTES 18962 Ibs 55.1 If 34.4 If 20.7 If 320Ib/If 50% 9481 lbs 1 6624 Ibs ( 9.0 If 43.51f 19.21f 24.31f 3201b/If 50% 9481 Ibs 7776 Ibs 6.0 If 15.0 If 3893 Ibs 0.0If 0.0 If 0.0 If 320Ib/If 50% 1947 lbs 0Ibs 7.0 If 0.0 If 0.0 If 0.0 If 3201b/If 50% 1947 Ibs 0Ibs 7.0 If 14.0 If 14629 Ibs , 70.0 If 29.0 If 41.0 If 320 Ib/If 50% 7315 Ibs 13120 Ibs 0.0 if 70.0 If 41.8 If 28.2 If 3201b/If 50% 7315 Ibs 9024 Ibs 0.0 If 4 0.0 If 5049 Ibs 13.7 If 6.0 If 7.7 If 320Ib/If 50% 2525 Ibs 2464 Ibs 1.0 If 19.0 If 3.0 If 16.0 If 320Ib/If 50% 2525 Ibs 5120 Ibs 0.0 If 1.0 N Notes: 1. Nail all 7/16"OSB wall sheathing with 8d comon wire nails @ 4"o.c. edges and 6"o.c. field. 2.Allowable shear capacity for 7/16" OSB sheathing is 320 Ibs/If(properly nailed) based on closest match from table 305N of SBCCI 10-93. 3. The shear capacity of the structure is deficient in several areas. See the Floor Plans for prescriptive requirements. KELLEY ENGINEERING SERVICES, INC. SHEET '7 OF 7, . CHARLES COLLIER REALTY,INC.,PLAN 3045,OCEANWALK Section 3 Analysis of Uplift Forces. The roof, wall and foundation members are analyzed for Uplift Forces due to the Uplift Design Pressures calculated in Section 1. A continuous load path is provided from the roof members to the wall members to the foundation. Uplift Forces. The contributory uplift forces for each roof member are calculated in Table 1. The Uplift is reduced by the Roof Deadload. See Figure 4-Roof Truss Plan, for roof member locations and the Legend for abbreviations. Point Loads are due to concentrated loads where one roof framing member intersects another member. The contributing factor is calculated by (L-X)/L. LEGEND-See Figure 4 Roof Truss Plan for framing member locations. Rn= Rafter Number TP =Top Plate RB= Ridge Beam TPE=Top Plate at Exterior Wall HV= HipNalley Rafter TPI =Top Plate at Interior Wall PW= Pony Wall TPR=Top Plate at Rear or Right Side Cn= Column Number TPF=Top Plate at Front Hn= Header Number TPL=Top Plate at Left KPn= King Post Number FDN = Foundation Table 1 -Uplift forces on each roof member from contributory loads. Roof Deadload = 10.0 psf UPLIFT LIST P For Pt Loads,enter L in LENGTH Col.and X in R WIDTH Col.-Used to Calc.FACTOR(L-X)/L. F E U A S P C S A L T U R I O R E F R E A T R1 TP JENCLOSED 1.40 39.2 psf 7.0 ft 2.0 ft 14.0 sf 409 lbs R1 TP JEAVE 2.00 56.0 psf 1.5 ft 2.0 ft 3.0 sf 138 lbs R1 RB JENCLOSED 1.40 39.2 psf 3.5 ft 2.0 ft 7.0 sf 204 lbs R2 TP JENCLOSED 1.40 39.2 psf 11.0 ft 2.0 ft 22.0 sf 642 lbs R2 TP JEAVE 2.00 56.0 psf 1.5 ft 2.0 ft 3.0 sf 138 lbs R2 RB JENCLOSED 1.40 39.2 psf 5.5 ft 2.0 ft 11.0 sf 321 lbs R3 TP JENCLOSED 1.40 39.2 psf 10.5 ft 2.0 ft 21.0 sf 613 lbs R3 TP JEAVE 2.001 56.0 psf 1.5 ft 2.0 ft 3.0 sf 138 lbs R3 HV JENCLOSED 1.40 39.2 psf 5.3 ft 2.0 ftj 10.5 sf 307 lbs R4 TP JENCLOSED 1.40 39.2 psf 6.6 ft 2.0 ftj 13.2 sf 385 lbs R4 TP JEAVE 2.00 56.0 psf 1.5 ft 2.0 ft 3.0 sf 138 lbs R4 RB JENCLOSED 1.40 39.2 psf 3.3 ft 2.0 ft 6.6 sf 193 lbs R5 H5 IPARTIALLY ENCL 1.80 50.4 psf 13.5 ft 2.0 ft 27.0 sf 1091 lbs R5 H5 JEAVE 2.00 56.0 psf 1.5 ft 2.0 ft 3.0 sf 138 lbs R5 HV JENCLOSED 1.40 39.2 psf 8.3 ft 2.0 ft 16.5 sf 482 lbs R5 TP ENCLOSED 1.40 39.2 psf 16.5 ft 2.0 ft 33.0 sf 964 lbs R5 TP EAVE 2.00 56.0 psf 1.5 ft 2.0 ft 3.0 sf 138 lbs R6 TP ENCLOSED 1.40 39.2 psf 11.0 ft 2.0 ft 22.0 sf 642 lbs R6 TP EAVE 2.001 56.0 psf 1.5 ft 2.0 ft 3.0 sf 138 lbs UPLIFT LIST P For Pt Loads,enter L in LENGTH Col.and X in R WIDTH Col.-Used to Calc.FACTOR(L-X)/L. F E U A SP ° r. C S A L T U R O R E F R EA T R6 BEAM ENCLOSED 1.40 39.2 psf 5.5 ft 2.0 ft 11.0 sf 321 Ibs R7 TP ENCLOSED 1.40 39.2 psf 17.0 ft 2.0 ft 34.0 sf 993 Ibs R7 TP EAVE 2.00 56.0 psf 1.5 ft 2.0 ft 3.0 sf. 138 Ibs R7 RB ENCLOSED 1.40 39.2 psf 8.5 ft 2.0 ft 17.0 sf 496 Ibs R8 TP ENCLOSED 1.40 39.2 psf 17.0 ft 2.0 ft 34.0 sf 993 Ibs R8 TP EAVE 2.00 56.0 psf 1.5 ft 2.0 ft 3.0 sf 138 Ibs R8 PW ENCLOSED 1.40 39.2 psf 8.5 ft 2.0 ft 17.0 sf 496 Ibs R8 HV JENCLOSED 1.40 39.2 psf 8.5 ft 2.0 ft 17.0 sf 496 Ibs R9 TP JENCLOSED 1.40 39.2 psf 14.5 ft 2.0 ft 29.0 sf 847 Ibs R9 TP JEAVE 2.00 56.0 psf 1.5 ft 2.0 ft 3.0 sf 138 Ibs R9 HV JENCLOSED 1.40 39.2 psf 7.3 ft 2.0 ft 14.5 sf 423 Ibs R10 TP JENCLOSED 1.40 39.2 psf 11.0 ft 2.0 ft 22.0 sf 642 Ibs R10 TP EAVE 2.00 56.0 psf 1.5 ft 2.0 ft 3.0 sf 138 Ibs R10 HV ENCLOSED 1.40 39.2 psf 5.5 ft 2.0 ft 11.0 sf 321 Ibs R11 H1 PARTIALLY ENCL 1.80 50.4 psf 4.5 ft 2.0 ft 9.0 sf 364 Ibs R11 H1 EAVE 2.00 56.0 psf 1 1.5 ft 2.0 ft 3.0 sf 138 Ibs R11 RB PARTIALLY ENCL 1.80 50.4 psf 2.3 ft 2.0 ft 4.5 sf 182 Ibs KP1 FDN JENCLOSED 1.40 39.2 psf 16.5 ft 18.5 ft 305.3 sf 8913 Ibs KP2 FDN JENCLOSED 1.40 39.2 psf 15.5 ft 13.0 ft 201.5 sf 5884 Ibs KP3 FDN JENCLOSED 1.40 39.2 psf 17.0 ft 8.5 ft 144.5 sf 4219 Ibs KP4 FDN JENCLOSED 1.40 39.2 psf 9.5 ft 9.5 ft 90.3 sf 2635 Ibs KP5 FDN JENCLOSED 1.40 39.2 psf 9.0 ft 9.5 ft 85.5 sf 2497 Ibs KP6 FDN JENCLOSED 1.40 39.2 psf 8.0 ft 11.0 ft 88.0 sf 2570 Ibs KP6 FDN PARTIALLY ENCL 1.80 50.4 psf 8.0 ft 3.5 ft 28.0 sf 1131 Ibs KP7 FDN ENCLOSED 1.40 39.2 psf 19.0 ft 13.0 ft 247.0 sf 7212 Ibs KELLEY ENGINEERING SERVICES, INC. SHEET 9 OF Si . CHARLES COLLIER REALTY,INC.,PLAN 3045,OCEANWALK Uplift Hardware/Connector Schedule. The total uplift forces for each framing member are listed along with the appropriate hurricane clip or connection hardware. A continuous load path is provide from the roof members to the wall members to the foundation. Certain detail sheets are included as noted. Table 2-Summary of uplift forces and required connectors. UPLIFT HARDWARE/CONNECTOR SCHEDULE MEMBER SUPPORT UPLIFT I SIMPSON FAST'N SEMCO FAST'N RAFTER RI DOUBLE TOP PLATE 547 lbs (1)MTS12 14-10d (1)HDPT2 10-10d RIDGE BEAM 204 lbs (1)L70 8-10d (1)FAP18 6-8d RAFTER R2 DOUBLE TOP PLATE 780 lbs (1)MTS12 14-10d (1)HDPT2 10-10d RIDGE BEAM 45231bs L70 8-10d (1)FAP18 6-8d RAFTER R3 DOUBLE TOP PLATE MTS12 14-10d (1)HDPT2 10-10d HIPNALLEY RAFTER L70 8-10d (1)FAP18 6-8d RAFTER R4 DOUBLE TOP PLATE MTS12 14-10d (1)HDPT2 10-10d RIDGE BEAM 193 lbs (1)L70 8-10d (1)FAP18 6-8d RAFTER R5 DOUBLE TOP PLATE 1102 lbs (2)MTS12 14-10d (1)HDPT2 10-10d HIPNALLEY RAFTER 482 lbs I(1)L70 8-10d (1)FAP18 6-8d HEADER H5 1229 lbs (2)MTS12 14-10d (1)HDPT2 10-10d RAFTER R6 DOUBLE TOP PLATE 780 lbs I(1)MTS12 14-10d (1)HDPT2 10-10d BEAM 321 lbs (1)L70 8-10d (1)FAP18 6-8d RAFTER R7 DOUBLE TOP PLATE 1131 lbs (2)MTS12 14-10d (1)HDPT2 10-10d RIDGE BEAM 496 lbs (1)L70 8-10d (1)FAP18 6-8d RAFTER R8 DOUBLE TOP PLATE 1131 lbs (2)MTS12 14-10d (1)HDPT2 10-10d HIPNALLEY RAFTER 496 lbs (1)L70 8-10d (1)FAP18 6-8d PONY WALL 496 lbs SEE DETAIL ON SHEET S-1 RAFTER R9 DOUBLE TOP PLATE 985 lbs (1)MTS12 14-10d (1)HDPT2 10-10d HIPNALLEY RAFTER 423 lbs (1)L70 8-10d (1)FAP18 6-8d RAFTER R10 DOUBLE TOP PLATE 780 lbs (1)MTS12 14-10d (1)HDPT2 10-10d HIPNALLEY RAFTER 321 lbs (1)L70 8-10d (1)FAP18 6-8d RAFTER R11 RIDGE BEAM 182 lbs (1)L70 8-10d (1)FAP18 6-8d HEADER H1 502 lbs (?)H5 8-8d 1(?-)HCPLR 8-8d TYPICAL 2ND FLOOR DOUBLE TOP PLATE TO STUDS (1)H5 @ Iii'OC 8-8d (1)HCPLR @ W OC 8-8d TYPICAL 2ND FLOOR EXTERIOR WALL FRAMING TO 1ST FLOOR FRAMING: (EXTEND STRAP MIN. 10"ONTO STUDS) (1)CS16 @ 48"OC 22-10d (1)RS150 @ 32"OC 20-10d TYPICAL 1ST FLOOR DBL TOP PLATE TO STUDS (1)H5 @ 16"OC 8-8d (1)HCPLR @((p'OC 8-8d TYPICAL 1ST FLOOR STUDS TO BOTTOM PLATE (1)SP1 @ 32"OC 10-10d (1)HCPRS @ 32"OC 10-8d RIDGE BEAM (3)KP1 KING POSTS 8913 lbs (3)CS16 22-10d (3)RS150 20-10d (NOTE: TOTAL 8913 Ib LOAD IS SHARED BY 3 KING POSTS) RIDGE BEAM KING POST KP2 5884 lbs I(4)CS16 22-10d (6)RS150 20-10d BEAM KING POST KP3 4219 lbs (3)CS16 22-10d (4)RS150 20-10d UPLIFT HARDWARE/CONNECTOR SCHEDULE Val MEMBER SUPPORT UPLIFT ISIMPSON FAST'N SEMCO FAST'N BEAM KING POST KP4 2635 lbs (2)CS16 22-10d (3)RS150 20-10d BEAM KING POST KP5 2497 lbs (2)CS16 22-10d (3)RS150 20-10d RAFTER KING POST KP6 3701 lbs (3)CS16 22-10d (4)RS150 20-10d RIDGE BEAM KING POST KP7 7212 lbs(5)CS16 22-10d (7)RS150 20-10d TYPICAL KING POST TO FOUNDATION ADS-5 SEE MFR HD5A SEE MFR HEADER H4&H5 CORNER POST Cl (3)CS16 22-10d (3)RS150 20-10d CORNER POST Cl FOUNDATION (2) Pik.61 SEE MFR (2)PA25 SEE MFR HEADER H1 CORNER POST C2 (1) S16 22-10d (1)RS150 20-10d CORNER POST C2 FOUNDATION (1)HPAHD22 SEE MFR (1)PA25 SEE MFR (NOTE: IPA-51 OR PA25 MUST BE CAST INTO SLAB) SEE Q,(r1.►w! r•(L FOR OTHER HEADER CONNECTOR REQUIREMENTS ANCHOR BOLTS-1/2"DIA x 10"ANCHOR BOLTS w/2"x 2"x 1/8"PLATE WASHER AT 24"OC. SHEATHING-NAIL ALL 7/16"OSB WALL SHEATHING w/8d COMMON WIRE NAILS @ 4"OC EDGES AND 6"OC FIELD. NAIL ALL 1/2"CDX ROOF SHEATHING WITH 10d COMMON WIRE NAILS @ 6"OC EDGES AND 6"OC FIELD. DECREASE TO 4"OC OVER GABLE END RAFTERS. TOE NAILS-TOE NAIL ALL RAFTERS TO DOUBLE PLATES w/2 PCS 12d NAILS EACH SIDE. THIS REQUIREMENT IS IN ADDITION TO THE SPECIFIED HURRICANE CLIP/HARDWARE. DOLE J. KELLEY,JR., P.E. Consulting Structural Engineer G �L4i � �.� 3ACKSONVILLE,FLORIDA JOB TITLE CALCULATED BY GG DATE-&113JOB NO. CHECKED BY DATE SUBJECTaGrV C!?�L k' 77dd SKETCH NO. SCALE SH OFA M15c_ yA-1 FF CALCUL.AT10,J,J 1) TYPI<AL )/,JD I'Lli T? 7�so �� . %t, O u =tC ,a".) IL <�i�) � 16rl = qy 15 ; „ x a) 7ypicAL N� FLOO�._L�'TCr';rvl ��;1� �. -,=;;,t �i �JG 1`U l if FL00tZ, +.✓02sT �'�� is i�' � - -:;` 0 �1�-. J�F _ vdLL _ } U.$� (,� f':.I�O > >w }� 0- C . n('` (t�C51f� �/8, 0-C. f�A(' r-oAj 10 „ ONTO STUDS 3) TYP��t_: ( �T FLoc�2 _ >7ov�,L T t' � 't_Jl� 'ro c)r= S6G ►i,t// ' s UP+-I ; T AT" STUD ( IIa/ /E - -,a r, _T/A+CAL _!sT > Local: 1t�P.S 1-n r O FI o,, f P-L... UP IVT AT FA . ST i!.<11fi - 32 0-4f S1'1 C ' - 67'c_ s) unL-LF"T J11- coanj e(2- PO',---F )"G*At� +�� 41,2 r=c =: o w �251SO o2 3 Cs16 l� /t.:.;>>a�-�R ltS r c/ STN 3 O � r?slso or _C cs+6 PA 9,5 e . DOLE J. KELLEY,JR., P.E. Consulting Structural Engineer JACKSONVILLE,FLORIDA JOB TITLE �— `'�+"445 5 CALCULATED BY �-'�"G DATE JOB NO. CHECKED BY DATE SUBJECT ©C 6144- SKETCH NO. SCALE SH--!-2 OF—�f ....«6) U1 LI 5�'7 AT �57,1•Y /� �fl ,." ! 1. ✓ ��,^I�.l,f�S,JJ I+'(7t.•�' /r ! S UPLIFT s Cotiry CcT />j 7-0 a w,TH '5�M�o �l)Prt25 Ur: �rhrPsoN Cr lfP�ffD�a a ' x r >) uPl- FT AT HE/ D� � -)o(I A ` 'uf'L►7 (7-4�x_6 ?' -4 (z X; �') x ( l-� ;� 141>� `� r,i'Ll rr AT p,�: Y3,: KELLEY ENGINEERING SERVICES, INC. SHEET 13 OF L CHARLES COLLIER REALTY,INC.,PLAN 3045,OCEANWALK Section 4 Analysis of Lateral Forces. Framing members are analyzed for maximum induced bending moments due to the Lateral Design Pressures calculated in Section 1. The Uplift at window/door headers is also calculated. Mmm= Maximum induced bending moment= (wL2)/8 MALLOW=Allowed maximum bending moment= Fb x Z= Fb x(bd2)/6 FROM SBCCI 1993 TABLE 305A(All factors have been removed). Species Fb b d SPF#2 2x4 1186 psi 1.5 3.5 Form Factor-Cf 1.10 SPF#2 2x6 1038 psi 1.5 5.5 Repetitive Member Factor-Cr 1.15 SPF#2 2x8 963 psi 1.5 7.5 Load Duration Factor-Cd 1.60 SPF CG 2x4 850 psi 1.51 3.5 SYP#2 2x4 1500 psi 1.51 3.5 WALL PRESSURE 28.0 psf SYP#2 2x6 1250 psi 1.5 5.5 SYP#2 2x8 1200 psi 1.5 7.5 SYP CG 2x4 1100 psi 1.5 3.5 TOTAL NUMBER OF FULL HT STUDS REQUIRED (FOR WINDOW/DOOR OPENINGS) TOTAL USE Fb CfCdFb MALLOW MMA, #STUDS EA SIDE 16 Garage Door SPF#2 2x4 1185.8 2087 6391 in-lbs 16.0 ft 9.0 ft 54432 8.6 5 9'Garage Door SPF#2 2x4 1185.8 2087 6391 in-lbs 9.0 ft 9.0 ft 30618 4.8 3 9'Patio Door SPF#2 2x4 1185.81 2087 6391 in-lbs 9.0 ftj 10.0 ft 37800 6.0 3 7'Entry SPF#2 2x4 1185.81 2087 6391 in-lbs 7.0 ftj 10.0 ft 29400 4.6 3 Up to 6'Window SPF#2 2x4 1185.8 2087 6391 in-lbs 6.0 ftj 10.0 ft 25200 4.0 2 REQUIRED ON-CENTER-SPACING OF STUDS (FOR WALL FRAMING) „C1E$ RIPIIC7C I.t1MBER,s. Fb CfCdCrFb MALLOW WALL HT MMAX GUIDE USE 10'Walls SPF#2 2x4 1185.8 2400 7350 in-lbs 10.0 ft 4200 in-Ib/If 21 in 16 in OC 8'Walls SPF#2 2x4 1185.8 2400 7350 in-lbs 8.0 ft 2688 in-Ib/If 32 in 16 in OC UPLIFT AT EACH SIDE OF HEADERS HEADER SPACE .WIDTM UPLIFT/SIDE *Header H2 780 lbs 2.0 ft 9.0 ft 1755 lbs A Ds- HDAA Header H6 1131 lbs 2.0 ft 9.0 ft 2545 lbs(3)F 1'>o (2)c:i L_ A Header H7 566 lbs 2.0 ft 8.0 ft 1131 lbs C s)h 1 (i),s I (3)tfC,'L f-, ("01 f Header H8 520 lbs 2.0 ftj 6.0 ft 780 lbs C )r, lo S Header H9 751 lbs 2.0 ft 6.0 ft 1127 lbs (3)t)C(tr-- C3)1+5 Header H10 566 Ibs 2.0 ft 4.7 ft 665 lbs 0)]if OLtZ (2)11 Header H11 1 566 lbs 2.0 ft 4.0 ft566 Ibs o)r,a,:o if; AT DOLE J. KELLEY,JR., P.E. Consulting Structural Engineer f; ,r+ JACKSONVILLE,FLORIDA JOB TITLE �.►t K-Is'S eOU-IM 94rn '1`y( CALCULATED BY DATE 6 f3 ? JOB NO. CHECKED BY DATE SUBJECT 6Aca-'4N tic!A Lgu, SKETCH NO. SCALE SH-A OF2!�4 3 f A.1104S,",B�,cAA?,SIVA Lto, S F -ONE -SIZE; 4 A R f'A T�_AN_ N,rRa - R 40 1844 : : W 'Ilk _. 1 yprt/ 2 COGG ART/ LAA 7'1,C , i 1 ' I , i t , ! I g _ i DOLE J. KELLEY,JR., P.E. Consulting Structural Engineer 7/ 0G JACKSONVILLE,FLORIDA JOB TITLE 64* L-6"S li+GG I& / 0G r CALCULATED BY GG�' DATE& 0) ' JOB NO. CHECKED SY DATE SUBJECT __30dt S L'�e+4n1 W li-t- SKETCH NO. SCALE SHAE-) OF 2�, .w». rwm�.,rrtortwfrr.e.,•.+.., a ... ..,. � ., ..,. w•mN ... II tJ 1 /Ac 'S,E.IW&- 4GS ,2 E'CIp- _ . _ l l - X¢ ACIMI STUB. i { I I T _ E P_X-¢.....P_GAT ; � • _.:"� .�"�AP�R�/ �"X L` Z4FTE",L� ----i__- - -.--. 7r� 2!k4"824C✓kc,;577W,I all - i =41 17A i 2.4rrTErQ to ft -l- _'.- I 2 n4 A00 HE'IGH ,CAC/NW { �Aap�s0& 57,R/ 77"0M.. y_ 2 X� TTOM.:'P.L4TF - ! ( I j f `2 X CF/,GCS. cTo/ST. 0R_S7RAp I -'COYEic/T%o'A/A�. FAAA41VC� I , , I , I ' 1 , I ! -DOLE J. KELLEY,JR., P.E. Consulting Structural Engineer //``��((�� JACKSOWILLE,FLORIDA JOB TITLE L./ 4WA6 5 CALCULATED BY CGk.- DATE O) 30)?" JOB NO. CHECKED BY DATE 11 SUBJECT 3 G -`� OG MA3 W tat-V.. SKETCH NO. SCALE SHS OF*f'" S AZL I r I T S SPrClF/�D/NTiY.E'CD,(%�/ECT/o,V ' P RAFT,r-"/-� - SCf/EDU.G �::_VJACK' F1,ER"/1h" SACK, RAFTER Olel!47A6KRI4FTFRW-4.0 O2ZW-rR I ' i i L : • : + ToEN ! , I A. I , T , I i , , t ! NSTALNG i,,f%DLDDOMM _ I I i i 11AA'D WA RE AS P6;R $C EQUL I t ' A FT�ER S PE N NY ' �41*4/mam----NAIZ/N f-&411P-R*M1FN;r 'IAT 111P AND V j I , : f i I I t ' I DOLE J. KELLEY,JR., P.E. Consulting Structural Engineer JACKSONVILLE,FLORIDA JOB TITLE CALCULATED BY DATE-!2 JOB NO. CHECKED BY DATE SUBJECT0� O GExi�te�r'IL-� SKETCH NO. SCALE I vi e-A 1 ^. SrMr`Lra h. �A n i p� 1�aP 2 _. ti� : I 'C3¢ .Sh�EAR 1�/I G L Frinw► ; r�au8cc �i Yi.6-W ,5'7V D S " I ! i 2�I_....� S;15o• i I _ i ��l/7.ER/OR:1�.9,C.CI,�'/,1.�iGl/�/� f _ ------- --ISO, I i jo P.ww_4 A60 l o , - T 1 PLY_1S/U� I �0_' rk L" TI r; I r A I , i I : O� Y , : I _ I t_.PC. SEMCO 11CP,,L/2 , AT_EACH STUD TO. {_:-_ I Ii COAACRE TE fU - _lC'/RS?_.S!S/�R�✓f14�, .STUD ' i ._. ' _ . j GVi44G.-ii?i4/N/NU I _.._�.A �j,E'cr/ONt ASA' _ , - DOLE J.KELLEY,JR., P.E. Consulting Structural Engineer JACKSONVILLE,FLORIDA / JOB TITLE �ll -tet Win- � /tG�rl� CALCULATED BY_ GG(' DATE / 3 GG JOB NO. CHECKED BY DATE SUBJECT "J <!:�C.QqN LU AL.,k SKETCH NO. SCALE SHI-00'-OFA .14 I ,p j 1111 f `C �. V. its :q I N t a TM Corporate Headquarters 11801 Drive Jacksonlle,IF or da v 32218 Southeastern Metals National Wats(800)874-0335 v Technical Support(800) SE SPECS (737-7327) Miami Wats(800)640-4981 TRUSS TIE DOWN STRAP (Sanibel Strap) Design Features: - Provides additional increased resistance to wind uplift to secure rafters and trusses to wall SINGLE 2X studs,top plates or concrete tie beams. 19' \ - Allow for up to 1 1/4 inch of horizontal movement. ADOUBLE Materials: 18 gauge galvanized steel Loads: 320- 1880 lbs. 3/4' FASTENER ALLOWABLE SIZE PRODUCT GAUGE SCHEDULE LOADS PER 2X(2) CODE CTN HEADER WIND UPLIFT y4, FASTENERS IN WOOD 2X j HDP2X 18 10.10d 1566 25 2X(2) HDP2XD 1 18 12-10d 1880 25 FASTENERS IN CONCRETE' 2X I HDP2X 18 8-NK or DN 1566 25 2X(2) HDP2XD 18 8-NK or DN 1880 25 FOOTNOTE: Fasteners are placed on model#HDP2X each side of truss,2 In the top layer and 3 in the bottom layer of the double top plate members. Fasteners are placed on model#HDP2XD each side of the truss,3 in li IF ^In each layer of the double top plate members. Concrete fasteners capacities for other manufacturers may vary. INSTALLATION: Use all specified fasteners in schedule to achieve values Indicated. Consult manufacturer for information leading to the NK fastener. SEE GENERAL NOTES: 1,2,3,6,'7 CODE COMPLIANCE: S.B.C.C.I. #9166,METRO DADE COUNTY REPORT#91-0830.8 15/6• TRUSS TIE DOWN STRAP (True Tie) SIZE PRODUCT DESCRIPTION GAUGE PER Ft R TOTAL NUMBER OF CODE CTN FASTENERS 61/4" 2X HDPT2 Single True Tie 18 25 2 4 6 8 10 12 \� 2X(2) HDPTD Double True Tie 18 25 320 640 960 1280 1333 1333 3/4' 3 1/8' 387 774 1162 1333 1156611880 HDPT2 Alternate fastening schedule for various uplift loads SINGLE FOOTNOTE: Fasteners are placed on each side of the truss into the top 8 bottom layer of the double top plate members in equal quantity. Fasteners HDPTD 5 1/2" shall not be less than 1/4'from the edge of the strap and spaced not DOUBLE \ less than 3/8'from the edge of the framing member. > INSTALLATION: Use all specified fasteners in schedule to achieve values indicated. SEE GENERAL NOTES: 1,2,3,6,7 CODE COMPLIANCE: Engineers sealed approval available upon request. Patent Pending 13/4" ROLLED STRAPPING Design Features: - Rolled strapping meets a variety of applications and specifications. - Use for wall bracing or cut to length strapping at site. Materials: 16 gauge galvanized steel Loads: 1040 lbs. O DESIGN PRODUCT PRODUCT '. GAUGE CUT LENGTH END NAIL LOADS '`.' CODE DESCRIPTION LENGTH SCHEDULE PER CTN 100 .1606 . Clear Span+26' 13' 24-8d 1040 1040 1 RE 16 1 1/4'X 150' Clear Span+22" 10' 1 20.10d 1040 1040til ENDUM7H FOOTNOTE: Other lengths and gauges available. CuwRSRw INSTALLATION: Use every other nail hole to achieve code required minimum on center spacing for s eecified nails. SEE GENERAL NOTES: 8,9 RS CODE COMPLIANCE: Engineers sealed approval available upon request. 22 Z� w TM Corporate Headqu 11801 ar'e': M r= Industry Drive Jacksonville;Florida32218 'sbuihei mie n'Metals National Wats(89p),874-0335 >� Technical Support (800) SE SPECS (737-7327) Miami Wats(800)640-4981 UNIVERSAL FRAMING ANCHOR esign Features: • Multi-purpose easy to use anchor for almost any wood connection task. • Anchors rafters and wood roof trusses to plates. ` r and solid blocking to plates. Anchors floor and ceiling louts to headers, g FAP18S 4 518' Use as 90°framing angles to join posts to beams and make other right- angle connections. • Anchors are readily bent on the job for any of six right-hand or left-hand FAP18 configurations. Material: 18 gauge galvanized steel Loads: 274-743 lbs. IC PRODUCT FASTENER ALLOWABLE LOADS PER SIZE COdE GAUGE SCHEDULE A B C CTN p 4 518 FAP18 18 6-8d 628 274 743 100 A 3'rS ',';'FAP18S-, 18 4-8d 1 611 100 FOOTNOTE: Recommended nails,8d INSTALLATION: Use all specified fasteners in schedule to achieve values indicated. SEE GENERAL NOTES: 1,2,3,4,5,6 / CODE COMPLIANCE: S.B.C.C.I. #9166 B BD vk FRAMING ANGLE n Design Features: • Connect posts to beams or plates,beams to girders,solid blocking to plates,and for other connections. • Precision-formed angles assure square(right angle)connection; -? 6 pre-punched nail holes ensure adequate nailing;eliminate t time-consuming,unpredictable toe-nailing. Material: 16 gauge galvanized steel SIZE PRODUCT GAUGE $.DIMENSIONSX PER CTN �! \ 11/2 CLP15 16 21/2 1112 11/4 100 3 CLP3 16 21/2 ' 3" 11/4 100 5 CLP5 16 21/2 5 1 114 50 CLP 900 BRACKET y Design Features: 900 Bracket is easily and quickly used for tying of trusses to non- . .t H loadbearing walls. Vertical slotted hole allows vertical movement for fast,easy truss seating under full dead load conditions. Wim/ \l D Multi-purpose bracket for many applications. TTS Material: 16 gauge galvanized steel �� SIZ ODI�CT GAUG ' DIMENSIONS } tvA1LSCHEDULft PEq s �j �CODE� ,st aW aFi D i TRU33 +.PLATE'' TT-S16 2 3 2112 (1)8dX11/2 (2)BdXt 1/2 100 FOOTNOTE: To order product hot dipped galvanized finish,add HDG to stock number,as in TT-SHDG. SEE GENERAL NOTES: 8,9 t�, ;` r sy E `BuYlin}q5oV4C, Technical Support.(800SJESPECS'{?37 7327) „ „ .Z�YS .�k .. k .� « .a .. e.n.,Cnr�, ass,.0 .ii:FA•.,+:P ..r:ak.}.,.tcaar r.l, SIJ: HURRICANE ANCHOR Design Features: • These ties add increased resistance to wind uplift. e ;•. • Precision preformed galvanized steel. • Eliminates toe nailing utilizing correctly located nail holes for fast,easy ► and strong attachment of rafters and trusses to plates and studs. m • Saves labor costs. Materials: 20-18 gauge Galvanized steel ' • Loads: 95-990 lbs. REGULAR LLowABLE �k +tir9 s11MENSIOt3 �T fSCNDULE; +y sr >: A/ �,sr' a � �.. :� LOADS: i',,., PER DESCRIPTION PRODUCT CODE GAUGE ,r y ., <,; ."�#. a LATERAL; `yylNp CTN t WiH,� RAFTEfii# E3&STUD: i Y '•� rtt+� a� A1, A2 � UPLIFT. -\ =\\ Regular HCPR&HCPL' 20 11/2 5 4-6d 4-6d 95 1 145 458 500 - 4.8d 4-8d 95 145 611 500 Regular. HCPR18 d HCPL18 18 —j-1.1t2- 5 4-8d , ,=`,4-8d;a,. ;a, .y 95', ;145 611. . .500. Long Tie CH6PERI)l,HCPLL 20 11/2 61/8 4-8d 4.8d 180 60• 611 100 A2 Long Tie HC 8&&HCPLLIB 18 1 112 a 618?�n,'4�8d by`4-8d. i;+ Marx + X180�' .60:� • 611 100' Dbl.Long Tie RT10 20 11/2 91/8 5-8d X1 1/2 8-8d 5.8d X1 1/2 115 95 764 100 HCPR/L Reversible RT12 18 ';r.1;1/2 y3.'t. .:,`4 6d ,r �;``4 '130 ";100' 611.x: 100 Available in left or right 8d n.. Truss Tie HCPTA 18 21/2 20 8-1Od 4.104 8-10d --- 990 50 FOOTNOTE: Allowable loads are for one anchor.A minimum rafter thickness of 21/2"must be used when framing anchors are installed on each side of the joist and on the each side of the plate. INSTALLATION: Use all specified fasteners in schedule to achieve values Indicated. FI SEE GENERAL NOTES: 1,2,3,5,6,10 CODE COMPLIANCE: S.B.C.C.I.#9166, "S.B.C.C.I.#9320 METRO DADE COUNTY REPORT#90-0420.2,#92-0830.6 Al .. . .: Al i REVERSIBLEAll , e ° � - TRUSS �- DOUBLE ° ° TIE HCPTA LONGTIE LONGTIEA2 HCPLR/LL °° A2 RT10• RT12 Available in left or right FLOOR TIE ANCHOR ++ Design Features: • These ties are designed especially for use with floors constructed above grade,as a connection between ' first or second floor level to studs. • Nailed installation saves labor costs. Materials: 16 gauge galvanized steel HCPFA Loads: 1208-1312 lbs. •FASTENERS !^ ALLOWABLE t� PRODUCT LOADS PER DESCRIPTION GAUGE LENGTH ,v n CODE SPAN MO.,Mf,TO; fWINDaUPLIFT CTN PLATE STUD Stud First Floor Tie HCPFA 16 20 8.8d 8.8d 1208 50 Stud Second FIM Tie HCPSA 16 40`- 17 8.10&, 1312" 20 INSTALLATION: Use all specified fasteners in schedule to achieve values Indicated. CODE COMPLIANCE: Engineers sealed approval available upon request. HCPSA 19 2 • � TM Corporate Headquarters 11801IndustryprWe Jacksonville;FldNda`322183x S u h as' er 1iVaU, 74=0335 80, )f3 e fug' , sit o _ National � r' Technical:Supporc($'�0S` ECS'(737°-7327)' ats(80 )`94 ' 'Miam1,W i RAFTER CLIP a.. .. . ..,..,,., f o ; Al Design Features: • A fast, economical tie to secure rafters and trusses to wall studs and top plates. i ra Materials: 18 gauge galvanized steel 1/4• \ `�/' La'ads: 235'-849 Itis. ' A2 ,FASTENER'*, ALLOWABLE DIMENSIONS HCPRF SIZE PRODUCT GAUGE SCHEDULE ;LOADS ° PEI! CODE " , ,, : L:ATERAL` .WINOS Cm rW W TRUSS PLATE AlA2. UPLIFT �f- 68d 11-8d -- - 849 100 5 Way Grip Clip CLPSW 18 19/16 0.��, 6-6d 11-6d 630' 100 RafterClip. HCPRF 18 19/166 8d 6 8d 395 235- 649,: 100 ; Rafter Clip HCPR3 18 29/16 6-6d S 6d 395 235 720• 100 ll Rafter CII HCPR4: 18 391W 6.6d 66d 395 235 720 100 CLP5W INSTALLATION: Use all specified fasteners in schedule to achieve values indicated. 1 SEE GENERAL NOTES: 1,2,3,5,6,10 CODE COMPLIANCE: S.B.C.C.I. #9166,#9320 METRO DADE COUNTY REPORT#89-1202.1,,#910702.4 ` SCISSOR TRUSS CLIP /'; 1 Design Features: • Specifically designed to prevent uplift for scissor trusses. Allows for up to 1 1/4 inch of horizontal movement. Materials: 16 gauge galvanized steel IL Loads: 9051bs. FASTENER ALLOWABLE.-,:i PRODUCT DIMENSIONS �{ °�1✓ ` ,j l� 1 SIZE CODE �' GAUGE SCHEDULE LOADS rr : PER 1 14- "� N D I TRUSS PLATE WIND UPLIFT'! w 5� 2X4 Top Plate I STC-24 16 x'9/16 15/8 (5)10d (6)10d 905 50 D 2X6 Top Plate STC 26 16 5112 ' `'15/8 (5)10d (6)10d 905 25` 1 • 2X8 Top Plate STC-28 16 71/4 15/8 (5)10d (6)10d 905 25 1 1 STC FOOTNOTES: Uplift Loads have been Increased 60%for wind. INSTALLATION: Use all sppecified fasteners in schedule to achieve values indicated. W SEE GENERAL NOTES: 8,9 k CODE COMPLIANCE: Engineers sealed approval available upon request. I . Al STUD PLATE - STRAPS I Design Features: Economical installation to achieve continuous ® \ \ loading from top plate to stud and from stud to a sill plate. V.- � y/) Materials: 20- 18 gauge galvanized steel W� Ifu� A2 HCPRF Loads: 235- 1075 lbs. r ! FASTENER ALLOWABLE `x SCHEDULE LOADS SIZE PRODUCT GAUGE PER ' y II cII Al CODE - L.ATERAL WIND STUD PLATE UPLIFT CTN 51/ l'Ii; Single Plate PBS-22 20 4-10d 4-10d — -- 715 100 J HCPRS Double Plate PBS-24 20 6•10d 6.10d -- 1075 20 i 0 5.8d 5-8d 764 1 o i Single Plate HCPRS 18 395 235 600 100 . . 6-6d 5,6 525' 6-8d 6.8d 395235 849 Dpuble Plate HCPRF 18 t00 PBS22 �' 6.6d 6-`6d 395 ..235 720 Stfap RTP2080 `" 20 4.8d 4.8d —• 611 100 . RTP2089F SEE GENERAL NOTES: 1,2,3,5,6,8,9, 10 CODE COMPLIANCE: S.B.C.C.I.#9166,#9320,'METRO DADE COUNTY REPORT #91-0702.4 20 23/1-¢ M 0606 /SEM *gyp pC"" t °Y d F ^7`,j �•"r Bu line 9244,; g South asOZA � Ilels, "` - . :Technical Suppoi`t(flndv" ES�PEC 327.)'N ; STUD PLATED SHOE w' Design Features: • Protects plumbing,electrical lines,intercom and alarm systems against piercing by nails,screws or power nailerS. Materials: 18 gauge galvanized steel H PRODUCT DIMENSIONS PER SIZE CODE GAUGE W H CTN Single S-2 18 t 9(16 5 7/8 50 S-2&S-4 } Double .S-4 18 31/16 5 7/8 50 FOUNDATION STRAP Design Features: • Economical installation to achieve continuous loading from ledge plate to footing. • Foundation strap allows a 6"embedment into concrete. Materials: 12 gauge galvanized steel Loads: 645-2560 lbs. ALLOWABLE LOADS NAILS ONLY Wj DIMENSIONS PRODUCT 2X8 PERIMETER 7.X10 PERIMETER 1062;PERIMETER ?X14 ,€RIMET R PER GAUGE CODE WIND' .. ND fND CTN L L1 NAILS UPLIFT NAILS UPLYFi' AILS ILS � .t3' ,•rc. ,xaf si a , e a TA-01 1 12 381/4 175/8 8.10d X1 1/2 1280': 10-10d X1 1(2 " 1600 14-1W X1,1/2: 42240 16-10d X11/2` 5.2560 ' 10 TA-51 "12 48114 221/8 8-10dX11/2 ? 1280 z101bdXt,1�'s x1600; t1410ifX a MIX" 560 X10:': TA-61 12 581/4 221(8 8.10d X1 1/2 1280 10.10d X1 1/2 tAA600 14-10d Xt 1/2 •:2240 I.d`.16.10d X1 1/2' :'.2560 10 ,,t: �ALLOWABLE LOADS BOTS ONLY '"r DIMENSIONS 2X8 wT " 10 P R U(+ PRODUCT GAUGE PERIMETERS PERIMETER ERIMETER, F11ME i; Ll CODE CODE k, L1 BOLTS ;.WINtS; MIND, �o BO N� it . UPLIFT, �, UPFTt BOL BOLTS . UPLIFT P. ._ . TA-41 12 381/4 175/8 2.112 645 3.1/2 915 4.1/2 1125 •'6-1/2;1'. '1370: 10 TA-51 12':, •481/4 221/8 21/2 645 31/2 915'rtf °4112:k .w'i125; s,61/2137000 TA-61 12 581/4 221/8 2.112 645 3-112 915 4.1/2 1125 6.112 1370 10 FOOTNOTES: All references to bolts or MB's are structural quality through bolts equal to or better than ASTM Standard A 307. Uplift Loads have been increased 60%for wind. Length embedded into concrete. SEE GENERAL NOTES: 8,9 TA CODE COMPLIANCE: Engineers seated approval available upon request. PURLIN SILL ANCHOR 2" Design Features: • Accommodates diverse design requirements for concrete to wood installations. • Purlin anchors allow a 6"embedment into concrete. Materials: 12 gauge galvanized steel Loads: 1485-3445 lbs. FASTENER ALLOWABLE DIMENSIONS SCHEDULE , SIZE PRODUCT GAUGE - PER L CODEUPLIFT,. UPLIFT CTN L BOLTS NAILS LOADS LOADS BOLTS :NAILS' 2X181/2 1; 12 181/2 2.1/2 12.16d 1485 2690 10 2X23 314 P 12 233/4 3-1/2 18-16d 2150 3445 '10' 2X25 3/8 PA-25 12 25 318 3-1/2 18-16d 2150 3445 10 2X29 12 29 4-1/2 24-16d 2710 3445 10 PA 2X35 PA-35 1 12 35 4.1(2 24.16d 2710 3445 10 FOOTNOTES: All references to bolts or MB's are structural quality through bolts equal to or better than ASTM Standard A 307. Uplift Loads have been increased 60%for wind. SEE GENERAL NOTES: 8,9 CODE COMPLIANCE: Engineers sealed approval available upon request. 21 TrK 06060/SF_M': Buyline 9244 z. sbfitheastern 1Vletals' Technical Support (800) SE SPECS (737-7327) GIRDER TRUSS STRAP Design Features: • Ideal for girder truss connections were there is a high uplift load requirement. :x • 1/2"Anchor Bolt to sill and nail on strap connector. • Washer pla0adds increased resistance to wind uplift. H Materials: 14 gauge galvanized steel strap,.11 &3 gauge galvanized steel plate. Loads: 1480-4490 square rs� ./"� 'ix,'y',.o •, washer` '. PRODUCTS GAUGE r;�DIMENSIONS wFASTENEFtS, ALLOWABLE LOADS' pER \�1 • 'CODE .;, x.s z, l w: x_u ; ,�•;.' , CTN • STRAP PLATE W L H,. ' iLL" . 'STRAP 'BOLTSNAILS 14.16d SGP2 14 1/4' 15/8 4 181/4 (1)1/2-BOLT --------- 2325 10 15.10d `iy 141TS27B 777 s .r3 �:< 2.1J16; r25J8;,'�;y27;0 `(1)3/4""BOLT;° 24�18dr .k,f°.1480.. !: 4490 i10` FOOTNOTES: Use all specified fasteners in schedule to achieve values Indicated. r SEE GENERAL NOTES: 1,2,3,6 CODE COMPLIANCE: Engineers sealed approval available upon request. SGP is F, HOLD DOWN ANCHOR Design Features: • Ideal for shear walls and vertical posts. EFE Loads: 1860- 15,630 lbs. Materials: See chart DIMENSIONS ;tr ,x, BOLT,SCHEDJLV MIN:EMBEDMENT ';END ` DESIGN LOADS(LBS.)* PRODUCT STEEL"'i ,, ANCHOR:BOLT DIST. STUD.THICKNESS(INCHES) PERCODE W H D CL (INCHES) TO STUD TO c• 2000 PSI INCHES CTN 11/2 3 31/2 51/2 DS- 2 518 8 23/4 1 12 12 GA. (2)5r8 (1) 12 4 3/8 1Q60 3330 3325 3315 25 ;31/2 9318 37/8 21/16 '-, 10GA {2)314 ,, ;!,t(1j • ,` �d 14 ;;51/4 2250 '4430 ;.4800 :4775`- ,;,12,'. ' ADS-7/ 31/2 143/4 37/8 23116 14 (3)7/8 (1)1.118 19 61/8 3830 7670 9010 9705 6 71t'{ ADS20'4)?43/4 203/4 412' ;2318, . 1/4«" :1, ,(4)1�`' (1)lE1/4, � x'"r26 Y 5180 n10215 k13485ra5630' AD-2 2318 6 3 13/8 3116 (2)5/8 (1)5/8 12 43/8 1905 3375 3370 3355 10 SAD-S `r� ` 3r: 61/4' 3y/2 21/8 .2270; °.',4465«4 AD-6 3 121/2 31/4 17/8 1/4 (3)314 (1)1 15 51/4 3365 6620 7275 7250 5 °:'AD-T: t '3.1/2 11314 3 3/4' 21/6 ';1W, : 1(3)7/8 `2(1)#J tf/8)1 rd }k" 18 r a�.'"� ;'81/6, :3820:, '7655 8990'`x'9730.'`` '"5 'r AD-9 31/2 161/2 412 21/8 1/4 (3)1 (1)1 1/8 25 7 4240 6675 10230 12510 1 +� %'1AD-12,'=' 312 2012 '412 21/8 .:1%4' ,, (4)14 ,??(1)11/8: ;_ *k� r30 7 5020 `,10215 13120'. 15630" `�1', AD-15 312 2412 412 2118 1/4 (5)1 (1)11/4 30 7 5180 1 10215 13465 15630 1 FOOTNOTES: Design loads have been Increased 60%for wind. 'Design loads shown are for connection to stud. Inquire to verify adequacy of product in cement. To order product with hot dipped galvanized finish,add HDG to stock number,as in AD-2HDG. Inquire to determine adequacy of stud to resist published loads. SEE GENERAL NOTES: 8,9 CODE COMPLIANCE: Engineers sealed approval available upon request.' m H O , / 4 H • �tiVWi i �J r / \ ADS2&5 j AD6 ADS7&20 ADS7/9/12115&20 AD2,5&7 35 ;g s CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ATLANTIC BEACH,FL 32233 INSPECTION PHONE LINE 247-5826 Application Number . . . . . 09-00000931 Date 6/29/09 Property Address . . . . . . 2238 BEACHCOMBER TR Application type description ROOF PERMIT Property Zoning . . . . . . . TO BE UPDATED Application valuation . . . . 12720 ---------------------------------------------------------------------------- Application desc reroof 1956 . 1 ---------------------------------------------------------------------------- Owner Contractor ------------------------ ------------------------ CHARLES COLLIER REALTY SHORE ROOFING COMPANY 12297 HIDDEN HILLS DRIVE 914 7TH AVENUE SOUTH JACKSONVILLE FL 32225 JAX BEACH FL 32250 (904) 241-8842 ---------------------------------------------------------------------------- Permit . . . . . . ROOF PERMIT Additional desc . . Permit Fee . . . . 95 . 00 Plan Check Fee . 00 Issue Date . . . . Valuation . . . . 12720 Expiration Date . . 12/26/09 ---------------------------------------------------------------------------- Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 95 . 00 95 . 00 . 00 . 00 Plan Check Total . 00 . 00 . 00 . 00 Grand Total 95 . 00 95 . 00 . 00 . 00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. NOTICE OF COMMENCEMENT ,rmit No. ix Folio No.,69 Doc#2009153675,OR SK 14922 Page 314, Number Pages:1 Recorded 06/29/2009 at 02:24 PM, ate of Florida JIM FULLER CLERK CIRCUIT COURT DUVAL aunty of Duval COUNTY RECORDING$10.00 HE UNDERSIGNED hereby give notice that the improvement will oe mace to certain real property in :cordarice with Chapter 713,Florida Statutes,the following information is provided in this Notice of ommencement. 1. Description of property(legal description of proand address if available): - 2. General Description of r provemen : Q 3. Owner Information: a Name and Address: Lj A rA b)Interest in property: c)Name and address of simple titleholder(if other than owner): 4. Con for arae and Address): 5. Surety Information: a)Name and Address: b)Phone Number: c)Fax Number: d)Amount of Bond: 6. Lender Information: a)Name and Address: b)Phone Number. 7. Person within the State of Florida designated by owner upon whom notices or'other documents may be served as provided by 713,12(1)(a),Florida Statutes. a)Name and Address: b)Phone Number: c)Fax Number: 8. In addition to himsefterself,owner designates of to receive a copy of the Lienor's Notice as provided in Section 713.12(1)(b),Florida Statutes. 9. Expiration date of Notice of Commencement(The expiration date is one(1)year from the date of Recording unless a different date is specified: X Signature of Owner: 1 Sworn and subscribed before me this aU day of `, c, ,20 0) Known Personally ❑ ID Shown: Signature of Notary: I I My commission expires: INA P9 ORI RJbRIE M,gpgM$-F�yR62UP Bonded#-(800)2-42541 2.....,. FloridaNOWyAssn. kna •......• ...........oiu...d BUILDING PERMIT APPLICATION r J CITY OF ATLANTIC BEACH s� 800 Seminole Road,Atlantic Beach FL 32233 ��s33�r Office:(904)247-5826 • Fax:(904)247-5845 Job Address: 3:5 Il rc. 16a zu b W ,o, Permit Number: Legal Description 4;L.—/ 0 9---2 A Cf f- QC VILJ I 41 UA,,'f I Valuation of Work(Replacement Cost)S • Class ofZ0rk�chwe one)• New Addition AlterationRepair MoveUse of eW st�re(�Cirek one): Commercial Residential • If an existing s6ructttt+e,is a rue system mstaftd?(Chvie ono: Yes No N/A • Is approval of homeowner's assocaman or other private entity nor(Cinrle one): Yes Na Describe in detail the type of work to be performed: / ZZ;"-L� Prow Owner I�nfomagon Name: �vt Address: �5r_� Y '-►.`_i1 y %�il� City State Zip.;;�? Phone f `7/�'G CCotraeto-r Infort Wen: Name of Company: tjt '' Qualifying ent: aPot 1 Address: City States ZiP "�'' Office Phone Job Site/ taet Numiser — ci G State Certificetian/Registralion# 0,('0 q 9j/ Office Fax# - 3 Architect Name&Phone# Engineer's Name&Phone# Application is hereby made to obtain a jwrmit to do the work and installations as ine icated I cerci fy that no won installation has commeraredprior to the rssuarrceapermit and'thart all workwill be performadto»eeithe standards o laws regulating construction mr this on. This permit becomes nidl and void work is not commenced within sp months, ori construction or wor �isa�rided or abandoned for a period of she (6) months at time mer wo► co � 11Qlde1'StQnd that Separate tS must be Secured fOT'� a 'Wlrly� �gagns� We1YS�PQ Fureacts,Bvrlcra,Hiaarters, Tam mida�Cowusi WARNING TO OWNER:YOURFAILURE TO RECORD A NOTTCE OF COMRI'NCEMENT M RESULT IN YOUR PAYING TWICE FOR IMPPROVENIENTS TO YOUR PROPERTY. IF Y METO ND CONSULT OFHT. OR AN ATTORN BEFORE RECORDING 4UR No—ff C mwwCEMENT. i hereb cern that I have read avid aaunined this kation and know the same to be true and correct All rovista laws and ordinaro es mg this of work be complied with whether specified herein or not. The ant ng permit does not grnsumee fro givr� to violate or cannel the p whions of an other federal, state, or Iaca7 regulating construction or the perfornunue of constrircaon. Swaftwe of ftoperty owner. S of Contractor. i�ahin --� �- Sworn to and subscribed before we Sworn to and subscribed before me thiL s ZLpDay of n{ r c this_ _j)ay of �� n<T_a L :• Notary Public: Notary -� 4 3......MAR.IORIE Ut Ap�"p ...............«...«..»«...............� My �,,.�•MARdORIETT 9 rr"T4T►/A'! A6 A^7 a` Cmw 29 , �.+'ylY i QconowOOOII6M E*wM t�Pa" S E*M laMr 9",: EOIId9d aMY MOM-4254= =- Q a° Bonded IMS(ap0)13242$4: 3.................Florida Notary As . Inc 2 Fbrida Notary y.................. Assn..lnc.i . • w. an....uiu..•t .. CITY OF M SEMMOLE R W ATLANTIC WF,AM,nDRMA 32U34"5 MZMONE(9N)247-5000 FAX(904)247-SM NOTICE TO: Water Department FROM: Building Department DATE: / La -/y-911 Please be advised that the final building inspection has been completed on each of the following addresses and construction water is no longer needed: Permit dumber address -4 am ku, jaaa Sincerelt, Building Department 4 d i I F, E Tertiftrate of Orruparg (situ of Atlantic +N=4 — Nloriba Department of Nuilbing Inspection This Certificate issued pursuant to the requirements of Section 103.8 of the Southern Standard i 7 Building Code certifying that at the time of issuance this structure was in compliance with the 3 a various ordinances regulating building construction or use For the following. Use Classification Sjuele F trrxl ' Residence Bldg. Permit No. 8598 Group W?f wTt�' Type Construction t;f i Fire Distrilt fs.f.1-ar1LI.0 Beach E. Tia Sale i Owner of Building Address e Beaeli r, , 32233 { Building Address 2 38 Bec`tChcorTibt!r T ruocality A�-,.lanti.c Beach, F'-1 32233 By: DON Q. FORD ,/Building Official'a Date: POST IN A CONSPICUOUS PLACE y MAS" SH"MG SOUNO RY SUr� OF' LEST Z5 BLOCK ..' AS SHOVE ON MAP OF AS RECORDED IN PUT WOK _ PAt36aS OF 00OW4T PUISUC AWORIX OF taWAL CO., FLA. FOR: C C N s c U7 0/r115/40fv 3, A.va"xr VCNe€s 6R.4Nr SEC T1MAI 37, r4000%15W1. = e .f4tl ra, .fir 4Af44G E Z9 4#57 A116!47-fd5`,e- AWS-0 ,rdF. CENm-ozrn/E ar Sd'e!'"wsemevr Avw �✓' j 4.0 ,� t�► r'FQ'/�6A/p B.R.L. � a ' R ib �aNc,�ETE C'aivC., �� w• ` Q 07, yvi 2 Q /8" E,t Yes w q �� •' ti"' '7 f1,viSa vcoa.e arew. �IM•371 �'�y AA `� fi•3 �j 14 IX AQ P.T. r wr �� t✓=4'9'' l7= #V.3.•jgd'• A_96./5' ,N wo" GET 1.9.0398 '►�(f rt r ' 7iW ' =_: 1311994 D.o;IA;nn nnA 7nni CITY OF Ulcck �--------SectioTsdu lit- lit hll.�lOkf11% t::'� � !97° (�A t ft.1.t:1'Ut)�f.Iw►111��-,xlHl FAX(901)247-5MV; DE5CRIPTION OF WORK Jr ACCrc&17:_ z 2 3_��s2..sric,�.�C.`llh_�_c�__1 ✓QI It in a FLOOD HAZARD IccJ ne: ____ oress romplatto page 3. Ariel -- -------- Classc of Work: Off I NG INFORMATION Types of Constructions- c ;,1 ng Proposed > 7 t) Z)b astriat: Uses--------------------- Estimated Value D_j xceptions or Materials _-_--------------- ariances Grantsds---------------------..--» Solid or Fulled Grounds 5 0 LA ____Root: OMNER INFORMATION ' MsRhod of Neatings_�s�.(�a-��----_ Property Ovner:y,�3(A ^y',$s S,U14 __ Phones-C-1 Addling .. --}� � c �'�^ _ r�_Address --------------..«------- .------------------------ Zip- CONTRACTOR i P -3� ----- CONTRACTOR INFORMATION Contra �e ✓1'-S _�l+�r )` �k�tt�----^-------- Phone:_U L�,_5_b� Mailing Addrepa s__( 2 r_��..��1�� "r1..GLt` S..L�_1------------- Sth.S..o--VS 11l2S.y J..=----------- Zip: --r wr—..«—r Expiration Number NuDer s_ _ Date s «_.._..-r__--_r----- 2 MEREST CENTIfT THAT 2 NATL OCAD AND LKANINCO THIS APPLICATION AND KNOW TUC SAME Tr If' r 1 ANA CORRECT. ALL PROVISIONS Or TUC LAMS AND 0401HANCLS DOVCRNINO TU15 TYPE r.►- rust + CONPLI[D VITN. YNLTNSN 1W9CIR1L'D 616091101OR NOT. TNS ONANTINO OF A PERMIT GOR:; N'JT 1!l' ` � •.� OIVC AUfNORIfY To VIOLATS an CANCEL TNS; PRLIVISIONS Of ANY FEUCRAL. STATE OR IG:At 1 i NEGULATIONS, OROINANCfs, OR LAWS IM ANY MANNER. INCLUDINO T11C GOVFRNIN(i OP MN!:TR;+t PCRFORRANCC OF CUNSTRUCTION OF TUE PROJLCT. I UNULNLTAND T1(AT TUC 15aUANCC Ui' It's f.'••:' CONT1NuENT UPON TUC AtOVi 214TONNATION 11611410 TRUC AND CONRECT ANO THAT TUC ILANt: AND DATA NAVC DEEN ON SHALL St PROVIDED AS 0E,¢f11IRE0. Ovner Signature __-__----_- _-- • Contractor Signature- J DATE: PRE—SERVICE DIVISION JACKSONVILLE ELECTRIC AUTHORITY 233 WEST DUVAL STREET JACKSONVILLE, FLORIDA 32202 THE FOLLOWING FINAL INSPECTIONS) HAVE BEEN MADE AND ARE SATISFACTORYs C----`- .....r rrr rrrrrrr-r-rrr-rrrrr r-.rrrr-rrrrr-rrrrr------.-r- ------------------------------------------------- rrrr rrr--rr-rr-rrrrrrr--.rr-r-rrr-rr--r-.-rrr- t rrrrrrr-r rrrr►-rrrr-r-wrr.-rr rrrr r.-r r-r.-r-.r--.-rrr- Enclosed are the blue copies of the permits. SINCERELY, BUILDING INSPECTION DIVISION cc:FILE PSR 3844 9380 DEPARTMENT OF BUILDING CITY OF ATLANTIC BEACH - -PERMIT INFORMATION ------ - LOCATION INFORMATION -- t-- P rmit Number*- 9380 Address : 2238 BEACHCOMBER TRAIL P rmit Type: UTILITIES ATLANTIC BEACH, FLORIDA 32 33 Class cit Work, NRW - -- LEGALL DESCRIPTION -- -- �,-- r�,nstr Tyrob i V001) FRAME- Lot: B) n k x Sectid • gt a ?c� ed Ute.*, BINDLE FAMILY Townihip m RNO t 0 M el;Iins I Cade. Dsubdivision: OCEAN ALK Il t altated Value: yrs . 00 ' Total � � d Pa��ty $560 .0 Amount - i� � $560 .00 w a TION -- - �'-- ,APPLICATION FEES N � PERMIT ? Q i A dross E BER ;FRAIL SAT � iPAC "EE �" U 04 F F f,,.ES1 A+sf, "h� »" i. 0z�"� .., �*EE ry„ ° P a io 3 WATER METER/TAF $525.00 P � RAISON OAS-H.R. S. $0.00 CO RA I� `4RMATICI °�- ------ RADON CAB 5% U,SIO I . ..MP"tIE1rI. �.",.D P T 'CAPI'TAL IMPROVE r_,.. �D .00 Ade w � SEWER TAP +3Q CROSS CONNECTION DC L e Type: 0 SEC �AH jIMPACT {�FEE SCHAR.OE/ATL.BCH P.b� NOTES, NOTICE-ALL CONCRETE FORMS AND FOOTINGS MUST BE INSPECTED BEFORE POURING PERMIT VOID SIX MONTHS AFTER DATE OF ISSUE BUILDING MATERIAL,RUBBISH AND DEBRIS FROM THIS WORK MQJST NOT BE PLACED IN PUBLIC SPACE,AND MUST BE CLEARED UP AND HAULED AWAY BY EITHER CONTRACTOR OR OWNER " "FAILURE TO COMPLY WITH THE MECHANICS' LIEN LAW CAN RESULT IN' { TH,E PROPERTY OWNER PAYING TWICE FOR SUIL DING i ' PROVEMENTS. ° ISSUED ACCORDING TO APPROVED PLANS WHICH ARE PART OF THIS PERMIT AND SUBJECT TO REVOCATION.FOR` VIOLA ION OFAPPLICABLE PROVISIONS OF LAW. p ATLANTI EACH BUILDING DEPARTMENT Ditgi I IJ-1 /14 00 Rcpt ?*1''16 t, DATE t PRE-SERVICE DIVISION JACKSONVILLE ELECTRIC AUTHORITY 233 WEST DUVAL STREET JACKSONVILLE, FLORIDA 32202 1� THE FOLLOWING FINAL INSPECTIONS) HAVE BEEN MADE AND ARr SATISFACTORY: - -------- ------------------ ------------------- �------------- °_ --------- -- =. ------------------------ ------I ------------------------------------------------- Enclosed are the blue copies of the permits. 7SELY, c7� tcz BUILDING INSPECTION DIVISION cc:FILE TRANSMITTAL DOCUMENT FOR JEA DATE: The following permits have passed "rough" inspection: Permit No. Address (�Jn (� &OC/C61-1064? 90�'� v �� c J 5 7-/) i Rmmkmmm&M=oxx)cmxgtxlma*xmpdxmxa&*kexipozxubim. Please update your records accordingly. ank ou, f BUILDING CLERKJ�' CITY OF ATLANTIC BEACH jvcb CITY OF ATLANTIC BEACH, FLORIDA APPLICATION � IAl. P IT' TO THE CHIEF ELECTRICAL 1N"!.CTOR, DATE: 9/13/94 if_ IMPORTANT NOTICE: IN CONSIDERATION OF PERMIT GIVEN FOR DOING THE WORK AS DESCRIBI:D IN THE FOLLOWING, WE HEREBY AGREE TO PERFORM SAID WORK IN ACCORDANCE WITH THE ATTACHED PLAN'S AND SPECIFICATIONS, WHICH ARE A PART HEREOF, AND IN'ACCORDANCE WITH-THE ELECTRICAL R GULA+to 15, CO ES AND CITY OF ATLANTIC BEACH ORDINANCES. £jl,0� Ptrm�f *# 63S"9 U C 1Ca L C GA NI: f� NAME n((� vi1AOIaR1F�i; 2238 Beachcomber Trail RFO._......_� OX 8LD0,FAZE I3ETi'�EI~Ni e a RES.(XI AP'T.( I COMM, ( INDUS. ( I flEW(X) OI.r ADDITION t D TRAILER t I TE P.d I SIGNS ( D Std. F": 2700 80VICE: NEW( D INCREASE I IF; ( I X7.6 MNRUE29 SIZ9 jZ0 AMp$ 200 COPPE �y !i 2 0 0 1 , 3 230 �iC�* ' _.. ___�_• EXIST.SERV.SIZE AIR f" IP 'dA FEEDERS NO, St2E I40' SIZE NO. SIZE LIGHTING OUTLET'S ,CONCEALED OPEN TOTAL RECEPTACLES CONCEALED OPEN TOTAL Q-to AMP$ :41•t09 AM's, &WITCHF8 INCANDESCENT -- FLUORESCENT&M.V, APrLIANCIESBELL TRANSF.- ff L _ AIR Ii.:?:RATING H.P.LATINO CONDITIONING C0tAP.MOTOR OTHER MOTORS AMPS CELL HEAT: KW-HEAT ._ MOTORS N.P. VOLTAGE PH8 N0. 4 .I°. VOLTAGE ptis I E LAN OUS TRANSFORMER$: UNDER 800 V. OVER V, _.,.......,.,....... 1740, _KVA NO- ,%ectw �--- CITY OF ATLANTIC BEACH FLORIDA Apprwo"by APPLICATION FOR ILIICTRICAL PIRMIT TO THE CHIEF ELECTRICAL INSPECTOR: DATE:.1' 2�7� l! IMPORTANT NOTICE: IN CONSIDERATION OF PERMIT GIVEN FOR DOING THE WORK AS DESCRIBED IN THE FOLLOWING, WE HEREBY AGREE TO PERFORM SAID WORK IN ACCORDANCE WITH THE ATTACHED PLANS AND SPECIFICATIONS, WHICH ARE A PART HEREOF, AND IN*ACCORDANCE WITH THE ELECTRICAL REGULATIONS, CODES AND CITY OF ATLANTIC BEACH ORDINANCES. ELECTRICAL FIRM: /1' ADDRESS: - Ta NAME(.` ; �� j `�-'�- �--�' 1 �- '�- +�- - RFD____._BOX BLDG.SIZE BETWEEN: RES.1 ) APT.( ! COMM.l 1 PUBLIC( ) INDUS.{ I NEW( ) OLD( ! REW.( I ADDITION I ) TRAILER I 1 TEMP.X SIGNS ( ) SO.FT. SERVICE: NEW INCREASE i ) REPAIR( I FEE CONDUCTOR SIZE AMPS �-) COPPER ALUM.Na SWITCH OR BREAKER mn P EXIST.SERV.SIZE AMPS PH W VOLT RACEWAY FEEDERS NO. SIZE NO. SIZE NO. SIZE LIGHTING OUTLETS CONCEALED OPEN TOTAL RECEPTACLES CONCEALED OPEN TOTAL 0•20 AMM. M-100AN" SWITCHES INCANDESCENT FLUORESCENT&M.V. FIXED 0.100 A 1.0. I OVER APPLIANCE! I IBELL TRANSF: AIR N.P.RATING H.P.RATING CONDITIONING COMP.MOTOR OTHER MOTORS AMPS �CEIL HEAT: KW44EAT OVER MOTORS H.P. VOLTAGE PHS NO. 1 M.P. VOLTAGE PHS MISCELLANEOUS PSR-awl881$ DEPARTMENT Of BUl1.01NIO " ? CITYOFATLANTIC BEACH -- -w PERMIT INFORMATION -- --.------ ' LOCATION INFORMTION �PermitNumber: 8819 Address:, 233£ BEACHCOMBER TRAIL .,�ermit Type:: PLUMBING ATLANTIC BEACH , FLORIDA 32233 1 s of Work*a NEW ..� L GAL DESCRIPTION Woo Section, Qonstr. Type: W�°�.C3 RAI�SI� LL�t < Ble�c�. Proposed Use , SINOLK FAMILY Tovnship c RICO; r� t3 � I a,ngs I Code' 0 Subdl vi* n: Or*EA ALK Improv. Cost ± notal Feet Ai!'to tuk i t 7/21/9 a ax Da Work, D . MI ING IN NEV H014E O MAT ION -� _�-- APPLICATION FEES �N w ". PERMIT S6 C Ad COMBER TRAIL WATER IMPACT FEE CNS FLORIDAS IMPAC" T"RE� Nt SCS a0 00 .R T NrORMAT ON _- RADON CAB 5 SI1 a Nam �° A Ea PLUME, 'IN ' CAPITAL IMPROVE. S t3 Add r s : ra� � TON ASE. .r, SEWER "TAP v. C �.lw._..x._ am CROSS CONNECTION JAC FLORIDAILRs323 Li ens . OFC0 Type,- a SEC R IMPACT FRE ,F CONST.SURCHARGE M& dw z NOTES: i j NOTICE ALL CONCRETE FORMS AND FOOTINGS MUST BE INSPECTED BEFORE POURING PERMIT VOID SIX MONTHS AFTER.DATE OF ISSUE BUILDING MATERIAL,RUBBISH AND DEBRIS FROM THIS WORK MUST AIOT BE PLACED IN PUBLIC SPACE,AND MUST BE CLEARED UP AND HAULED AWAY BY EITHER CONTRACTOR OR OWNER `FAILURE TO COMPLY WITH THE MECHANICS' LIEN LAW CAN RESULT IN THE PROPERTY OWNERPAYING TWICE FOR BUILDING IMPROVEMENTS." ISSUED ACCORDING TO APPROVED PLANS WHICH ARE PART OF THIS PERMIT AND SUBJECT TO REVOCATION FOR VIOLATION OF APPLICABLE PROVISIONS OF LAW. k .r I=i I av ATLANT EACH BU I DING DEPARTMENT 8 p8H-3844 z II,.#I�' ' d+ ll" 00011�' ENT OF SUIL . t (t,rt?Ns }a� ' u�'ic 1 biTY Ol"ATLANTIC SCAN` i LOCATION INFORMATION mt Number' 8598 A�ddr 223$ BEACHCOMBER TRAIL y� y. y ' ATLANT C R$ACH r 1�`LOR RIDA 3 sffi ' Permit. Type: RVILDING I.E+ AL DESCRIPTION ------- Set: ............. , 'Claris of work; NEW Lot: 2"S R1 RNC3tioha L�CiTI t r. Type. - ��i�D FRAME T4WY1�'hi�. 1 p t� offied Dae: SI.NOLE FAMSL ubd3 V oll: OC'EAWALK UNIT 1 code, Est,ttaated Value: $182.,33$.00 lF�'r�!u . t f t ' e $3544,�8 ' `ata l 3544,38 Arca Del �r3NLW HOMR PER PLANS t38F; 304 - RAD - 2{I6� pork. D 1 'TOR - �.. . .� A ''LICATION "LES .,.... �� P �I � a1t78, 50=- . rya T FEE 750 .00- { k SIDE Co RT wIITRR Il�ti�y/t�G PER �.y y.{y CH r FLORID VIC(, Y rl"Itlj�� - � TAP 6 7 �'e� $9.82 RADON LEAS-H.R.S. 4 w M.1.k r yi.r RADON ,CAB51% NF A� 'Y �'tir +w LIIf;FC R TY fi CAPITAL I1''IrPROV1�. _,..._, 32 .0�}!' N�tl+iea: A 8 �" $0.ID 1� SLR 'I"AP.... A ILL . . L � C o- CONNECTION 5 »4t�. -" + 7� !w25 .A SLAC H IMPACT FRE ? ..CtO} �✓ +"` NS .:,SURCHAR0E i a I + N 10E;--ALL CONGR ' E.1 4►AMS ANp C?C)" IN(aS MUit BE-INP CT>ED 8I�FORE POURING PERM17 VOID SIX MbNTH AFTER DATE1 1.OF ISSUE Y ROM THIS WORK MUST NOT B ,PLACED IN PUBLIC SPACE,AND MUS , SiIILDIiVC MATERIAL,RUBBISH,AND D'SR"8f w CLEARED f1R AND HAULED AWAY BY EITHER CONTRACTOR OR OWNER: 4i URS TO COINPLY WITH THE MECHANICS' LISN -LAW CAN RESULT t�A1 . , 'THS PROPERTY pWNE1 PAY TW , II�fCE" FOR gUlL01'1�tG IMPROVEMENTS-" N iSiSUED ACCbRQING TCS APPROVE WHICH ARE PAR; (7F TNIS.PERMIt AND SUB.IECT TC? REVOCATION FOR � tIOLAtiiN OF APPLICABLE PROVISIONS,O LAW. O4WfrM $1478. 14 Ar4ANT,IDBEACH BUILDVNG DEl? RTMI:NT +pap�a8 71Q81 4i. Itty r yi , PSq-3844 V 109 DEPARTMENT OF BUILDING CITY OF ATLANTIC SEACH PERMIT INFORMATION -------- LOCATION INFORMATION M Permit Number. 9010 Ad .r : 22.38 EAY'HC MSER TRAIL +gr it Type; MECHANICAL; ATLANTIC BEACH , FLORIDA 32233 Class of Wovk'. NEW LEOAL DESCRIPTION Cdnst€ . Type : WOOD FRAME Lot : Peet o , Pr0pased Use- SINGLE FAMILY Township: RNG � B eel I Ings , I Code , 0 subdivision, OCEANWALK Estimated value $0 ,00 "Imp rov, C'.s $0 .00Total Fees no r « I9�Pr,, Y VTEAL HEAT AND AIR 114 NEW SINGLE FAMILY RESIDENCE �A,TION � ,l !! _ APPLICATION FEES �--~ �- �N ER- I ;, 1, xr PERMIT n Ad COMBER TRAIL WATER. IMPACT FEE T'. � �' FLOR I LSA= � 3 IMPA`;T FEE e ¢F GF r k4r RA �TF } , ,x ON 5 , T,. NFOR,MAT ON RADON CAS 596 �N z C ` EATING ` ATR CON]? CAPITAL IMPROVE. Adc � ?. "t Ix ,- SEWER TAP S , CI ., GRAN ARK, FLORIDA II?A 3 a ",ROSS CONNECTION J , CAC Type. 3 SEC H IMPACT FEE NST . C P *HAROE f NOTES:. ! { r NOTICE ALL CONCRETE FORMS AND FOOTINGS MUST BE INSPECTED BEFORE POURING PERMIT VOID SIX MONTHS AFTER DATE OF ISSUE i BUILDING MATERIAL,RUBBISH AND DEBRIS FROM THIS WORK MUST NOT BE PLACED IN PUBLIC SPACE,AND MUST BE CLEARED UP AND HAULED AWAY BY EITHER CONTRACTOR OR OWNER. Fi tLU E TO COMPLY WITH THE MECHANICS' LIEN LAit t1i t�H THE'PROPERTY OWNER PAYING TWICE FOR BUILDING, ' `r TS." ISSUED ACCORDING TO APPROVED PLANS WHICH ARE PART OF.THIS PERMIT" AND SUBJECT T EVOCATION FOR VIOLATION OF APPLICABLE PROVISIONS OF LAW. S u ATLANTIC BEACH BUILDING DE ARTMENT �.t ..> BUILDING AND ZONING fNSPECTION DIVISIOII CITY OF ATLANTIC BEACHJ) `,, ;,8)_ D ATLANTIC BEACH, FLORIDA 32233 APPLICATION FOR MECHANICAL PERMIT CALL-IN NUMBER IMPORTANT — Applicant to complete all items in sections I, II, III, and IV. LOCATION Street Address: OF Intersecting Streets: Between And h BUILDING / -6- 0*;,4 ZZ61,C1 Sub-division II. IDENTIFICATION — To be completed by all applicants . In consideration of permit given for doing the work as described in the above statement we hereby agree to perform said work in accordance with the attached plans and specifications which are a part hereof and in accordance with the City of Jacksonville ordinances and standards of good practice listed therein. Name of Mechanical McGowan ' S Heating & Air— Contractors Contractor (Print) Cond . Inc . Master CACO-18970 Name ofM—4 8 Property Owner C14 /•per Signature of Owner Signature of or Author'Red Agent hitect or Engineer III. GENERAL INFORMATION A, Type of heating fuel: B. l /; ___„,� IS OTHER CONSTRUCTION BEING DO EON c THIS BUILDING OR SITE 7— ��❑ffl "Gaas—❑ LP ❑ Natural ❑ Central Utility 13 OI) IF YES, GIVE NUMBER OF_CON�I�CTJ,ON PERMIT ❑ Other — Specify IV. MICHANICAL EQUIPMENT TO BE INSTALLED N TURE OF WORK (Provide complete list of components on back `ofthis form) Residential or El Commercial ft Heat ❑ Space ❑ Recessed `p-'Cental L _Floor New Building Air Conditioning: ❑ Room Central 6Existing Building Duct, System: Materia Thick ❑ess_ Replacement of existing system Maximum capacity �DOv c.f.m. New installation(No system previously Installed) ❑ Refrigeration Extension or add-on to existing system O ❑ Other — Specify ❑ Cooling tower: Capacity g.p m. ❑ Fire sprinklers: Number of heads ❑ Elevator ❑ Menlift ❑ Esulstor (number) THIS SPACE POR OFFICE USE ONLY ❑ .Gasoline pumps (number) (Reeeiwd) 10 ❑ Tanks (number) Remarks ❑ LPG contain*K (number) ❑ Unfinad pressure vessel ❑ 111110ikins Permit /Approved by Dets Q Other — Specify Permit Fee LIST ALL EQUIPMENT AIR CONDITIONING AND REFRIGERATION EQUIPMENT Capadty App NumberVnit■ Description Model Number Manufacturer (�,�) AA d, o� fl CITY OF ATLANTIC BEACH APPLICATION FOR PLUMBING PERMIT JOB LOCATION: i a r ,,lj OWNER OF PROPERTY: BUILDING CONTRACTOR: PLUMBING CONTRACTOR L �i AND ADDRESS: TELEPHONE NUMBER: STATE LICENSE NO: TYPE OF BUILDING: TYPE OF WORK: HOW MANY OF THE FOLLOWING FIXTURES INSTALLED SINKS SHOWERS- LAVATORY WATER HEATERS BATH TUBS _DISHWASHERS -----URINALS DISPOSALS —CLOSETS WASHING MACHINE FLOOR DRAINS SHOWER PANS OTHER TOTAL FIXTURE COUNT: x $3. 50 + $15 .00 = $ ---===- _-� = 7D ---- -------------------------------------- INSTALLATION OF \PUMBING AND FIXTURES MUST BE IN ACCORDANCE WITH THE MOST RECENT EiITION OF THE SOUTHERN STANDARD PLUMBING CODE. CALL A DAY AHEAD TO SCHEDULE INSPECTIONS — (904) 247-5826 DATE PRE-SERVICE DIVISION JACKSONVILLE ELECTRIC AUTHORITY 233 WEST DUVAL STREET JACKSONVILLE, FLORIDA 32202 THE FOLLOWING FINAL INSPECTION(S) HAVE BEEN MADE AND ARE SATISFACTORY: ------ ------------------------------------------------- ------------------------------------------------- -------------------------------------------------- ------ -------------------------------------------------- Enclosed are the blue copies of the permits. S I NCEREL,,Y, BUILDING INSPECTION DIVISION cc : FILE CITY OF ATLANTIC BEACH, FLORIDA A"lov.d by APPLICATION FOR ILICTRICAL 'IRMIT TO THE CHIEF ELECTRICAL INSPECTOR: DATE: < 1! IMPORTANT NOTICE: IN CONSIDERATION OF PERMIT GIVEN FOR DOING THE WORK AS DESCRIBED IN THE FOLLOWING, WE HERESY AGREE TO PERFORM SAID WORK IN ACCORDANCE WITH THE ATTACHED PLANS AND SPECIFICATIONS, WHICH ARE A PART HEREOF, AND IN'ACCORDANCE WITH THE ELECTRICAL REGULATIONS, CODES AND CITY OF ATLANTIC BEACH ORDINANCES. ELECTRICAL FIRM: ;JMABTER ELECTRICIAN SIGNATURE .JOURNEYMAN NAM � -e-i (2y��f m it ADORES$: �--2 I 8LD0.SIZE _ 3 o'n BETWEEN: RES. APT.I ! COMMA ! PUBLIC( 1 INDUS.I I NEW( OLD I 1 REW.( ! ADDITION ( TRAILER ( ! TEMP.I ! SIGNS I ) S4 FT. SERVICE: NEW K INCREASE I ! REPAIR I 1 FEE CONDUCTOR SIZE AMPS '7-4�00 COPPER I ALUM. SWITCH OR BREAKER PH 3 EXIST.SERV.SIZE AMPS PH W VOLT RACEWAY FEEDERS NO. SIZE NO. SIZE NO. SIZE LIGHTING OUTLETS CONCEALED OPEN TOTAL RECEPTACLES CONCEALED I OPEN TOTAL o.SO AMP*. 81.100 AM►8. SWITCHES INCANDESCENT FLUORESCENT St M.V. FIXED 0.100 AMPS. ovsw APPLIANCES BELL TRANSF: AIR H.P.RATING H.P.RATING CONDITIONING COMP.MOTOR OTHER MOTORS AMPS 61L HEAT: KW-HEAT a� OVER MOTORS H.P. VOLTAGE PHS NO. 1 N.P. VOLTAGE PHS MISCELLANEOUS CITY pOF ATLANTIC BEACH PERMIT CALCULATION SHEET Address-9)-) (Y (�-- Date '7 y Heated Square Footage 30(r/5 @ $ SS 00 per sq ft = $ 1cP 71 7 7� araa /Shed CSG @ $ /T�.OQ per sq ft = $ �v� C a r p o r Porch �/6 7� @ $ / Qa per sq ft = $ Deck @ $ per sq ft = $ Patio @ $ per sq ft = $ �j 615 TOTAL VALUATION: Tot Valuation 1st $ 0C90-�1 3:3 y Q -0 D $- v Remaining Value $ per thousand or portion thereof TOTAL BUILDING FEE $ 70 + 1/2 Filing Fee $_ .35q. -S ' ( l ) Fireplaces @ $15 . 00 $ / SDC) BUILDING PERMIT FEE $ WATER IMPACT FEE $ -4 S'0- 6 O SEWER IMPACT FEE $ S'D.0d WATER METER/TAP $ c+? Jr.0�) CAPITAL IMPROVEMENT $ 3 a.S-. 00 SEWER TAP $ -- d - (,)0(.3) RADON (HRS) .0050 $ 82- 4 . S2- SECTION 2- .SECTION H PAVING ( ) $ — HYDRAULIC SHARES $_ -Q - CROSS CONNECTION $ S. (,70(0?) SURCHARGE . 0050 $----9, 3 ,' / . o OTHER $ GRAND TOTAL DUE $ ADDITIONAL PERMITS OR FEES: Mechanical Plumbing Electric/New Electric/Temp ;Swimmingpool Septic Tank Well Sign Finish Floor Elevation Survey Other CALCULATIONS and/or NOTES: CITY OF ATLANTIC BEACH Fixture Unit Worksheet for Water Impact Fee FIXTURE UNITS ARE ESTABLISHED AS THE MEASUREMENT OF WATER DEMAND FOR EACH WATER FIXTURE UNIT INSTALLED AND CONNECTED TO THE CITY WATER SYSTEM. THE WATER SUPPLY CHARGE IS HEREBY FIXED AT TWENTY DOLLARS PER FIXTURE UNIT CONNECTED TO THE CITY WATER SYSTEM. BATHROOM GROUP CONSISTING OF SERVICE SINK TRAP STAND WATER CLOSET, LAVATORY & BATH (8) TUB OR SHOWER STALL (6) / a- WATER CLOSET WATER CLOSET, TANK OPERATED (4)y VALVE OPERATED (8) O BATHTUB/SHOWER (2) URINAL WALL LIP (4) _SHOWER GROUP PER HEAD (3) FLOOR DRAIN (1) O SHOWER STALL DOMESTIC (2) LAUNDRY TRAY (2) LAVATORY (1) 2 C) COMBINATION SINK AND TRAY (3) J WASHING MACHINE (3) 3 POT, SCULLERY SINK (4) _DISHWASHER (2) WASH SINK EACH SET OF b KITCHEN SINK (2) FAUCETS (2) DENTAL LAVATORY (1) +KITCHEN SINK WITH WASTE 3 DENTAL UNIT OR CUSPIDOR (1) GRINDER (3) G BIDET (3) URINAL STALL, WASHOUT (4) FLUSHING RIM SINK (8) COMBINATION SINK AND TRAY WITH FOOD DISPOS. (4) URINAL, PEDESTAL, SYPHON JET DRINKING FOUNTAIN (1/2) BLOWOUT (2) LAVATORY, BARBER/BEAUTY J ICE MAKER (1/2) SHOP (2) T SURGEONS SINK (3) LAVATORY, SURGEONS (2) JACUZZI (2) URINAL STALL, WASHOUT (4) TOTAL FIXTURE UNITS 3 �- S/ @ $20.00 EACH $ rz) .oC) JOB INFORMATION 3 8 /3 t""¢CH co rt'c 12 /t--(L iNFILTRATION REDUCTION %��QICE �ZTTQIANC � 0EC�_ Z AlIC01%VIESITS FAY LIVIA PRIA111% 1 i L iNFILTRA11CA' .......... 606. 1 Maximum 04 U. 1" CFM par 11noar -own ni operable Sam tinclucag sliding yla4v dowYn) :, Mani m= DT 0. n, 13FPI pai sq, f t � GT 000V ov eal SO! Doov�;; core , WOOG glw�n dours only !! Exvcriar joints 536. 1 To be C�olw&, weathEr 'Striowau Or MAM , & W15a nealm. 0� AKM 711: FQL1=h0;: EAswriwi Wal ? n Toc plaZe penetrations sealeO. infiltration Way " wr & installed. SnIQ PIOL011100T joint caniked or nnalwn'7 . ............ Exterinf Walls 60S. ; joints and cTackE on interior SuKwc'''._ & caulk2d, SEK20 Or g&snuted . .1............ ......... DuctWoK-.: G06. 1 Ducawork in unconditionem space must 02 lea!Pd,: Kreplaces Equippen winh outside combustion air , doors =6 TME .......... EXAaust Fans Equipoed with damppvo. uombu...! . on auvions so*_: 606. i . A. 2. 3e iA ancandi0ionHa spn,e �e. epv V, Yuct venz � , draw ai : :y �= 1paCE, ExhaUSO to 0=11W,, cookiry appilancus shall be dampeyew amw inoermitwnq tion :, aw 227!IER FIRESCRIPTiVE MLASURES Qwusz ou Kai or excee0at wY all MsiOencus- 3 ..'......- -.1-1..... .....1.1-I....1.--.1.......I-- ... .1-11--1......... -... .... 512. 1 Comply w1ok Efficluncy requirements in Table G- 10: (alactric ) marknK cnrauiz areaKer Or auvan �YLS) anAwt be pr:vvided . LXtEYnal W in how tyap vwauiyon. S12. i Sman �rd KE�Owd pacin mLnt have covEvs 4excEPt s0IM: haatESAQ . ="-VDMmCrnial pools most have a pamo timay . ws spa & DG01 heaters musl havo a mlmlmum tnermal ............. Eovower vwa2s E12. 1 Water � Iow noij su Zesvr . cted to no More than 3 gal lonm PEI X, nm- 00 PCIG'' �"Aw Duct 610. 1 All ducts. Q ��Ings. m2chanical aquipment and rlenu��! Con St0;-� anambErs inall LE mechanically antacnea , sealpL, ins insulation ulated and installe, in accorcance with the critui , a lnszallatinr. of Section EIO. I . ABC. 2 & 61O. I . ADW. D. Duct in atjio�: must wo insulavad in a minimum ol R-6. Air hondler -i:-. shali not De installed in attics unie. in mecAaniva-, ControlE EU7. 1 Saparaza �aa6ily ocoessible manual ny automatyc. tKermasta" vu: &S. h sy "Vym:: ............. SOO. 1 cwiln "tu mikimno R -19. Common Walls FY &me R 0� 002. 1 =3 R LaQ. ±IldEL . samor C0 11KI ... !! OOZE R %7 T J "A 60 CID an ko - cy to R 01 C 11 1 L 0 7 to j! lo 03 1) Q b! P- 0 jo 00 U 3 n 1 CA Gq q U 13 A j it j 7 C 4 C D 0 V 0 it f� C.:: 1 n, 1-3 i:'." -i J CY N to A as tD CA Ul A CA N 03 to Do cj 03 in 93 1 0- v T 71 Go v! bi cy C:,�i i Cj i L-, A 21 L 1 i to to L.-3, 00 03 o" 0 0 0" T 0 0 U3 0) 0, Go vo P 0 r 23 1- h 1 10 Y1 C t o, i� �i to 7 3 4 to cl N co to 14 N 0 01 0 14 0 i I L! P- b J A to Cc it 1 -�! i-�i 7i ei L:i .1n r A -A J j I J j j J J i —A A j j .1 QQ 04 00 W 11 IQ N 01 LID 0? M W W 7! W Z 0) V. ID 7—.� �:,"j 04 7 4 CA N A i CY 1 w 1 to ul 0? j 4 0 to go 4 cc :4i is j Ei 1 H A J T k? o o !i i...:! 71 F :to� - nj�: L,:Ii i 4 i� na: n'!: 2: go va Lij, yo J1 fy i 4 to i.a--: 1,A i i A, j La K- 1 C 1 to To 21 10 �i U A 1: i j cl Ln h 1 H P- K 0 �i 41 al a CD q Go 1, 0 ***o ******** ****/ *y ->h not xx* x*»� »« x�*�� - WIH �[� C�LCCLAT�ONS GLASS---- ' ' ' ------' | 1 TO 9G. 7 .,7. 3 6 1653. | DBL CLR [ 62 'L7. � | DBL Ll R C 6. 0 -9. 2 -1 . 27 6n. '� | Mn CLk L 12. 0 9. 2 . 57 ( DBL CLR E 60. 0 -9. 2 . 77 | DBL CLR [ 48. 0 -3. 2 . 6h -28O. 5 -360. 4 | DLL CLR SW 34. 00 -10. 6 -360. 4 | DDL CLR SW 16. 0 -22. 7 . 79 -285. 7 | DEL CLl: SW 18. 0 -22. 7 . 84 -342. 3 | DBL CLR � 72. 0 -9. 2 . 76 -501 . 8 | DDL CLR W 12. 0 -9. 2 -. 24 1 . 39 102. 1 } DBL CLR NW 20. 0 4. 6 1 . �C 11� . '� . 15 x COND. FLOOR / TOTAL 0L143 = ADJ . x CLASS = ADJ 71.ACC | GLACC ARE17S ?OIN7S . 1� 3, 045. 00 434. 00 1 . 052 -?, 600. +r , 841 . E5 | -2, Mo. ============================================================================ == AREA x BWPM = POI�TS � T�PE R-VALUE MEA x WPM = POINTS WALLS-------------- | Ext 1475. 0 2. 2 2245. 0 | nZt Frame-FaceBric 11 . 0 1177. 0 3. 50 | Ext Wom !-rame 11 . 0 298. 0 3. 70 1102. 6 Adj 365. O 3. 6 1314. 0 | Adi Vcod 7rame 11 . 0 365. 0 3. 60 1310 DOORS--------------- | Ext 56. 0 12. 3 688. 8 | Ext :nsulated 56. 0 8. 40 470, 4 Adj 18. 0 Mn 207. 0 | 4dj Insula:ed 18. 0 8. 00 | CEILINGS------------- | UA 2036. 0 1 . 2 2443. 2 30. 0 2067. j 1 . 20 2480. 4 | Unda� Att � c 19. 0 584. 0 2. 00 1168. 0 | FLOORS--------------- | Slb 220. 0 8. 9 1956. 0 | Slab-on-6rade . 0 220. 0 18. 80 4136. 0 Rot 254. 0 1 . 0 243. O | ksd Wood Mjacent 19. 0 254. 0 2. 20 55O. 8 | 3045. 0 7. 4 22533. 0 7ractvce #2 J045. 0 7. 40 22533. 0 TOTAL WINTER POINTS | 27, 791 . 29 35, 496. 32 =============================================================================== TOT�L x SYSTEh = HEATING | TCT4L CAP x DUCT x CYCTEM x CREDIT = |1EATI%G W�� PTS MULT POINTS | COMFON �ATl� MaLT M -7 MULT �OI%T� 15, 235. 21 25, ql&. 31 i -E i i i77i ro K i C, A q L j K L'i i --7 if 7::f 1 :-iwl if 21 v Z 1- 1 0 4 if co n LA K ul i f if f i i if if I i ii if f f f if z if i i if � or detai �eo i� f�rmat ^ � of ihe [7I rating �usber or for any ITEM listw , ask your M� lder fur D�� Form 6��A- 93 .r �um 6�0D33 } -- ----- '---- - - - --- - - " a. lowa5le EPI is 100. Thc lowcr the WI the m, afficient t|.c RESIDIkTIAL ENERW =7JRMMC[ 7ATINS �=� I7EM ow E f fi c z ency ]i gh SINGL CLR WL Tn�T WIMOWS. . . . . . . . . . . . . . . . . . . . . Doubie Clear | ------ - - '---X ------ | INSULATION. . . . . . . . . . . . . . . . . . �-10 R-30 Ceiling R-Value. . . . . . . . . 27. 0 | ----'-- ------- — X- - | R-0 R-7 Wall R-Value. . . . . . . . . 11 . 0 | -- --'--------------X | R-0 R-19 Floor R-Value. . . . . . . . . 1 2 } ------ - --X---------- | AIR CONDITIONER. . . . . . . . . . . . . �0. 0 S[ER 17. 0 SEER/EER. . . . . . . . . . . . . . . . . . 10. 0 | X------- - -- --' ( HEATING SY3TEM. . . . . . . . . . . . . . C. O ||SPF 12. 0 Electric COP/HSPF. . . . . . . . 7. .--- | 0. 78 �FUE 0. 90 Gas AFUE. . . . . . . . . . , . �. 00 � --------- ------- --- WATEY | HEATER. . . . . . . . . . . . . . . .. 0. 88 0. 9� 3. 54 0. 20 6as EF. . . . . . . . . . . . . . 0. 00 \ ------------- ----- - | 0. , 0 O. 80 Sc� ar Ev. . . . . . . . . . . . . . � ----- - ---- '_- ___-- � OTHER FEATURES. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I certify that those energy saving |eatQres required fo4' t|'.0 V �orioa Ensrgy Code havL bew � / stalled i � t� hou�e. Dnllder �dcrass: _______________________ . . .......................Date : ............ Ci _______________________ Florida Energy Code for Buil "Ing Constru�tzon - 1993 Florida Department of Community 4ffairs FL-EPL CARD93 ^ SER.AL # M64 WHOLE HOUSE H[AT 6AIN / |!EIT LOSS CALCULATION MING FLA/RES(c ) MM FILES (BASED ON A. C. C. A. MANUAL � - SEVENTH 1DITION (c ) 1986 ..........�� PROJECT : PLAN 3045 ADDRESS : LOT 25 OCEAN WALK CITY : OWNER : BLDG CONTR : COLLIER |�VAC CONTR : McGOWAN' S Conc Flr Area: 3045 SF * GLASS/SF RATIO = 1<. 3% * Hcuse Faces: West * Climatic ConOitIons & Design Conditions * GeograPhical Location : Morita | Jacksonville bkwth Latitude Latitude / Elevation | 30 Deg . / 24 Ft . Above Sea Level Outdoor Winter Dry Bulb | 32 Deg. F Indoor Winter Dry Bulb | 70 Deg . F Winter Vctual ) Temp. Dzff. | WE Deg. F Winter Temp. Diff. (17d ) , 40 Deg. F Outdoor Summer Dry Bulb | 94 Deg. F Outdoor Summer Wet 8ulb | 77 De" . F Outdoor Summer Hum. Ratio Gr /LL 114 Indoor Summer Relaltive Hum. | 50% Indoor Summer Design Gr /Lb. 49 :ndoor Summer Dry Bulb 1 75 Deg. F �n000r Summer Wet Bulb 62. 2 Deg. 7 @ 64 Or Summer Daily Range De--:�l. Cummer (Act"al ) Temp . Diff . Summer (User Sel ) Temp. Diff . (STM 20 Deg . F * HEAT MG SLMMARY « COL304E. 2AT * COOLINQ SUMMMY « SUBTOTAL . STRUCTURE SENSIBLE : 337DE. 22 | MECH. VENT 250 C|m : �225. 00 ITEMP. SWIN6 @ 3 DEG. | 1200. 00 D ,CT LCSS : 2182. 98 ( DUCT 6AIM : 402l . 02 TOTAL LOSS,'BTUH : 41802. 43 ! TOTAL SENSI8L[ 44231 . 24 | TOTAL LATENT : 24813. 90 / SENSIBLE + iATENT : S9045. 01- 20% 9045. 1420% CVERSIZ[ FACTM : 916O. 5V Q0% SENS. OVRSZE FIR: 8846. 25 ACTUAL + 20% OVERSIZE: 55010. 9O | SENS. + 20% 8VEnSIZE: 53077. 49 * EQUIPMENT SELECTION * EQT !v! CU MOD #____________ HTG INPUTHT� OUTPUT ____||TG CFK______AFUE/HSPF..... .... ..... _ ... ..... ... ... _ SENSIBLE CLG___________LAT[NT CLGTOTAL_..................... GE_____ (3)MY:_____ CLG CFK _____________TYPE-------- _................... ... ...... ____ ........_ ... ......................____.................____.........._......................_________________........ , o LOAD CAL � � LAlI � �' ^ TYPE �nside Shade Cc Arza Loss/Btuh Sal n/Btuh GLASS West Double Sir Poi ler Wave l 36. 00 1044. 00 2124. 00 Nortoable C1 Roller Shade 1 24. 00 696. 00 480. 00 North Dc,;0 1e Clr Roller Shade 1 C. ow 174. 00 120. 00 East Double CH Roller Shade 1 ly. 00 348. 00 708. 00 West Doucle Clr Roller 3hade ^ 72. 00 2008. 00 o248. 00 West Double Cir Roller Shade 1 12. 00 348. 00 703. 00 West Double Cir Roller Tom o i 24. 00 696. 00 ; 16. 00 East Double Clr Roller Shade | �. 00 174. 00 354. 00 East 318. 00 522. 0U 1062. 00 Last Double Clr Roller Ghana 1 12. 00 348. 00? 708. 00 [ast ocub1e Clr Poller Wade East Double Clr Roller Shade 1 48. 00 1392. 02 2222. 0� Southwest Double Cl, Rollc1 1 11. ?0 464. 00 3l6. 03 Northwest Double Clr Roller Shage 1 l6. 00 464. 00 672. 00 Northwest Double Clr Roller Shade 1 20. 00 520. 00 840. 00 Southwest Double Clr Roller Skade l 18. 00 522. 00 910. 00 South Double Cir Roller Shade 1 14 . 00 406. 00 q34. 00 South Double Clr Roller 20. 00 580. 00 620. 00 Infiltration : Winter Htm ( 22. 9 ) x 434. 00 Q938. 60 Infiltratior : Summer Htm ( 5. 29 ) x 434. 00 2295. 8;� RNalue Area Loss/Btuh Gain/Btuh WA L L S------------------------ -----------'---------------- ..... .....--- ---------- W000 Frame w/BrIck - Ext . 4237. 20 2471 ' 70 Wood Stud - Ext . 11 290. 00 1072. O0 625. 30 Wood Stud - Adj. 11 365. 00 1314. 00 474. 50 SUBTOTALS: 1300. 7:1 �624. O0 3572. 0O DO O R S-----------------------------'------------------------------- -- '---- Insulated Core/Metal - Ext . 0 56. 00 991 . 20 ��52. 00 lnsulated Core/Meta! - Adj. 0 18. 00 250. 20 Infiltratian : Winter Htm ( 22. 9 74. 00 1694. 6 Infiltratior : Suamer Htm( 5. 29 / x 74. 00 331 . 4� SUBTOTALS: 74. 00 2936. 00 670. 46 . ..... Attic 30 20�7. 00 2�87. 1� 3�00. 50 Under �tt� c �3 5O4. CO 1226. 00 j343. 2* 7"7D�O��LS� 2651 . 00 3913. 50 �443. 70 FL C C R 3--------- ----------- --' ---------- '------- '--'- '--- '- ----' '--' Slab on Grade 0 2�0. 00 Lzn. Ft . 7i2C. 00 �00. 00 �aised �oo� - A�Jace�t 12 254. 0O Sq . �t . 533. 4C 20�. 2� SU8TOT�LS: 220. 00 Lin. Ft . 7661 . 40 203. �0 SUBTO�ALC� �54. 00 Sq. Ft . * TOTAL STRLCT02 S[K3InLE * --`- ------------------------ -` ----' ------ ----`-----' ---`--- -------- 43639. 50 3J785. 22 KELLEY ENGINEERING SERVICES, INC. SHEET I OF2f- Consulting Structural Engineers JACKSONVILLE, FLORIDA CALCULATED BY DWB DATE 6/q/q4 JOB TITLE CHARLES COLLIER REALTY, INC. CHECKED BY DATE JOB N0. q4 - a3?- SKETCH NO. SCALE SUBJECT PLAN 3045, OCEANWALK HURRICANE ENGINEERING CALCULATIONS FOR PLAN 3045, OCEANWALK ATLANTIC BEACH, FLORIDA CHARLE5 COLLIER REALTY, INC. The purpose of this report is to analyze the structural systems and components of the subject residential building for compliance with the 1993 SBCCI Standard For Hurricane Resistant Residential Construction SSTD 10-93. The report has four main sections: Section 1 -Calculation Of Wind Pressures. Section 2- Analysis Of Shear Forces. Section 3- Analysis Of Uplift Forces. Section 4- Analysis Of Lateral Forces. The Engineer certifies that these Wind Load Calculations have been reviewed and finds the wind load values, connector specifications and material specifications shown hereon to be in compliance with the SBCCI Standard building Code, Chapter 12, Section 1205.2 for this specific residential structure. Be advised that these codes preclude that all exterior window and door openings are secured and protected for the duration of a wind storm condition. Note: The 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. 271994 Building acid Zoii,23 � � rr KELLEY ENGINEERING SERVICES, INC. SHEET Z OF �. e fHARLES COLLIER REALTY,INC.,PLAN 3045,OCEANWALK Section 1 Calculation Of Wind Pressures. Input Criteria. The Basic Wind Speed is selected from SBCCI 10-93 Figure 1205. Basic Wind Speed: 110 mph Mean Roof Height: 20.0 ft Roof Pitch: 8 12 Roof Angle: 33.7 Deg Use Factor: 1.00 Velocity Pressure. The Mean Roof Height is used with Table 1205.2A to calculate the Velocity Pressure. Table 1205.2A Roof Ht Pressure h, 20 28 q, 28.0 psf 112 40 34 q2 Use P = 28 psf System Design Pressure. The System Design Pressure is used to analyze the shear forces on the external and internal shear walls of the MWFRS. From Table 1205.2B, the worst case GCp coefficients are selected. GCp Coefficients Pos. Neg. 37.8 psf 0.60 0.75 Use P==1 Lateral Design Pressure. The Lateral Design Pressure is used to analyze bending moments in wall framing members. GCp Coefficientl 1.000 Use P Uplift Design Pressures. The Uplift Design Pressures are used to analyze the uplift forces on the roof, wall and foundation members. Use the appropriate GCp for each type of exposure. TYPE GCp PRES UPLIFT DEAD LOADS ENCLOSED 1.40 28.0 psf 39.2 psf ROOF 10.0 psf PARTIALLY ENCL 1.80 28.0 psf 50.4 psf FLOOR 15.0 psf EAVE 2.00 28.0 psf 56.0 psf WALL 10.0 psf EAVE CORNER 1 2.15 1 28.0 psf 1 60.2 psf POINT (L-X)/L _ TABLE 1205 FIGURE 1205 USE FACTORS FOR BUILDINGS AND OTHER STRUCTURES BASIC WIND SPEEDS FOR 50-YEAR MEAN RECURRENCE INTERVAL Nature of Occupancy Use Factor Virgin Islands and Puerto Rico shah use a bask wind geed of 110 mph All buildings and structures except those listed below 1.0 Buildings and structures where the occupant �- - -- --- — — load is 300 or more in any one room. 1.15 o Buildings and structures designated as essential facilities, 1' I including,but not limited to: 1.15_ 02 (1)Hospital and other medical facilities having surgery o " o o I or emergency treatment areas 0 8 ; 2 (2)Fire or rescue and police stations (3)Primary communication facilities and disaster a, operation� � �; � N � ; i operation centers (4)Power stations and other utilities required in an 1 s ;o emergency ,ak,; d x Buildings and structures that represent a low hazard to human life in the event of failure,such as agricultural 0.9 o _s I buildings,certain temporary facilities,and minor storage W 01 I facilities co 4 I� •_Y-r j ]_^ V u � O TABLE 1205.2A ' VELOCITY PRESSURE(psf) -- r Building Height 60 ft or Less - ' I Mean Roof Fastest Mile Wind Velocity,V(mph) - - - " - - - - Height(ft) (From Figure 120§) i - - - -�--t -- — -Q10 lltxx loxx 70 80 90 100' 0" xx , 0-15 10 13 17 21 25 . l � 201 x xx + 20 11 15 19 23 r 40 14 18 23 28 34 - 60 15 20 25 31 38 olI Notes: 1.A single value for velocity pressure is used for the entire building: 2.Eave height may be substituted for mean root height if roof angle does not exceed 10°. .ct�txs?� i 3.Linear interpolation of tabled values is permissible. •a - r' . - ,K 'rte—" < �kx K . < a N r r r t aD � •r 280 1992 Revisions Standard Building Code/Cc1991 Standard Building Code/m1991 1992 Revisions 281• TABLE 1205.213 GC COEFFICIENTS FOR MWFRS PROVIDING RESISTANCE IN TRANSVERSE DIRECTION' FIGURE 1205.281 End Zone Coemlents Interior Zone Coefficients APPLICATION OF COEFFICIENTS FOR PRIMARY Rools Notes STRUCTURAL SYSTEMS PROVIDING Angle • 1 2� . 'a 4 1 2 3 4 RESISTANCE IN TRANSVERSE DIRECTION o<a510° 2 4.50 •1.4 •.80 -.70 +.25 •1.0 •.65 -.55 (Positive sign indicates inward acting pressure) cm 3 +.90 •1.0 -.40 •.30 +.65 -.60 -.25 -.15 v 101<a530° 2 +.7D-• •1.4. -1.0 •.95 +.40 •1.0 :75 -.70 3 +1 •1.0 -.60 +.130 -.60 -.35 -.30 to 30°<a 545° 2 +.60 +.10 80 :7 +.45 +.05 70 65 Low CASE A:VANDS GENERALLY PERPENMULAt TO INDGE LOAD CASE III:W NDS GCIERMlY PARALLIX TO RIDGE a 3 +1.0 +.50 -.40 -.35 +.85 +.45 -.30 •.25 s 4 . s •1.a -.80 -.75 -.70 •1.0 •.65 •.70 ` ` /-3 W a=90° 2 +.58 +.58 -.74 •.74 +.43 +.43 •.62 -.62 l 3 -- 4C x. l2 3 +.98 -1.4 34 .34 +.83 +.83 -22 -.22 2 4 74 1.4 .80 -.74 -.71 •.98 -.62 •.71 +E x ` 2E 0<as 10* _ 2 +.10 -1.8 -1.2 •1.1 -.15 •1.4 -1.1 •.95 2E R-. 3 +1.0 •.90 •.30 •.20 +.75 •.50 •.15 •.0510°ca530° 2 +.30 -1.8' •1.4 -1.4 0.0 •1.4 •t.2 •1.1 <1 'E 3 +12 •.90 •.50 -.45 +.90 •.50 •25 -.20 'E e / �30°<a<_45° 2 +20 30 1.2 •1.2 -.O5 35 2 -1.1_3 +1.1 +.60 30 25 +.95 +.55 20 15 4 •12 1.8 -1.2 -1.2 -1.1 •1.4 -1.1 •1.1 MND aacna+-- -.--- WWO DIRECTION a a=90` 2 +.28 +.28 -1.0 -1.0 +.03 +.03 -1.0 -1.0 _ R"CE - RANcc 3 +1.1 +1.1 -.24 -.24 +.93 +.93 -.12 •.12_ 4 -1.1 •1.8 -1.2 •1.1 -1.1 •1.4 -1.0 -11_ 0< a 510° 6,11 +1.8 •.70 :70 0 +1.8 ,70 •]0 0_- a - Q 711 +1.8 -.30 80 0 +1.8. 30 80 0 10°<a<_25° 6,11 +1.8 -.70 -JO 0 +1.8 -.70 -.70 0 7.11 +1.8 +.70 -.70 0 +1.8 +.70 =70 0 FIGURE 1205.282 m -- 7,11 +1.8 +.20 •.90 0 +1.8 +.20 •.90_ 0 0 25°<as45°.-- 6.11 +1.8 •.70 -.70 0 +1.8 :70 :70 0 APPLICATION OF COEFFICIENTS FOR PRIMARY € 7,11 +1.8 +.2.0 +.30 0 +1.8 +2.0 +.30 0 STRUCTURAL SYSTEMS PROVIDING RESISTANCE IN LONGITUDINAL DIRECTION (Positive sign indicates inward acting pressure) LOAD CASE e2: wWOS GENCRALLY PARALLEL TO RIOCE LOW CASE 63: MINDS GCNERALLT PARALUL TO RIOGE TABLE 1205.2C GCp COEFFICIENTS FOR MWFRS 3 s PROVIDING RESISTANCE IN LONGITUDINAL DIRECTION 3 6 �E (ALL ROOF ANGLES)' / / 2 x l: bE 2 2C x Building End Zone Interior Zone � � 1 Classification Notes Coefficients Coefficients /T/2 L 2E 3E 5E 6E 2 3. 5 l Enclosed 8,9 •1.40 -0.80 +0.50 -0.70 •1.00 -0.65 +0.25 __OSS 8 •1.00 -0.40 +0.90 -0.30 •0.60 -0.25 0.55 -0.15 rially -0.15 Pa8,.99 •1.80 -1.20 +0.10 •1.10 -1.40 •1.05 --0.15 •095 s Er>clDSLd 8,10 -0.90 •0.30 +1.00 -020 •0.50 -0.15 +0.75 •0.05_- Mwro aRccr,oN 6,11 -0.70 -0.70 +1.8 0.00 •0_70 -0.70 +1.6 0.00_ r,No aacaaN RANGE Open 7,11 •0.30 -0.80 +1.8 0.00 •0.30 •0.80 +1.8 0.00 R.v+GC "1 I 282 1992 Revisions Standard Building Code/C1991 Standard Building CodehL1991 1992 Revisions 283 KELLEY ENGINEERING SERVICES, INC. SHEET 5 OF Zk . ,CHARLES COLLIER REALTY,INC.,PLAN 3045,OCEANWALK Section Z Analysis of Shear Forces. The Main Wind Force Resisting Structure(MWFRS) is analyzed for worst case Shear Forces due to the applied System Design Pressure calculated in Section 1. For multi-story buildings, each floor is analyzed separately for shear. Each floor is analyzed with its contributory load plus the loads from the floors above. Design Wind Forces. The Design Wind Forces are calculated for the primary building elevations. See Figure 1 Front/Rear Elevation and Figure 2 Left/Right Elevation for the CASE(s) being analyzed. #is the number of each contributory area. T/R indicates if the area is a Triangle or Rectangle. W is the Width, H is the Height. For Triangles, the AREA is calculated by WxH/2. TYPE indicates which of 3 types of pressures are being applied to the area: SYStem, SUCTion only, or PRESsure only. Type Pressures System Pressure SYS 138.0 psf Wall Suction SUCT Wall Pressure PRES 28.0 psf Calculation of areas and windloads. AREA VM PRES LOAD Sum of LOAD 1 F 1 R 21.6 ft 4.0 ft 86.4 sf SYS 38.0 psf 3283 lbs CASE Total IF 2 R 21.0 ft 5.0 ft 105.0 sf SYS 38.0 psf 3990 lbs IF 18962 lbs IF 3 R 12.5 ft 5.0 ft 62.5 sf SYS 38.0 psf 2375 lbs 2F 3893 lbs IF AR 15.6 ft 4.0 ft 62.4 sf SYS 38.0 psf 2371 lbsi is 14629 lbs IF 5 R 13.5 ft 8.0 ft 108.0 sf SYS 38.0 psf 4104 lbs 2S 5049 lbs IF 6T 17.0 ft 5.7 ft 48.5 sf SYS 38.0 psf 1841 lbs 2R 3553 lbs IF 7T 12.5 ft 4.2 ft 26.3 sf SYS 38.0 psf 998 lbs 1 C 1264 lbs 2F 5 R 13.5 ft 4.0 ft 54.0 sf SYS 38.0 psf 2052 lbs 2F 6 T 17.0 ft 5.7 ft 48.5 sf SYS 38.0 psf 1841 lbs is 1 R 46.0 ft 4.5 ftj 207.0 sf SYS 38.0 psf 7866 lbs is 2 R 13.0 ft 5.0 ft 65.0 sf SYS 38.0 psf 2470 lbs 1S 3T 15.5 ft 5.5 ft 42.6 sf SYS 38.0 psf 1620 lbs is 4 T 14.0 ft 7.0 ft 49.0 sf SYS 38.0 psf 1 1862 lbs is 5.R 3.6 ft 3.5 ft 12.6 sf SYS 38.0psfj 479 lbs 1S 61T 5.0 ft 3.5 ft 8.8 sf SYS 38.0 psf 333 lbs 2S 2 R 13.0 ft 2.5 ft 32.5 sf SYS 38.0 psf 1235 lbs 2S 3T 15.5 ft 5.5 ft 42.6 sf SYS 38.0 psf 1620 lbs 2S 4 T 14.0 ft 7.0 ft 49.0 sf SYS 38.0 psf 1862 lbs 2S 6T 5.0 ft 3.5 ft 8.8 sf SYS 38.0 psf 333 lbs 2R 11R 19.0 ft 4.0 ft 76.0 sf I SYS 38.0 psf 2888 lbs 2R 2 T 7.0 ft 5.0 ft 17.5 sf SYS 38.0 psf 665 lbs 1C 3 R i 3.5 ft 9.5 ft 33.3 sf SYS 38.0 psf 1264 lbs KELLEY ENGINEERING SERVICES, INC. SHEET CQ OF 2�. JCHARLES COLLIER REALTY,INC.,PLAN 3045,OCEANWALK Shear Wall Analysis. The available shear walls are analyzed with respect to the applied Design Wind Forces. See Figure 3- Floor Plans. The CASE(s)are generally named as follows. The first character represents the floor number(1, 2, 3, etc.). The second character represents the direction of the wind relative to the building (Front/rear, Side to side, etc.). For example, CASE 1 F is the 1 st floor with wind on the Front/rear elevations. This wind load would be resisted by the Left walls and Right walls. TOTAL REQ'D LATERAL INCL. DEDUCT AVAIL. WALL LOAD LOAD AVAIL. SURPLUS ADD'L SEE CASE LOAD WALL WALL WALL SHEAR % PORTION RESIST. (DEFICIT) WALL NOTES 18962 Ibs t.. 55.1 If 34.4 1f 20.71f 3201b/If 50% 9481 Ibs 6624 Ibs :s 9.0 If 43.5 If 19.2 If 24.3 If 320Ib/If 50% 9481 Ibs 7776 lbs 6.0 If 15.0 If 3893 Ibs '` 0.0 If 0.0 If 0.0 If 320 Ib/If 50% 1947 Ibs 0 Ibs 7.0 If 0.0 If 0.0 If 0.0 If 3201bAf 50% 1947 Ibs 0Ibs 7.0 If 14.0 If 14629 Ibs 70.0 If 29.0 If 41.0 If 3201b/If 50% 7315 Ibs 13120 Ibs 0.0 If 70.0 If 41.8 If 28.2 If 320Ib/If 50% 7315 Ibs 9024 Ibs 0.0 If Dow ,y,� 0.0 If 5049 Ibs 13.7 If 6.0 If 7.7 If 320Ib/If 50% 2525 Ibs 2464 Ibs 1.0 If 19.0If 3.0 If 16.0 If 320Ib/If 50% 2525 Ibs 5120 Ibs 0.0 If 1.0 If Notes: 1. Nail all 7/16"OSB wall sheathing with 8d comon wire nails @ 4"o.c. edges and 6" o.c. field. 2.Allowable shear capacity for 7/16"OSB sheathing is 320 Ibs/If(properly nailed) based on closest match from table 305N of SBCCI 10-93. 3.The shear capacity of the structure is deficient in several areas. See the Floor Plans for prescriptive requirements. KELLEY ENGINEERING SERVICES, INC. SHEET Z OF CHARLES COLLIER REALTY,INC.,PLAN 3045,OCEANWALK Section 3 Analysis of Uplift Forces. The roof, wall and foundation members are analyzed for Uplift Forces due to the Uplift Design Pressures calculated in Section 1. A continuous load path is provided from the roof members to the wall members to the foundation. Uplift Forces. The contributory uplift forces for each roof member are calculated in Table 1. The Uplift is reduced by the Roof Deadload. See Figure 4- Roof Truss Plan, for roof member locations and the Legend for abbreviations. Point Loads are due to concentrated loads where one roof framing member intersects another member. The contributing factor is calculated by (L-X)/L. LEGEND-See Figure 4 Roof Truss Plan for framing member locations. Rn = Rafter Number TP =Top Plate RB= Ridge Beam TPE=Top Plate at Exterior Wall HV= Hip/Valley Rafter TPI =Top Plate at Interior Wall PW= Pony Wall TPR =Top Plate at Rear or Right Side Cn =Column Number TPF=Top Plate at Front Hn = Header Number TPL=Top Plate at Left KPn= King Post Number FDN = Foundation Table 1 -Uplift forces on each roof member from contributory loads. Roof Deadload = 10.0 psf UPLIFT LIST P For Pt Loads,enter L in LENGTH Col.and X in R WIDTH Col.-Used to Calc.FACTOR(L-X)/L. F E U A S P C S f A L T U R O R E F R E A T R1 TP ENCLOSED 1.40 39.2 psf 7.0 ft 2.0 ft 14.0 sf 409 lbs R1 TP EAVE 2.00 56.0 psf 1.5 ft 2.0 ft 3.0 sf 138 lbs R1 RB ENCLOSED 1.40 39.2 psf 3.5 ft 2.0 ft 7.0 sf 204 lbs R2 TP ENCLOSED 1.40 39.2 psf 11.0 ft 2.0 ft 22.0 sf 642 lbs R2 TP EAVE 2.00 56.0 psf 1.5 ft 2.0 ft 3.0 sf 138 lbs R2 RB IENCLOSED 1.401 39.2 psf 5.5 ft 2.0 ft 11.0 sf 321 lbs R3 TP ENCLOSED 1.401 39.2 psf 10.5 ft 2.0 ft 21.0 sf 613 lbs R3 TP EAVE 2.00 56.0 psf 1.5 ft 2.0 ft 3.0 sf 138 lbs R3 HV ENCLOSED 1.40 39.2 psf 5.3 ft 2.0 ft 10.5 sf 307 lbs R4 TP ENCLOSED 1.40 39.2 psf 6.6 ft 2.0 ft 13.2 sf 385 lbs R4 TP EAVE 2.00 56.0 psf 1.5 ft 2.0 ft 3.0 sf 138 lbs R4 RB ENCLOSED 1.40 39.2 psf 3.3 ft 2.0 ft 6.6 sf 193 lbs R5 H5 PARTIALLY ENCL 1.80 50.4 psf 13.5 ft 2.0 ft 27.0 sf 1091 lbs R5 H5 EAVE 2.00 56.0 psf 1.5 ft 2.0 ft 3.0 sf 138 lbs R5 HV ENCLOSED 1.40 39.2 psf 8.3 ft 2.0 ft 16.5 sf 482 lbs R5 TP IENCLOSED 1.40 39.2 psf 16.5 ft 2.0 ft 33.0 sf 964 lbs R5 TP EAVE 2.00 56.0 psf. 1.5 ft 2.0 ft 3.0 sf 138 lbs R6 TP ENCLOSED 1.40 39.2 psf 1 11.0 ft 2.0 ft 22.0 sf 642 lbs R6 TP EAVE 1 2.00 56.0 psfj 1.5 ft 2.0 ft 3.0 sf 138 lbs UPLIFT LIST COV P For Pt Loads,enter L in LENGTH Col.and X in R WIDTH Col.-Used to Calc.FACTOR(L-X)/L. F E U A S P C S A L T U R I O R E F R I E A T R6 BEAM ENCLOSED 1.401 39.2 psf 5.5 ft 2.0 ft 11.0 sf 321 Ibs R7 TP ENCLOSED 1.40 39.2 psf 17.0 ft 2.0 ft 34.0 sf 993 Ibs R7 TP EAVE 2.00 56.0 psf 1.5 ft 2.0 ft 3.0 sf 138 Ibs R7 RB ENCLOSED 1.40 39.2 psf 8.5 ft 2.0 ft 17.0 sf 496 Ibs R8 TP ENCLOSED 1.40 39.2 psf 17.0 ft 2.0 ft 34.0 sf 993 Ibs R8 TP EAVE 2.00 56.0 psf 1.5 ft 2.0 ft 3.0 sf 138 Ibs R8 PW ENCLOSED 1.401 39.2 psf 8.5 ft 2.0 ft 17.0 sf 496 Ibs R8 HV ENCLOSED 1.40 39.2 psf 8.5 ft 2.0 ft 17.0 sf 496 Ibs R9 TP ENCLOSED 1.40 39.2 psf 14.5 ft 2.0 ft 29.0 sf, 847 Ibs R9 TP JEAVE 2.00 56.0 psf 1.5 ft 2.0 ft 3.0 sf 138 Ibs R9 HV ENCLOSED 1.40 39.2 psf, 7.3 ft 2.0 ft 14.5 sf 423 Ibs R10 TP ENCLOSED 1.40 39.2 psf 11.0 ft 2.0 ft 22.0 sf 642 Ibs R10 TP EAVE 2.00 56.0 psf 1.5 ft 2.0 ft 3.0 sf 138 Ibs R10 HV ENCLOSED 1.40 39.2 psf 5.5 ft 2.0 ft 11.0 sf 321 Ibs R11 H1 PARTIALLY ENCL 1.80 50.4 psf 4.5 ft 2.0 ft 9.0 sf 364 Ibs R11 H1 EAVE 2.00 56.0 psf 1.5 ft 2.0 ft 3.0 sf 138 Ibs R11 RB PARTIALLY ENCL 1.80 50.4 psf 2.3 ft 2.0 ft 4.5 sf 182 Ibs KP1 FDN ENCLOSED 1.40 39.2 psf 16.5 ft 18.5 ft 305.3 sf 8913 Ibs KP2 FDN ENCLOSED 1.40 39.2 psf 15.5 ft 13.0 ft 201.5 sf 5884 Ibs KP3 FDN ENCLOSED 1.40 39.2 psf 17.0 ft 8.5 ft 144.5 sf 4219 Ibs KP4 FDN JENCLOSED 1.40 39.2 psf 9.5 ft 9.5 ft 90.3 sf 2635 Ibs KP5 FDN JENCLOSED 1.40 39.2 psf 9.0 ft 9.5 ft 85.5 sf 2497 Ibs KP6 FDN ENCLOSED 1.40 39.2 psf 8.0 ft 11.0 ft 88.0 sf 2570 Ibs KP6 FDN PARTIALLY ENCL 1.80 50.4 psf, 8.0 ft 3.5 ft 28.0 sf 1131 Ibs KP7 FDN ENCLOSED 1.40 39.2psfl 19.0 ft 13.0 ft 247.0 sf 7212 Ibs KELLEY ENGINEERING SERVICES, INC. SHEET 9 OF 2� . JCHARLES COLLIER REALTY,INC.,PLAN 3045,OCEANWALK Uplift Hardware/Connector Schedule. The total uplift forces for each framing member are listed along with the appropriate hurricane clip or connection hardware. A continuous load path is provide from the roof members to the wall members to the foundation. Certain detail sheets are included as noted. Table 2-Summary of uplift forces and required connectors. UPLIFT HARDWARE/CONNECTOR SCHEDULE MEMBER SUPPORT UPLIFT ISIMPSON FAsrN SEMCO FAST'N RAFTER R1 DOUBLE TOP PLATE 547 lbs (1)MTS12 14-10d (1)HDPT2 10-10d RIDGE BEAM 204 lbs (1)L70 8-10d (1)FAP18 6-8d RAFTER R2 DOUBLE TOP PLATE 780 lbs (1)MTS12 14-10d (1)HDPT2 10-10d RIDGE BEAM 321 lbs (1)L70 8-10d (1)FAP18 6-8d RAFTER R3 DOUBLE TOP PLATE 751 lbs (1)MTS12 14-10d (1)HDPT2 10-10d HIPNALLEY RAFTER 307 Ibs (1)L70 8-10d (1)FAP18 6-8d RAFTER R4 DOUBLE TOP PLATE 523 Ibs (1)MTS12 14-10d (1)HDPT2 10-10d RIDGE BEAM 193 Ibs (1)L70 8-10d (1)FAP18 6-8d RAFTER R5 DOUBLE TOP PLATE 1102 Ibs (2)MTS12 14-10d (1)HDPT2 10-1od HIPNALLEY RAFTER 482 Ibs (1)L70 8-10d (1)FAP18 6-8d HEADER H5 1229 lbs (2)MTS12 14-10d (1)HDPT2 10-10d RAFTER R6 DOUBLE TOP PLATE 780 Ibs (1)MTS12 14-10d (1)HDPT2 10-10d BEAM 321 Ibs (1)L70 8-10d (1)FAP18 6-8d RAFTER R7 DOUBLE TOP PLATE 1131 Ibs (2)MTS12 14-10d (1)HDPT2 10-10d RIDGE BEAM 496 Ibs (1)L70 8-10d (1)FAP18 6-8d RAFTER R8 DOUBLE TOP PLATE 1131 Ibs (2)MTS12 14-10d (1)HDPT2 10-104 HIPNALLEY RAFTER 496 Ibs (1)L70 8-10d (1)FAP18 6-8d PONY WALL 496 lbs SEE DETAIL ON SHEET S-1 RAFTER R9 DOUBLE TOP PLATE 985 Ibs (1)MTS12 14-10d (1)HDPT2 10-10d HIPNALLEY RAFTER 423 Ibs (1)L70 8-10d (1)FAP18 6-8d RAFTER R10 DOUBLE TOP PLATE 780 Ibs (1)MTS12 14-10d (1)HDPT2 10-10d HIPNALLEY RAFTER 321 Ibs (1)L70 8-10d (1)FAP18 6-8d RAFTER R11 RIDGE BEAM 182 lbs (1)L70 8-10d (1)FAP18 6-8d HEADER H1 502 Ibs 01-15 8-8d (p,)HCPLR 8-8d TYPICAL 2ND FLOOR DOUBLE TOP PLATE TO STUDS (1)H5 @ W'OC 8-8d (1)HCPLR @'W OC 8-8d TYPICAL 2ND FLOOR EXTERIOR WALL FRAMING TO 1 ST FLOOR FRAMING: (EXTEND STRAP MIN. 10"ONTO STUDS) (1)CS16 @ 48"OC 22-10d (1)RS150 @ 32"OC 20-10d TYPICAL 1ST FLOOR DBL TOP PLATE TO STUDS (1)H5 @ 16"OC 8-8d (1)HCPLR @ IU'OC 8-8d TYPICAL 1ST FLOOR STUDS TO BOTTOM PLATE (1)SP1 @ 32"OC 10-10d (1)HCPRS @ 32"OC 10-8d RIDGE BEAM (3)KP1 KING POSTS 8913 Ibs (3)CS16 22-10d (3)RS150 20-10d (NOTE: TOTAL 8913 Ib LOAD IS SHARED BY 3 KING POSTS) RIDGE BEAM KING POST KP2 5884 Ibs (4)C 16 22-10d (6)RS150 20-10d BEAM KING POST KP3 4219 lbs (3)CS16 22-104 (4)RS150 20-10d UPLIFT HARDWARE/CONNECTOR SCHEDULE MEMBER SUPPORT UPLIFT ISIMPSON FAST'N SEMCO FAST'N BEAM KING POST KP4 2635 lbs (2)CS16 22-10d (3)RS150 20-10d BEAM KING POST KP5 2497 lbs (2)CS16 22-10d (3)RS150 20-10d RAFTER KING POST KP6 3701 lbs (3)CS16 22-10d (4)RS150 20-10d RIDGE BEAM KING POST KP7 7212 lbs(5)CS16 22-10d (7)RS150 20-10d TYPICAL KING POST TO FOUNDATION ADS-5 SEE MFR HD5A SEE MFR HEADER H4&H5 CORNER POST Cl (3)CS16 22-10d (3)RS150 20-10d CORNER POST Cl FOUNDATION (2) @'A•61 SEE MFR (2)PA25 SEE MFR HEADER H1 CORNER POST C2 (1)CS16 22-10d (1)RS150 20-10d CORNER POST C2 FOUNDATION (1)HPAHD22 SEE MFR (1)PA25 SEE MFR (NOTE: IPA-51 OR PA25 MUST BE CAST INTO SLAB) SEE lgCr1&w1 r•It FOR OTHER HEADER CONNECTOR REQUIREMENTS ANCHOR BOLTS-1/2"DIA x 10"ANCHOR BOLTS w/2"x 2"x 1/8"PLATE WASHER AT 24"OC. SHEATHING-NAIL ALL 7/16"OSB WALT.SHEATHING w/8d COMMON WIRE NAILS @ 4"OC EDGES AND 6"OC FIELD. NAIL ALL 1/2"CDX ROOF SHEATHING WITH 10d COMMON WIRE NAILS @ 6"OC EDGES AND 6"OC FIELD. DECREASE TO 4"OC OVER GABLE END RAFTERS. TOE NAILS-TOE NAIL ALL RAFTERS TO DOUBLE PLATES w/2 PCS 12d NAILS EACH SIDE. THIS REQUIREMENT IS IN ADDITION TO THE SPECIFIED HURRICANE CLIP/HARDWARE. DOLE J. KELLEY,JR., P.E. Consulting Structural Engineer JACKSONVILLE,FLORIDA JOB TITLE CALCULATED BY DATE JOB NO. CHECKED BY DATE SUBJECT :304"5> �G �Ltt'f�L IL SKETCH NO. SCALE SH--k- OF—!�f NLtSc_ : U1-�-.1 FTS �" LCy4�T1oN,S s I) TYPI<AL ;_2.nND FL0012- UJt/131_.6 T•Ot) PL-11Tk TO M-i <' s L�Ja'25-F !"n ,s R = 784 7�6 O-'Li 3o qy 16s Ia. rt_ � t cis (�) iFc('[- rZ or (r) 1�S 16 o.0 — I r _ a).7YpICAL SND FLOO!?, Lv1-Cr1,l0rZ c �;1� L _?-r rr!I1J� TO IST FLo0C,, a ' 310 J►�/lF t p-C. orZ (1),Csl6 y8 0, C. r : �T 1 nen �ThAP rlr� 1Q r� oivTO S-ru!�'S 3J TYPLAL . i ST FLc7C22 00v13L,,. �6 os f? UPLI_FT R 1=A_ ST to -' e-IS 41) ,-TYPICAL tsT FZoo2 „s Tu _S -T-o r-,orrn,, i 'P r_,rq s L L-✓002ST" <-A-<E 1S 97 : uPL)FT /AT l=A. 5T"0) 1! ,Pl - 8o P) _<-PL(. -T , A- C012AJE(2, Past" C1 ( MFFI�C4f� ',. ho µ� 'Un �� t �T [(ta ' Y 0_s ')jz f- (� 'V 6 ')/r;? _va�i a, ; ro Cl wiTN C3)(�SISo 02 3acsr6 . ��,✓' r r+::r�!> is h�� rr> r rN[�) Rs'ISo ofl _C cs 16 C04r�T c r 'r7 -7'' },w.v i�i� i rvOn/ r r y ) , 7 �� PA;LS DOLE J. KELLEY,JR., P.E. Consulting Structural Engineer /�+ JACKSONVILLE,FLORIDA JOB TITLE �--14"4Z-S 4�L PM4070 CALCULATED BY GG DATE ` JOB NO. CHECKED BY DATE SUBJECT S ©C4'�A ftkc SKETCH NO. SCALE SH �' OF—.Ff -71G� UP I Ft AT (:/r 1 UPI.I FT s'X �:S') x y - to .;i`) + (S'>< 1. C6.o- I":)p �) + r Coti,�JCcT fK4DFj'L- /tl 7'o :<T COLvM�J C2ro ITr�un.1aATloAI W�TN SFMcO c'i)Pr12S U✓� a��iPSonJ (� I�PAkp2a C6 - rwro >r/IS UPOFT AT FfEAD-tz- 03 ( !t ' c q1 Ac-f:- D,510 AT END of It- /v FroY-Ci,T uP�► (V;X 6,5) N ( 9. �<` - rod <.� � ► ( r.� 12.5roan< 3' )X ( 31. 01 4 10� ( -�i _I!.�4 (,I'L r>-'T /1-7- To FR0Nr. usF yres gsi, co Ar j4f-4o`j2 A,vo Fou joA-'►off, s _P u s 17SS Ids v)PL I F71 rza�1 ft rlDI-0 1ta _TAT/JL uf?t r F f ATsv'r'I'c'� 'T i. IF N Gtr"'.i �� t�ocr;� 606y r /�� r�� >'� Fr _ �2-5 X 9) u(.sY-a ;r. 101.E }1 (� 7') x (s6-o �tf - to o)s � 4 3 { k KELLEY ENGINEERING SERVICES, INC. SHEET 13 OF Lc CHARLES COLLIER REALTY,INC.,PLAN 3045,OCEANWALK Section 4 Analysis of Lateral Forces. Framing members are analyzed for maximum induced bending moments due to the Lateral Design Pressures calculated in Section 1. The Uplift at window/door headers is also calculated. MmAx= Maximum induced bending moment= (wL2)/8 MALLOW=Allowed maximum bending moment= Fb x Z= Fb x(bd2)/6 FROM SBCCI 1993 TABLE 305A(All factors have been removed). Species Fb b d SPF#2 2x4 1186 psi 1.5 3.5 Form Factor-Cf 1.10 SPF#2 2x6 1038 psi 1.5 5.5 Repetitive Member Factor-Cr 1.15 SPF#2 2x8 963 psi 1.5 7.5 Load Duration Factor-Cd 1.60 SPF CG 2x4 850 psi 1.51 3.5 SYP#2 2x4 1500 psi 1.51 3.5 WALL PRESSURE 28.0 psf SYP#2 2x6 1250 psi 1.5 5.5 SYP#2 2x8 1200 psi 1.5 7.5 SYP CG 2x4 1100 psi 1.5 3.5 TOTAL NUMBER OF FULL HT STUDS REQUIRED (FOR WINDOW/DOOR OPENINGS) TOTAL USE Fb CfCdFb MALLOW Mmx #STUDS EA SIDE 16'Garage Door SPF#2 2x4 1185.8 2087 6391 in-lbs 16.0 ft 9.0 ft 54432 8.6 5 9'Garage Door SPF#2 2x4 1185.8 2087 6391 in-lbs 9.0 ft 9.0 ft 30618 4.8 3 9'Patio Door SPF#2 2x4 1185.81 2087 6391 in-lbs 9.0 ft 10.0 ft 37800 6.0 3 T Entry SPF#2 2x4 1185-81 2087 6391 in-lbs 7.0 ft 10.0 ft 29400 4.6 3 Up to 6'Window SPF#2 2x4 1185.8 2087 6391 in-lbs 6.0 ft 10.0 ft 25200 4.0 2 REQUIRED ON-CENTER-SPACING OF STUDS (FOR WALL FRAMING) w Fb CfCdCrFb MALLOW yAi"L MMAX GUIDE USE 10'Walls SPF#2 2x4 1185.8 2400 7350 in-lbs 10.0 ft 4200 in-lb/If 21 in 16 in OC 8'Walls SPF#2 2x4 1185.8 2400 7350 in-lbs 8.0 ft 2688 in-lb/If 32 in 16 in OC UPLIFT AT EACH SIDE OF HEADERS >� HEADER TSP lop l3QTTbM t30- foM UPLIFT/SIDE SFMC-o SI."P5oL) SEM co -sl MPsof,/ k Header H2 780 lbs 2.0 ft 9.0 ft 1755 Ibs(:2)(2,51.5-) (a)cs iG IjDs-g, HpaA Header H6 1131 Ibs 2.0 ft 9.0 ft 2545 Ibs(s)Rs iso W c s'6 AD S-�2- H Da A Header H7 566 lbs 2.0 ft8.0 ft 1131 lbs (a)#zs)5o 6 (3)IICPL r- 3)H S Header H8 520 Ibs 2.0 ft 6.0 ft 780 lbs (i)Rs i s,o C2)FkPL( (z)HS Header H9 751 lbs 2.0 ft 6.0 ft 11271bs (z),�,,Siso (i)csib 3 He(Ir_ <3)HS Header H10 566 lbs 2.0 ft 4.7 ft 665 Ibs (%)gsvS0 Ci)cz16 C;t)jtpLfL 4z)y!; Header H11 566 lbs 2.0 ft 4.0 ftj 566 lbs (i) o Cl) "I; * AT Ri:I}RI`IOST sui'P-)iZ-r To -�w�r7�;��r U'-;C- Abs- r7 DOLE J.KELLEY,JR., P.E. Consulting Structural Engineer /';4 YL �+ -JACKSONVILLE,FLORIDA JOB TITLEy 41 - 'J eCq-.I M jPff7q CALCULATED BYGG 'L DATE-6[1 3 !?A� JOB NO. CHECKED BY DATE SUBJECT 304 S gAa&M tl tom!A L,IL. SKETCH NO. SCALE SH14 OF:!�A 1 iQ101�t ,BEA�?.SHALZ;_,8� ME - I l PC S T- I I I ,,z S_ � ,�'Rfi;4T ��_ 77 r �C RAFTE/? S/D,Es /F a��ESS:4 _ a 24"O I I VV � i �t I p � ,X 6N 5'yP 7-/R*X/0. 2 C01-LAR I - . PA ,-2 W�8 FSS /'2 d. �1.4%�. EACH , '__ T 61V V { - I I i , I I t y , DOLE J. KELLEY,JR., P.E. Wnsuiting Structural Engineer JACKSONVILLE,FLORIDA JOB TITLE ,�. r�LEs GALL I ER %�t-r}�Ty CALCULATED BY GG K DATE JOB NO. CHECKED BY DATE SUBJECT _ '3d�SI1J IJV o� SKETCH NO. SCALE SH 5 OF 2 4 RAF E'/2' I - ! RAC/NCS SCUD. f j I I I i ' ' I RS 1. I i I I I I I +p x 4._PGATE x STR Rocs -- - AP F �., .. rn I 2R�ieTER 1 2 yt STUQ.C _2¢ 4;C1. Cis f 24=yo:C `A-Z7F,,`AACD x M/a 14E7 R74AC/N I I �_._., ... .,_. o 2 x6, ,BoT%oM: STRAP I , I I _ . I I i I- I I I ! I %DOLE J. KELLEY,JR., P.E. Consulting Structural Engineer ��[� JACKSONVILLE,FLORIDA JOB TITLEft1(Ws C.GGL'C 14 �+r I� CALCULATED BY �G'� DATE JOB NO. CHECKED BY DATE SUBJECT 3 A J OG6AbV W Mr-� - SKETCH NO. SCALE SH—L(e—OF*' I ' - AS.SPF /X/lFD./�ITy�'Cott E�T/oc/ K/P Rkc T,C/� - $CHEDU f I SER /NTE�'SlEG �A ,- JACK RAFTS" :W/IeA c7ACKRAI�'TFR=IS4=Q a2Y,,�k ER _ - + + _TOENA/ + j , L. }- ' I � /rt/STA;I.,G A014DD0Wi4C , ( ( I ; A/ZDIx%ARE/4 S�PE'R $C EQUG�E ' ---CORNERVS 7 i 1 ' .o i - -- I + = PF14 N I IVAIL/Ni E1A /,/T.SAr 111P AND A EY 4ATER.5` + ► I � _ y a . i f DOLE J. KELLEY,JR., P.E. Consulting Structural Engineer JACKSONVILLE,FLORIDA JOB TITLE CALCULATED BY efe.4- DATE 1 0)+ .� JOB NO. CHECKED BY DATE SUBJECT .70� O G.•En4O OK-Lem SKETCH NO. SCALE iOlt,- ggAtii �' wA ! S1 owl LA0, I1,40 z> il-r P. rL ' _�_. i �T�'ice/ .�h��R � � Fv►.o'w► � u8cc j?'o T142s7ti a s a i -RA Al,U_._. �J 4,d=N,9�/L$ i .. I I _ : I A I I i I ' ii a i 1 iOf ! ! L_F- . SEUZ O TO EXTA7Z/OR I I T ANG—�eR.4M/NU .l f��',e, d I l OJT—Wis Ll- I ; E" I ; DOLE J. KELLEY,JR., P.E. Consulting Structural Engineer L,�,a JACKSONVILLE,FLORIDA JOB TITLE Inn CV44s. Z7:jg r-� CALCULATED BY GG L DATE II 3 �4 JOB NO. CHECKED BY DATE SUBJECT C>64- N LIJ1A1J� ''jj SKETCH NO. SCALE SH.a,OFA } ' �0 1 Qi t I QQ f,., 1 i. �_ 1 I ry x 1.. ro R 2uj � . I i U: VF 1 1 } iI iwi t 1 t TM Corporate Headquarters Jacksonvi01 1 Fdu i try Drive , oda 32218 Southeastern Metals National Wats(800)874-0335 :Technical Support(800) SE SPECS (737-7327) Miami Wats(800)640-4981 TRUSS TIE DOWN STRAP (Sanibel Strap) Design Features: • Provides additional increased resistance to wind uplift to secure rafters and trusses to wall t!!' SINGLE 2X studs,top plates or concrete tie beams. • Allow for up to 1 1/4 inch of horizontal movement. Materials: 18 gauge galvanized steel Loads: 320- 1880 lbs. 13/4* FASTENER ALLOWABLE IS 1/4' SCHEDULE LOADS a' PRODUCT PER DOUBLE 2X(2) SIZE CODE GAUGE CTN HEADER WIND UPLIFT 13W FASTENERS IN WOOD 2X HDP2X 18 10.10d 1566 25 2X(2) HDP2XD 18 12-10d 1880 25 FASTENERS IN CONCRETE* 2X HDP2X 1 18 1 8-NK or DN 1566 25 2X(2) HDP2XD 18 8-NK or DN 1880 25 FOOTNOTE: Fasteners are placed on model#HDP2X each side of truss,2 in the top layer and 3 in the bottom layer of the double top plate members. Fasteners are placed on model#HDP2XD each side of the truss,3 in each layer of the double top plate members. Concrete fasteners capacities for other manufacturers may vary. INSTALLATION: Use all specified fasteners in schedule to achieve values indicated. Consult manufacturer for information leading to the NK fastener. SEE GENERAL NOTES: 1,2,3,6,'7 CODE COMPLIANCE: S.B.C.C.I. #9166,METRO DADE COUNTY REPORT#91-0830.8 15/8" TRUSS TIE DOWN STRAP (True Tie) PRODUCT PER TOTAL NUMBER OF SIZE CODE DESCRIPTION GAUGE CTN FASTENER FASTENERS 61/4" 2X HDPT2 Single True Tie 18 25 SIZE 2 4 6 8 10 12 > 2X(2) HDPTD Double True Tie 18 25 8d 320 640 960 1280 1333 1333 �4. 3 1/8" 10d 387 774 1162 1333 1566 1880 7HDPT2Alternate fastening schedule for various uplift foods GLE FOOTNOTE: Fasteners are placed on each side of the truss into the top&bottom layer of the double top plate members in equal quantity. Fasteners HDPTD 5 1/2" shall not be less than 1/4'from the edge of the strap and spaced not DOUBLE less than 3/8"from the edge of the framing member. INSTALLATION: Use all specified fasteners in schedule to achieve values indicated. SEE GENERAL NOTES: 1,2,3,6,7 CODE COMPLIANCE: Engineers sealed approval available upon request. Patent Pending 13/4" ROLLED STRAPPING " Design Features: • Rolled strapping meets a variety of applications and specifications. • Use for wall bracing or cut to length strapping at site. Materials: 16 gauge galvanized steel Loads: 1040 lbs. O DESIGN PRODUCT GAUGE PRODUCT CUT LENGTH END NAIL LOADS--.`.`,ePER CODE DESCRIPTION LENGTH SCHEDULECTN 100% 160%. RS150 16 1 1/4"X 150' Clear Span+26" 13' 24.8d 1040 1040 1 Clear Span+22" 10' 20-10d 1040 1040 1 j Erw UENGTM FOOTNOTE: Other lengths and gauges available. CLEM sww INSTALLATION: Use every other nail hole to achieve code required minimum on center spacing for s ecified nails. SEE GENERAL NOT�S. 8,9 RS CODE COMPLIANCE: Engineers sealed approval available upon request. 22 . s TM Corporate Headquarters F111801 Industry Drive MC Jacksonville;Florida 32218 rt National,Wats 800;874-0335 � Southeastern.Mdds ) Technical Support (800) SE SPECS`(737-7327) Miarni Wats(800)640-4981 UNIVERSAL FRAMING ANCHOR .r- esign Features: • Multi-purpose easy to use anchor for almost any wood connection task. 3• • Anchors rafters and wood roof trusses to plates. - Anchors floor and ceiling joists to headers,and solid blocking to plates. FAP18S "mss- - Use as 900 framing angles to join posts to beams and make other right- angle connections. • Anchors are readily bent on the job for any of six right-hand or left-hand FAP18 configurations. ' Material: 18 gauge galvanized steel Loads: 274-743 lbs. C ALLOWABLE LOADS SIZE PRODUCT GAUGE FASTENER PER COdE SCHEDULE CTN y A B. C Q 45/8 FAP18 18 6-8d 628 274 743 100 A 611' 100 FOOTNOTE: Recommended nails,8d INSTALLATION: Use all specified fasteners in schedule to achieve values indicated. SEE GENERAL NOTES: 1,2,3,4,5,6 / CODE COMPLIANCE: S.B.C.C.I. #9166 B BD FRAMING ANGLE Design Features: Connect posts to beams or plates,beams to girders,solid ' blocking to plates,and for other connections. Precision-formed angles assure square(right angle)connection; Aft x � � pre-punched nail holes ensure adequate nailing;eliminate . " " H time-consuming, unpredictable toe-nailing. - �\I_ Material: 16 gauge galvanized steel '." 'arDIMENSIONS PER "ODUCT �. S (:ODEs� GAUGE +J H; :BDA CTN 11/2 CLP15 16 21/2 111/2 111/41 100 `\ 3 CLP3` ' 16 2112 - 8" 1 1/4 100 5 CLP5 16 21/21 5 11/4 50 CLP 900 BRACKET Design Features: - 900 Bracket is easily and quickly used for tying of trusses to non- . loadbearing walls. H Vertical slotted hole allows vertical movement for fast,easy truss seating under full dead load conditions. v �l D Multi-purpose bracket for many applications. TTS Material: 16 gauge galvanized steel �ODUCT 6' DIMENSIONS�k I NAfI "SCHEDULE'S pER SIZ CODE GfU Hra D fRU3Stj.PtATEy 3X3 -TT-S 16 2 1 3 21/2 (1)8dX1 1/21(2)8dX1 1/2 100 - ''°YM•P� .,>;, � � FOOTNOTE: To order product hot dipped galvanized finish,add HDG to stock number,as • 1 in TT•SHDG. SEE GENERAL NOTES: 8,9 -)S 060601SEM;? ! ` }{� * Bt�tt�lin�.7L•Mls 't �, �� o a ,e it WN i �' . ' t s•taa Technical Suppo'rt�(800) SE SPECS''(737 7327) r ...fer,S ! ,�, /!.-,a kti. •.tg + . E�iti4.u..dYP a,.n .1iad+;A .n .il,xw.iMJ^... r� . •'/ HURRICANE ANCHOR Design Features: • These ties add increased resistance to wind uplift. o,;• • Precision preformed galvanized steel. • Eliminates toe nailing utilizing correctly located nail holes for fast,easy and strong attachment of rafters and trusses to plates and studs. •` m • Saves labor costs. Materials: 20-18 gauge Galvanized steel Loads: 95-990 lbs. REGULAR ,> , ° M 2 �..: ;A LLOWABLE rrq f t. t✓a DIIyIEN �QNS SC DOLE +' gr `?` Al ,nkK° .0LOADS' A4.,.. PER DESCRIPTION PRODUCT CODE GAUGE i tai„ � %,, r � FS, RAL, `aWtNDi CTN va r r4H FtAFTEFt STUD. + M, s .f.' ,,t iii+ .tk �tF�i�v#1HA2 UPLIFT 4-6d 4-6d 95 145 458 500 Regular HCPR&HCPL' 20 11/2 5 ^\ 4.8d 4-8d 95 145 611 500 Regular. HCPR18&HCPL18 18 ,. 11/2' ;,4 , ';,.4-0� .4 ::4.8d; ;, '„ 95, 145 ,''811• , 500' Long Tie HCPLR HCPLL 20 11/2 61/8 4.8d 4-8d 180 60• 611 100 A2 Long Tie: HCPLRI8&HCPLLI8 18 .m. x:11/2' ?618 4=8d n�:#'*4 M � , X180;; 60.. -611. r100i> Dbl.long Tie RT10 20 11/2 91/8 5-8d X1 1/2 8.8d 5.8d Xt 1/2 115 95 764 100 HCPR/L Reversible RT12 -18 !.1 112 K3.��f ' I ' k Available in left or right �48d r! 48d� ' .ax.,'.�,_ '130' ..100; 611 = _100' Truss Tie HCPTA 18 21/2 20 8.1Od 4-10d 8-10d -- - 990 50 FOOTNOTE: Allowable loads are for one anchor.A minimum rafter thickness of 2 1/2-must be used when framing anchors are installed on each side of the joist and on the each side of the plate. �tFINSTALLATION: Use all specified fasteners in schedule to achieve values indicated. ' t SEE GENERAL NOTES: 1,2,3,5,6, 10 • CODE COMPLIANCE: S.B.C.C.1.#9166, ••S.B.C.C.I.#9320 METRO DADE COUNTY REPORT#90-0420.2,#92-0830.6 Al Al REVERSIBLE �, e Al TRUSS DOUBLE °�° TIE HCPTA LONGTIE LONGTIE A2 HCPLR/LL °° A2 `RT10 RT12 Available in left or right FLOOR TIE ANCHOR ►► Design Features: • These ties are designed especially for use with floors constructed above grade,as a connection between first or second floor level to studs. • Nailed installation saves labor costs. " Materials: 16 gauge galvanized steel "' ` HCPFA Loads: 1208- 1312 lbs. ALLOWABLE 'FASTENERVS LOADS ' PRODUCT ° CLEAR f PER DESCRIPTION GAUGE LENGTH CODE SPAN .tet 0;x;1 4eT0° P m" CTN 3t PLATE STUD WIND UPLIFT � Stud First Floor Tie HCPFA 16 20 8-8d 8.8d 1208 50 Stud Second Floor Tie HCPSA 16 40 17 8.10d' 1312' 20 INSTALLATION: Use all specified fasteners in schedule to achieve values Indicated. CODE COMPLIANCE: Engineers sealed approval available upon request. HCPSA •• 19 ( I ' TM Corporate Headquarters ' tr ;tg r� 11801IIidustryDrive j JacksonViile'VFlorida`32218 ; Suthas er: s'�soo)aT4o335 E x "`Y " ""� ° iami Wats 800 '640=4981 . a TechinlCai Sup ort;(8U0 PECS (737-7327 M ( ) .�,.._. RAFTER .CLIP. ...,.. )� a... ._. . .. ...W Design Features: A fast, economical tie to secure rafters and trusses to wall Al y -sr \ studs and top plates. ; Materials: 18 gauge galvanized steel .'HA' L 'ads: 235'-849 lbs. 2 ° N,'. N :•.'FASTENER`. ALLOWABLE p1� ' HCPRF PRODUCT DI E }S 0 S SCHEDULE LOADS !N,"t; PER SIZE GAUGE CODE � ,. ��>, ,.. ••.�: , LATERAL` :,WIND CTN W TRUSS PLATE w W :l Al .A2:; UPLIFT ,.a., y - 6-8d 11-8d -- 849 100 5-Way Grip Clip CLP5W 18 19/16 6 6d 11 6d 630' 100 RafterCiip: HCPRF. 18 19/16 6.8d 6.8d 395 235: 849.;; .100 Rafter Clip HCPR3 18 29/16 6.6d 6.6d 395 235 720• 100 Rafter Clip HCPR4: 18 . 3 9/16 6.6d 6-6d 395 235 720 100 CLP5W INSTALLATION: Use all specified fasteners in schedule to achieve values Indicated. 1 SEE GENERAL NOTES: 1,2,3,5,6,10 CODE COMPLIANCE: S.B.C.C.I. #9166,#9320 METRO DADE COUNTY REPORT#89-1202.1,•#910702.4 I SCISSOR TRUSS CLIP Design Features: • Specifically designed to prevent uplift for scissor trusses. • Allows for up to 1 1/4 inch of horizontal movement. r Materials: 16 gauge galvanized steel Loads: 905lbs. 11/4' , \ " DIMENSIONS FASTENER ALLOWABLE SIZE PRODUCT' GAUGE - :,,,SCHEDULE i:.,LOADS� PER VI11' - CODE CTN ' W ,' D ' TRUSS, PLATE `.:WIND.UPLIFT 2X4 Top Plate 1 STC-24 16 46/116 9/16 15/8 (5)10d (6)10d 905 50 2X6 Top Plate ' STC-26 `; 16' -51/2,`, '15/8 (5)10d (6)10d ''905 . 25:' 2X8 Top Plate STC-28 16 71/4 15/8 (5)10d (6)10d 905 25 D � STC FOOTNOTES: Uplift Loads have been increased 60°k for wind. INSTALLATION: Use alls ecified fasteners in schedule to achieve values Indicated. W SEE GENERAL NOTES: t�,9 it CODE COMPLIANCE: Engineers sealed approval available upon request. f Al STUD PLATE - STRAPS Design Features: Economical installation to achieve continuous loading from top plate to stud and from stud to ®® �'a,� ` '' sill plate. >>�j(r� Materials: 20- 18 gauge galvanized steel WA2 Loads: 235-1075 lbs. HCPRF FASTENER ALLOWABLE 2� I Ai SCHEDULE ",,LOADS ®• ' / ( SIZE PRODUCT GAUGE PER ! • y l ��Al CODE LATERAL' WIND CTN f� ��\) STUD PLATE Al q2 UPLIFT •oaf fk:. Single Plate PBS-22 20 4-10d 4-10d - - 715 100 HCPRS Double Plate 'PBS-24 206•1Od 6.10d - -•• 1075 20 5-8d 5-8d 764 0 0 ° Single Plate HCPRS 18 395 235 600 100 6-6d 5.6d I 525' ff ° ° 6.8d 6.8d 395 235 849 I ° Dpuble Plate HCPRF 18 100 ° PBS22 r 6.6d 6••6d 395 ._235 1 720 Stlap RTP2080 `20 4 8d 4-8d = - 611 100 RTP2089F SEE GENERAL NOTES: 1,2,3,5,6,8,9,10 CODE COMPLIANCE: S.B.C.C.I.#9166,#9320,*METRO DADE COUNTY REPORT #91-0702.4 20 z¢ M 0606 SEM ` Buyiine 9244 �� _ 4., South�aste��ll�ei als , Technical Suppo"rt(800j SE SPECSC�(T3T 327) r, STUD PLATED SHOE Design Features: • Protects plumbing,electrical lines,intercom and alarm systems against piercing by nails,screws or power nailers. ` Materials 18 gauge galvanized steel n�X� H DIMENSIONS PER PRODUCT 'o — SIZE- CODE : GAUGE W H CTN Ii Single S-2 18 19/16 57/8 50 S-2&S-4 a a Double $-4 18 31/16 5 7/8 50 FOUNDATION STRAP Design Features: • Economical installation to achieve continuous loading from ledge plate to footing. • Foundation strap allows a 6"embedment into concrete. Materials: 12 gauge galvanized steel Loads: 645-2560 lbs. ,��ALLOWABLE LOADS NAILS ONLY f�� DIMENSIONS PRODUCT GAUGE 2X8 PERIMETER?sk. ,2X10'OERIMETER 2X12PERtMETER 2X14 P RtMETER P,ER >'r �t �r , µ CTN CODE L L1 NAILS tWIND� NAILS 'WIND IM D, AILS WIND , UPLIF`r. UPt F TA-41 12 381/4 175/8 8•1Od X1 1/2 1280 10.10d X1 1/2 1600 14.10d X1 1/2 c3'1240 ;16.10d X1 IN y.,2560 ' 10 TA-51 1,12, :• 481/4 221!8 ',8 tOdX1 1/2 1280 ,101t)dX11/2; ;4'1600_ ; 1410d'X1 TA-61 12 581/4 221/8 8.10d X1 1/2 1280 10.10d X1 1/2 1600 1410d X1112 °:x2240 16-10d X1 1/2' :2560 10 r . �ALOWABLE LOADS BOl.�TS ONLY, T ,Y s x', DIMENSIONS 2X8. �p �Ci2. 'PER PRODUCT GAUGE PERIMETE� ? ERIMETER ERIMETER ERI..... CODE ,� . ..a STN ` ,�, t3 WIN �t !WIND` �t�D ND I dam. L ' L1 BOLTS BOLTS �tro . BO 3 : UPLIFT, A,d UPL'IF,Tr BOL`1S'UPLIFT; TA-41 12 381/4 175/8 2-1/2 645 3-1/2 915 41/2 .1125 ;.',6-1/2,,1, 1370 10 TA-51 j:A2 ;; 481/4 221(8 2.112 645,» ,+`3112 a915.`? !�112 , ;1125w. : 6-{�2i370 TA-61 12 58114 22118 2-1/2 645 3.1/2 915 4-1/2 1125 6-1/2 1370 10 FOOTNOTES- All references to bolts or MB's are structural quality through bolts equal to or better than ASTM Standard A 307. Uplift Loads have been Increased 60%for wind. Length embedded into concrete. SEE GENERAL NOTES: 8,9 TA CODE COMPLIANCE: Engineers sealed approval available upon request. PURLIN SILL ANCHOR 2" Design Features: • Accommodates diverse design requirements for concrete to wood installations. • Purlin anchors allow a 6"embedment into concrete. a Materials: 12 gauge galvanized steel Loads: 1485-3445 lbs. DIMENSIONS FASTENER ALLOWABLE SCHEDULE,. LOADS.: pER L PRODUCT SIZE CODE° GAUGE UPLIFT UPLIFT CTN L BOLTS NAILS LOADS'; LOADS i BOLTS :NAILS' 2X181/2 12 181/2 2-1/2 12-16d 1485 2690 10 2X23314 P 12 23 314 3-1/2 18-16d 2150 3445 10 . 2X25318 PA-25 12 25318 3-1/2 18.164 2150 3445 10 2X29 12 29 4-1/2 24-16d 2710 3445 10 PA 210 x35 PA-35 12 35 4.1/2 24.16d 2710 3446 10 FOOTNOTES: All references to bolts or MB's are structural quality through bolts equal to or better than ASTM Standard A 307. Uplift Loads have been increased 60°!for wind. SEE GENERAL NOTES: 8,9 CODE COMPLIANCE: Engineers sealed approval available upon request. 21 F-1 TM06060/3EM . MVr ' _. Buyline 9244 ►Southeastern`Mtetluls �Y Technical Support (800) SE SPECS (737-7327) i GIRDER TRUSS STRAP Design Features: • Ideal for girder truss connections were there is a high uplift load requirement. r • 1/2"Anchor Bolt to sill and nail on strap connector. • Washer pla0adds increased resistance to wind uplift. H Materials: 14 gauge galvanized steel strap,.11 &3 gauge galvanized steel plate. x, Loads 1480-4490square washer " ., f '&' .9a^4�.�bk-r' ^t '�{„M.f �m+�'i"1 ir,. ,�s-., . . � •. ... .<.. PRODUCT ,GAUGE DIMENSIONS ��, "FASTENERS, ,ALLOWABLE LOADS PER , `CODE' STRAP PLATE j W L H,. '-51LL" STRAP 'BOLTS NAILS CTN 14•16d SGP2 14 1/4' 15/8 4 181/4 (1)1/2-BOLT _... 2325 10 15.10d NITS2TB ;.t0.a c 3 , ;21/168 25/8.x +;273 (1);3/4;BOLT: s2418d@•r. ._ 1480 . " J,y.4490' 10 1 FOOTNOTES: Use all specified fasteners in schedule to achieve values indicated. SEE GENERAL NOTES: 1,2,3,6 CODE COMPLIANCE: Engineers sealed approval available upon request. ;? SGP r . HOLD.DOWN ANCHOR Design Features: • Ideal for shear walls and vertical posts. EFE Loads: 1860- 15,630 lbs. I Materials See chart A' f .Yin. .- .'.,'.,� DIMENSIONS < w BOLT:SCHEDULE MIN:EMBEDMENT END ^ DESIGN LOADS(LBS.)' PRODUCT STEEL' ANCHOR.BOLT DIST. STUD THICKNESS INCHES PER CODE W H D CL (INCHES) TO STUD TO SILL 4 '2000 PSI INCHES 1 1/2 9 31/2 51/2 CTN DS- 2 5/8 8 23/4 1 IN 12 GA. (2)5/8 (1)5/8 12 43/8 100 3330 3325 3315 25 ADS-5 3112 93/8 37/8 21/16 10 GA 2)3/4 (1)3/4,, i'S1/4`�. X2250 :"4430' .r4800�4 --075"],"12, ADS-7/ 31/2 143/4 3 7/8 2 3/16 14 (3)7/8 (1)11/8 19 61/8 3830' 7670 9010 9705 1 6 2'318"" ' Y . , Y73465AS204 4 3/4. 203/4 412' 1 '''15630' ,;1-i AD-2 2 318 6 1 3 13/8 3116 (2)5/8 (1)5/8 12 43/8 1905 3375 1 3370 3355 10 3,': 61/4; 3112 '2118 -;3/16 (2)3/4ko' ,�(1)3J4Es5;1/4,"` ;2270 4465.; `;4848.;, 4815 .10 AD-6 3 121/2 31/4 17/8 1/4 (3)314 (1)1 15 51/4 3365 6620 7275 7250 5 AD-7':`°` 31/2 113/4 '33J4 21/8 s"`.114 5t •€'3(3),7/8�t°+(1��1`1/8 x�?� 18 ,.s' 6'1/8 `3820; 7655:' 8990" i AD-9 31/2 161/2 41/2 21/8 1/4 (3)1 (1)11/8 25 7 4240 6675 10230 12510 1 jAD-112,_` 3 I 201/2 4112 .21/8 .;: %4 _" (4)1 4,. !;(1)1,1/8 30" 7 5020 10215 13120 15630' i :I AD-15 3112 241;2F4 1/2 21/8 1 1/4 (5)1 (1)11/4 30 7 5180 10215 13465 15630 1 FOOTNOTES: Design loads have been increased 60%for wind. 'Design loads shown are for connection to stud. Inquire to verify adequacy of product in cement. To order product with hot dipped galvanized finish,add HDG to stock number,as in AD-2HDG. Inquire to determine adequacy of stud to resist published loads. SEE GENERAL NOTES: 8,9 CODE COMPLIANCE: Engineers seated approval available upon request.: HH o '' i kD,p 'W r P ADS2&5 \,. : AD6 ADS7&20 ADS7/9/12/15&20 AD2,5&7 35 KELLEY ENGINEERING SERVICES, INC. SHEET I OF-2F-f- Consulting Structural Engineers JACKSONVILLE, FLORIDA CALCULATED BY DWB DATE 6/q/414 JOB TITLE CHARLES COLLIER REALTY, INC. CHECKED BY DATE JOB NO. q4 Z30 SKETCH NO. SCALE SUBJECT PLAN 3045, OCEANYVALK HURRICANE ENGINEERING CALCULATIONS FOR PLAN 5045, OCEANYVALK ATLANTIC BEACH, FLORIDA CHARLES COLLIER REALTY, INC. The purpose of this report is to analyze the structural systems and components of the subject residential building for compliance with the 1993 SBCCI Standard For Hurricane Resistant Residential Construction SSTD 10-93. The report has four main sections: Section 1 -Calculation Of Wind Pressures. Section 2- Analysis Of Shear Forces. Section 3- Analysis Of Uplift Forces. Section 4- Analysis Of Lateral Forces. The Engineer certifies that these Wind Load Calculations have been reviewed and finds the wind load values, connector specifications and material specifications shown hereon to be in compliance with the SBCCI Standard building Code, Chapter 12, Section 1205.2 for this specific residential structure. Be advised that these codes preclude that all exterior window and door openings are secured and protected for the duration of a wind storm condition. Note: The 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. 1994 T ;adding and LO 3i C6Z 07�le (ol3/0� KELLEY ENGINEERING SERVICES, INC. SHEET Z OF �. CHARLES COLLIER REALTY,INC.,PLAN 3045,OCEANWALK Section 1 Calculation Of Wind Pressures. Input Criteria. The Basic Wind Speed is selected from SBCCI 10-93 Figure 1205. Basic Wind Speed: 110 mph Mean Roof Height: 20.0 ft Roof Pitch: 8 12 Roof Angle: 33.7 Deg Use Factor: 1.00 Velocity Pressure. The Mean Roof Height is used with Table 1205.2A to calculate the Velocity Pressure. Table 1205.2A Roof Ht Pressure h, 20 28 q, 28.0 psf h2 40 34 q2 Use P = 28 psf System Design Pressure. The System Design Pressure is used to analyze the shear forces on the external and internal shear walls of the MWFRS. From Table 1205.26, the worst case GCp coefficients are selected. GCp Coefficients Pos. Neg. 37.8 psf 0.60 0.75 Use P = 38 psf Lateral Design Pressure. The Lateral Design Pressure is used to analyze bending moments in wall framing members. GCp Coefficienti 1.00 Use P Uplift Design Pressures. The Uplift Design Pressures are used to analyze the uplift forces on the roof, wall and foundation members. Use the appropriate GCp for each type of exposure. TYPE GCp PRES UPLIFT DEAD LOADS ENCLOSED 1.40 28.0 psf 39.2 psf ROOF 10.0 psf PARTIALLY ENCL 1.80 28.0 psf 50.4 psf FLOOR 15.0 psf EAVE 2.00 28.0 psf 56.0 psf WALL 10.0 psf EAVE CORNER 1 2.15 1 28.0 psf 1 60.2 psf POINT (L-X)/L FIGURE 1205 TABLE 1205 BASIC WfND.SPEEDS FOR 50-YEAR MEAN RECURRENCE INTERVAL USE FACTORS FOR BUILDINGS AND OTHER STRUCTURES Virgin Islands and Puerto Rico shill use a bask wind speed of 110 mph Nature of Occupancy Use Factor All buildings and structures except those listed below 1.0 Buildings and structures where the occupant —�— `-- -- — — load is 300 or more in any one room. 1.15 O Buildings and structures designated as essential facilities, _ including,but not limited to: 00 (1)Hospital and other medical facilities having surgery or emergency treatment areas l o g z o C (2)Fire or rescue and police stations t (3)Primary communication facilities and disaster .t1 s operation centers (4)Power stations and other utilities required in an emergency 7p g.> P, g x Buildings and structures that represent a low hazard to human life in the event of failure,such as agricultural 0.9 buildings,certain temporary facilities,and minor storage I facilities co Y• o `" o 1 N TABLE 1205.2A VELOCITY PRESSURE(psf) 1 _ 1. Building Height 60 ft or Less Mean Roof Fastest Mile Wind Velocity,V(mph) Height(ft) (From Figure 1205) - 4m ''o `xx X 80 90 100 - - — 0-15 10 13 17 21 25 AC 20 11 15 19 23. ,K•t�kx .o o - o - 40 14 18 23 28 34 60 15 20 25 31 38 1- '01¢ II ' II Notes: 1 ,$1 1.A single value for velocity pressure is used for the entire building. (�/ i I �I 2.Eave height may be substituted for mean root height it roof angle does not exceed to*. (r xtKx ; 3.Linear interpolation of tabled values is permissible. „ xxkx 1, 280 1992 Revisions Standard Building Code/3c1991 Standard Building Code/Q1991 1992 Revisions 281• Y TABLE 1205.2B GC COEFFICIENTS FOR MWFRS PROVIDING RESISTANCE IN TRANSVERSE DIRECTION' FIGURE 1205.2B1 End Zone Coefficients Interior Zone Coefficients APPLICATION OF COEFFICIENTS FOR PRIMARY Roof Notes STRUCTURAL SYSTEMS PROVIDING Angle 11 Z< '3 4 1 2 3 4 RESISTANCE IN TRANSVERSE DIRECTION o<asto° 2 +.50 •1.4 -.80 70 +.25 1.0 65 55 Positive si n indicates inward actin pressure) cm 3 +.90 1.0 40 30 +.65 .60 -.25 -.15 ( g g p ) 'v t0°<a 530° 2 +,70-• -1.4. -1.0 95 +.40 •1.0 ,75 -.70 3 +1 -1.0 60 +.80 60 35 30 0° 30°<a 545° 2 +.60 +.10 80 7 +.45 +.05 -.70 •.65 low CASE A: WINOS GENERALLY PERPENDICULAR TO RIDCE LOAD CASE et:WINDS CENEWYlT PARA&LEL 10 RIDGE v a' 3 +1.0 +.50 ,40 -.35 +.85 +.45 -.30 •.25 4 a 4 5 --1. 80 75 .70 •1.0 •.65 •.70 w a=90* 2 +.58 +.58 •.74 •.74 +.43 +.43 -.62 -.62 l 3 +.98 +.98 -.34 -.34 +.83 +.83 •.22 -Zi _ 4E 3E• l 2 4 •.74 •1.4 •.80 -.74 •.71 -.98 -.62 •.71` 4E !x ` xE 0<as 10° 2 +.10 At •12 •1.1 -.15 •1.4 1.1 95_ X t $ia 3 +1.0 •.90 -.30 -.20 +.75 -.50 -.15 •.OS°<a<_30° 2 +.30 -1.8- -1.4 -1.4 0.0 -1.4 •1.2 _1.1 e3 +12 -.90 -.50 •.45 +.90 -.50 -25 -20 Y°< a<_45° 2 +.20 •.30 •1.2 •12 .05 -.35 -1.1 -1.1 3 +1.1 +.60 •.30 ,25 +.95 +.55 -.20 •.154 1.2 18 -1.2 -1.2 •1.1 •1.a •1.1 •1.1 WIND NREGION WINO DIRECTION =90° 2 +.28 +.28 -1.0 •t.0 +.03 +.03 •1.0 t.0 RANGE RANEE 3 +t.t +1.1 •.24 -.24 +.93 +.93 12 x.12 4 -1.1 •1.8 •1.2 •1.1 -1.1 •1.4 -1.0__-11 0< a:5 101 6,11 +1.8 -.70 -.70 0 +1.8 -.70 -.700 0_ CL 7.11 +1.8 --30 -.80 0 +1.8. •.30 80 0 10°<a 5 25° 6,11 +1.8 -.70 -.70 0 +1.8 -.70 ,70 _0 m 7,11 +1.8 +.76 •.70 0 +1.8 +.70 _700_ Ix E 7,11 +1.8 +20 -.90 0 +1.8 +20 -.90_ o FIGURE 1205.282 a c 25°<as45°.- 611 +1.8 -.70 -a0 o +1.8 70 -.70 0 APPLICATION OF COEFFICIENTS FOR PRIMARY 7,11 +1.8 +.20 +.30 0 +1.8 +.2.0 +.30 0 STRUCTURAL SYSTEMS PROVIDING RESISTANCE A IN LONGITUDINAL DIRECTION (Positive sign indicates inward acting pressure) LOAD CASE b2: WINDS CENERALLY PARALLEL TO RIME LOAD GSE 63: WINDS CENEPLhUT PAAALLLL To ROCE TABLE 1205.2C GC COEFFICIENTS FOR MWFRS PROVIDING RESISTANCE IN LONGITUDINAL DIRECTION 3 (ALL ROOF ANGLES)' / 2 x •E 2 ac xc ti Building End Zone Interior Zone - ��.`�x 2 1 \/' Classification Notes Coefficients Coefficients 2E ��/ t�2"L l S ^ 2E 3E SE 6E 2 3. t/2` Enclosed 8,9 1.40 -0.80 +0.50 0.70 1.00 0.65 +0.25 __0.55_ e 8.9 •1.00 -0.40 +0.90 -0.30 •0.60 •0.25 -0.15 - O.tS` PaeiaMy 6,9 •1`60 •1.20 +0.10 •1.10 -1.40 •1,05 -0.15 •095 __ = Enclosed 8,10 -0.90 •0.30 +1.00 -0.20 •0.50 -0.15 +0.75 •005WIND DIIIIER,O„ 6,11 -0.70 0.70 +1.8 0.00 -0_70 .0.70 ♦1.11 0.00_- WIND aRECtION RANcc open 7,11 -0.30 •0.80 +1.8 0.00 -0.30 -0.80 +1.8 0.00 R""Oc 4- 0 282 1992 Revisions Standard Building Code/G1991 Standard Building Code/&,�1991 1992 Revisions 283 KELLEY ENGINEERING SERVICES, INC. SHEET S OF 2� . CHARLES COLLIER REALTY,INC.,PLAN 3045,OCEANWALK k Section 2 Analysis of Shear Forces. The Main Wind Force Resisting Structure (MWFRS) is analyzed for worst case Shear Forces due to the applied System Design Pressure calculated in Section 1. For multi-story buildings, each floor is analyzed separately for shear. Each floor is analyzed with its contributory load plus the loads from the floors above. Design Wind Forces. The Design Wind Forces are calculated for the primary building elevations. See Figure 1 Front/Rear Elevation and Figure 2 Left/Right Elevation for the CASE(s) being analyzed. #is the number of each contributory area. T/R indicates if the area is a Triangle or Rectangle. W is the Width, H is the Height. For Triangles, the AREA is calculated by WxH/2. TYPE indicates which of 3 types of pressures are being applied to the area: SYStem, SUCTion only, or PRESsure only. Type Pressures System Pressure SYS 38.0 psf Wall Suction SUCT Wall Pressure PRES 28.0 psf Calculation of areas and windloads. + AREATj,,PE' PRES LOAD Sum of LOAD 1 F 1 R 21.6 ft 4.0 ft 86.4 sf SYS 38.0 psf 3283 lbs CASE Total 1 F 21R 21.0 ft 5.0 ft 105.0 sf SYS 38.0 psf 3990 lbs IF 18962 lbs IF 3 R 12.5 ft 5.0 ft 62.5 sf SYS 38.0 psf 2375 lbs 2F 3893 lbs IF 4 R 15.6 ft 4.0 ft 62.4 sf SYS 38.0 psf 2371 lbs is 14629 lbs IF 5 R 13.5 ft 8.0 ft 108.0 sf I SYS 38.0 psf 4104 lbs 2S 5049 lbs IF 6 T 17.0 ft 5.7 ft 48.5 sf SYS 38.0 psf 1841 lbs 2R 3553 lbs IF 7 T 12.5 ft 4.2 ft 26.3 sf SYS 38.0 psf 998 lbs lic 1 1264 lbs 2F 5 R 13.5 ft 4.0 ft 54.0 sf SYS 38.0 psf 2052 lbs 2F 6 T 17.0 ft 5.7 ft 48.5 sf SYS 38.0 psf 1 1841 lbs 1S 1 R 46.0 ft 4.5 ft 207.0 sf SYS 38.0 psf 7866 lbs is 2 R 13.0 ft 5.0 ft 65.0 sf SYS 38.0 psf 2470 lbs is 3 T 15.5 ft 5.5 ft 42.6 sf SYS 38.0 psf 1620 lbs is 4 T 14.0 ft 7.0 ft 49.0 sf SYS 38.0 psf 1862 lbs 1S 5 R 3.6 ft 3.5 ftj 12.6 sf SYS 38.0 psf 479 lbs 1S 61T 5.0 ft 3.5 ft 8.8 sf SYS 38.0 psf 333 lbs 2S 2 R 13.0 ft 2.5 ft 32.5 sf SYS 38.0 psf 1235 lbs 2S 3 T 15.5 ft 5.5 ft 42.6 sf SYS 38.0 psf 1620 lbs 2S 4 T 14.0 ft10ft 49.0 sf SYS 38.0 psf 1862 lbs 2S 6 T 5.0 ft 8.8 sf SYS 38.0 psf 333 lbs 2R 1 R 19.0 ft 76.0 sf SYS 38.0 psf 2888 lbs 2R 2 T 7.0 ft 17.5 sf SYS 38.0 psf 665 lbs 1C 3 R 3.5 ft 33.3 sf SYS 38.0 psf 1264 lbs KELLEY ENGINEERING SERVICES, INC. SHEET !e OF . CHARLES COLLIER REALTY,INC.,PLAN 3045,OCEANWALK Shear Wall Analysis. The available shear walls are analyzed with respect to the applied Design Wind Forces. See Figure 3 -Floor Plans. The CASE(s) are generally named as follows. The first character represents the floor number(1, 2, 3, etc.). The second character represents the direction of the wind relative to the building (Front/rear, Side to side, etc.). For example, CASE 1 F is the 1 st floor with wind on the Front/rear elevations. This wind load would be resisted by the Left walls and Right walls. TOTAL REQ'D LATERAL INCL. DEDUCT AVAIL. WALL LOAD LOAD AVAIL. SURPLUS ADD'L SEE CASE LOAD WALL WALL WALL SHEAR % PORTION RESIST. (DEFICIT) WALL NOTES 18962 Ibs 55.1 If 34.41f 20.7 1f 3201b/If 50% 9481 lbs 6624 lbs x g? ,`. 9.0 If 43.5 If 19.2 If 24.3 If 320Ib/If 50% 9481 Ibs 7776 Ibs 6.0 If Y``T. .fi , .,k,. h.; f, X44 ' 15.0 If 3893 lbs 0.0 If 0.0 If 0.0 If 320 Ib/If 50% 1947 Ibs 0 Ibs 7.0 If f 0.0 If 0.0 If 0.0 If 320Ib/If 50% 1947 lbs 0Ibs 7.0 If 0 .r °. 0 14.0 If a 14629 Ibs ` 70.0 If 29.0 If 41.0 If 320Ib/If 50% 7315 Ibs 13120 lbs 0.0 If 70.0 If 41.8 If 28.2 If 320Ib/If 50% 7315 Ibs 9024 Ibs 0.0 If 0.0 if 5049 Ibs .. 13.7 If 6.0 If 7.7 If 320 Ib/If 1 50% 1 2525 Ibs 2464 Ibs 1.0 If . 19.0 If 3.0 If 16.0 If 320 lb/If 50% 2525 Ibs 5120 Ibs su, 0.0 if Tt31AL.,v " °' 75841bg 25351 sem' 1.0 If Notes: 1. Nail all 7/16"OSB wall sheathing with 8d comon wire nails @ 4"o.c. edges and 6"o.c. field. 2.Allowable shear capacity for 7/16"OSB sheathing is 320 Ibs/If(properly nailed) based on closest match from table 305N of SBCCI 10-93. 3. The shear capacity of the structure is deficient in several areas. See the Floor Plans for prescriptive requirements. KELLEY ENGINEERING SERVICES, INC. SHEET '7 OF CHARLES COLLIER REALTY,INC.,PLAN 3045,OCEANWALK Section 3 Analysis of Uplift Forces. The roof,wall and foundation members are analyzed for Uplift Forces due to the Uplift Design Pressures calculated in Section 1. A continuous load path is provided from the roof members to the wall members to the foundation. Uplift Forces. The contributory uplift forces for each roof member are calculated in Table 1. The Uplift is reduced by the Roof Deadload. See Figure 4-Roof Truss Plan, for roof member locations and the Legend for abbreviations. Point Loads are due to concentrated loads where one roof framing member intersects another member. The contributing factor is calculated by (L-X)/L. LEGEND-See Figure 4 Roof Truss Plan for framing member locations. Rn = Rafter Number TP=Top Plate RB= Ridge Beam TPE=Top Plate at Exterior Wall HV= HipNalley Rafter TPI =Top Plate at Interior Wall PW= Pony Wall TPR =Top Plate at Rear or Right Side Cn =Column Number TPF =Top Plate at Front Hn = Header Number TPL=Top Plate at Left KPn = King Post Number FDN = Foundation Table 1 -Uplift forces on each roof member from contributory loads. Roof Deadload = 10.0 psf UPLIFT LIST PFor Pt Loads,enter L in LENGTH Col.and X in R WIDTH Col.-Used to Calc.FACTOR(L-X)/L. F E � �� a P �' U A S �E , r= `x' e 'I" P ray aa� r it � w� C S �u�N �A ,� ,� �a A � L T U R O R E F R E R1 TP ENCLOSED 1.40 39.2 psf 7.0 ft 2.0 ftA14. 409 lbs R1 TP EAVE 2.00 56.0 psf 1.5 ft 2.0 ft 138 lbs R1 RB ENCLOSED 1.40 39.2 psf 3.5 ft 2.0 ft 204 lbs R2 TP ENCLOSED 1.40 39.2 psf 11.0 ft 2.0 ft 642 lbs R2 TP EAVE 2.00 56.0 psf 1.5 ft 2.0 ft 138 lbs R2 RB IENCLOSED 1.40 39.2 psf 5.5 ft 2.0 ft 11.0 sf 321 lbs R3 TP JENCLOSED 1.40 39.2 psf 10.5 ft 2.0 ft 21.0 sf 613 lbs R3 TP JEAVE 2.00 56.0 psf 1.5 ft 2.0 ft 3.0 sf 138 lbs R3 HV JENCLOSED 1.40 39.2 psf 1 5.3 ft 2.0 ft 10.5 sf 307 lbs R4 TP JENCLOSED 1.40 39.2 psf 6.6 ft 2.0 ft 13.2 sf 385 lbs R4 TP JEAVE 2.00 56.0 psf 1.5 ft 2.0 ft 3.0 sf 138 lbs R4 RB ENCLOSED 1.40 39.2 psf 3.3 ft 2.0 ft 6.6 sf 193 lbs R5 H5 PARTIALLY ENCL 1.80 50.4 psf 13.5 ft 2.0 ft 27.0 sf 1091 lbs R5 H5 EAVE 2.00 56.0 psf, 1.5 ft 2.0 ft 3.0 sf 138 lbs R5 HV ENCLOSED 1.40 39.2 psf 8.3 ft 2.0 ft 16.5 sf 482 lbs R5 TP ENCLOSED 1.40 39.2 psf 16.5 ft 2.0 ft 33.0 sf 964 lbs R5 TP EAVE 2.00 56.0 psf 1.5 ft 2.0 ft 3.0 sf 138 lbs R6 TP ENCLOSED 1.40 39.2 psf 11.0 ft 2.0 It 22.0 sf 642 lbs R6 TP EAVE 2.00 56.0 psf 1 1.5 ft 2.0 ft 3.0 sf 138 lbs UPLIFT LIST ' P For Pt Loads,enter L in LENGTH Col.and X in R WIDTH Col.-Used to Calc.FACTOR(L-X)/L. F U E � � o �.,.t , A S P C S A L T U . : , . .X R 1 O R �r �; E F R E ,r A T dS �2" p e 6. darn°'+° ,h,' r.Si�, _� - R6 BEAM ENCLOSED 1.40 39.2 psf 5.5 ft 2.0 ft 11.0 sf 321 Ibs R7 TP JENCLOSED 1.40 39.2 psf 17.0 ft 2.0 ft 34.0 sf 993 Ibs R7 TP JEAVE 2.00 56.0 psf 1.5 ft 2.0 ft 3.0 sf 138 Ibs R7 RB JENCLOSED 1.40 39.2 psf 8.5 ft 2.0 ft 17.0 sf 496 Ibs R8 TP JENCLOSED 1.40 39.2 psf 17.0 ft 2.0 ft 34.0 sf 993 Ibs R8 TP JEAVE 2.00 56.0 psf 1.5 ft 2.0 ft 3.0 sf 138 Ibs R8 PW JENCLOSED 1.40 39.2 psf 8.5 ft 2.0 ft 17.0 sf 496 Ibs R8 HV JENCLOSED 1.40 39.2 psf 8.5 ft 2.0 ft 17.0 sf 496 Ibs R9 TP JENCLOSED 1.40 39.2 psf 14.5 ft 2.0 ftj 29.0 sf 847 Ibs R9 TP JEAVE 2.00 56.0 psf 1.5 ft 2.0 ftj 3.0 sf 138 Ibs R9 HV JENCLOSED 1.40 39.2 psf 7.3 ft 2.0 ft 14.5 sf 423 Ibs R10 TP JENCLOSED 1.40 39.2 psf 11.0 ft 2.0 ft 22.0 sf 642 Ibs R10 TP EAVE 2.00 56.0 psf 1.5 ft 2.0 ft 3.0 sf 138 Ibs R10 HV ENCLOSED 1.40 39.2 psf 5.5 ft 2.0 ft 11.0 sf 321 Ibs R11 H1 PARTIALLY ENCL 1.80 50.4 psf 4.5 ft 2.0 ft 9.0 sf 364 Ibs R11 H1 EAVE 2.00 56.0 psf 1.5 ft 2.0 ft 3.0 sf 138 Ibs R11 RB PARTIALLY ENCL 1.80 50.4 psf 2.3 ft 2.0 ft 4.5 sf 182 Ibs KP1 FDN IENCLOSED 1.40 39.2 psf 16.5 ft 18.5 ft 305.3 sf 8913 Ibs KP2 FDN JENCLOSED 1.40 39.2 psf 15.5 ft 13.0 ft 201.5 sf 5884 Ibs KP3 FDN JENCLOSED 1.40 39.2 psf 17.0 ft 8.5 ft 144.5 sf 4219 Ibs KP4 FDN JENCLOSED 1.40 39.2 psf 9.5 ft 9.5 ft 90.3 sf 2635 Ibs KP5 FDN JENCLOSED 1.40 39.2 psf 9.0 ft 9.5 ft 85.5 sf, 2497 Ibs KP6 FDN ENCLOSED 1.40 39.2 psf 8.0 ft 11.0 ft 88.0 sf 2570 Ibs KP6 FDN PARTIALLY ENCL 1.80 50.4 psf 8.0 ft 3.5 ft 28.0 sf 1131 Ibs KP7 FDN ENCLOSED 1.40 39.2 psf 19.0 ft 13.0 ft 247.0 sf 7212 Ibs KELLEY ENGINEERING SERVICES, INC. SHEET 9 OF Si . CHARLES COLLIER REALTY,INC.,PLAN 3045,OCEANWALK s Uplift Hardware/Connector Schedule. The total uplift forces for each framing member are listed along with the appropriate hurricane clip or connection hardware. A continuous load path is provide from the roof members to the wall members to the foundation. Certain detail sheets are included as noted. Table 2-Summary of uplift forces and required connectors. UPLIFT HARDWARE/CONNECTOR SCHEDULE MEMBER SUPPORT UPLIFT ISIMPSON FAST'N ISEMCO FAST'N RAFTER R1 DOUBLE TOP PLATE 547 lbs (1)MTS12 14-10d (1)HDPT2 10-10d RIDGE BEAM 204 lbs (1)L70 8-10d (1)FAP18 6-8d RAFTER R2 DOUBLE TOP PLATE 780 lbs (1)MTS12 14-10d (1)HDPT2 10-10d RIDGE BEAM 321 lbs (1)L70 8-10d (1)FAP18 6-8d RAFTER R3 DOUBLE TOP PLATE 751 lbs (1)MTS12 14-10d (1)HDPT2 10-10d HIPNALLEY RAFTER 307 lbs (1)L70 8-10d (1)FAP18 6-8d RAFTER R4 DOUBLE TOP PLATE 523 Ibs (1)MTS12 14-10d (1)HDPT2 10-104 RIDGE BEAM 193 lbs (1)L70 8-10d (1)FAP18 6-8d RAFTER R5 DOUBLE TOP PLATE 1102 Ibs (2)MTS12 14-10d (1)HDPT2 10-10d HIPNALLEY RAFTER 482 lbs (1)L70 8-10d (1)FAP18 6-8d HEADER H5 1229 lbs (2)MTS12 14-10d (1)HDPT2 10-10d RAFTER R6 DOUBLE TOP PLATE 780 lbs (1)MTS12 14-10d (1)HDPT2 10-10d BEAM 321 lbs (1)L70 8-10d (1)FAP18 6-8d RAFTER R7 DOUBLE TOP PLATE 1131 lbs (2)MTS12 14-10d (1)HDPT2 10-10d RIDGE BEAM 496 lbs (1)L70 8-10d (1)FAP18 6-8d RAFTER R8 DOUBLE TOP PLATE 1131 lbs (2)MTS12 14-10d (1)HDPT2 10-10d HIPNALLEY RAFTER 496 Ibs (1)L70 8-10d (1)FAP18 6-8d PONY WALL 496 lbs SEE DETAIL ON SHEET S-1 RAFTER R9 DOUBLE TOP PLATE 985 lbs (1)MTS12 14-10d (1)HDPT2 10-10d HIPNALLEY RAFTER 423 lbs (1)L70 8-10d (1)FAP18 6-8d RAFTER R10 DOUBLE TOP PLATE 780 lbs (1)MTS12 14-10d (1)HDPT2 10-10d HIPNALLEY RAFTER 321 lbs (1)L70 8-10d (1)FAP18 6-8d RAFTER R71 RIDGE BEAM 182 Ibs (1)L70 8-10d (1)FAP18 6-8d HEADER 111 502 lbs MH5 8-8d (P„HCPLR 8-8d TYPICAL 2ND FLOOR DOUBLE TOP PLATE TO STUDS (1)H5 @ W'OC 8-8d (1)HCPLR @ W OC 8-8d TYPICAL 2ND FLOOR EXTERIOR WALL FRAMING TO 1 ST FLOOR FRAMING: I(.*.. (EXTEND STRAP MIN. 10"ONTO STUDS) (1)CS16 @ 48"OC 22-10d (I)RS 150 @ 32"OC 20-10d TYPICAL 1ST FLOOR DBL TOP PLATE TO STUDS (1)H5 @ 16"OC 8-8d (1)HCPLR @ I(p OC 8-8d TYPICAL 1ST FLOOR STUDS TO BOTTOM PLATE (1)SP1 @ 32"OC 10-104 (1)HCPRS @ 32"OC 10-8d RIDGE BEAM (3)KP1 KING POSTS 8913 lbs (3)CS16 22-10d (3)RS150 20-10d (NOTE: TOTAL 8913 Ib LOAD IS SHARED BY 3 KING POSTS) RIDGE BEAM KING POST KP2 5884 lbs (4)C 16 22-10d (6)RS150 20-10d BEAM KING POST KP3 4219 lbs (3)CS16 22-10d (4)RS150 20-10d UPLIFT HARDWARE/CONNECTOR SCHEDULE MEMBER SUPPORT UPLIFT SIMPSON FAST'N ISEMCO FAST'N BEAM KING POST KP4 2635 lbs (2)CS16 22-10d (3)RS150 20-10d BEAM KING POST KP5 2497 lbs (2)CS16 22-10d (3)RS150 20-10d RAFTER KING POST KP6 3701 lbs (3)CS16 22-10d (4)RS150 20-10d RIDGE BEAM KING POST KP7 7212 lbs(5)CS16 22-10d (7)RS150 20-10d TYPICAL KING POST TO FOUNDATION ADS-5 SEE MFR HD5A SEE MFR HEADER H4&H5 CORNER POST Cl (3)CS16 22-10d (3)RS150 20-10d CORNER POST Cl FOUNDATION (2) (PA-61 SEE MFR (2)PA25 SEE MFR HEADER H1 CORNER POST C2 (1)CS16 22-10d (1)RS150 20-10d CORNER POST C2 FOUNDATION (1)HPAHD22 SEE MFR (1)PA25 SEE MFR (NOTE: PA-51 OR PA25 MUST BE CAST INTO SLAB) SEE gai ovJ r•i. FOR OTHER HEADER CONNECTOR REQUIREMENTS ANCHOR BOLTS-1/2"DIA x 10"ANCHOR BOLTS w/2"x 2"x 1/8"PLATE WASHER AT 24"OC. SHEATHING-NAIL ALL 7/16"OSB WALL SHEATHING w/8d COMMON WIRE NAILS @ 4"OC EDGES AND 6"OC FIELD. NAIL ALL 1/2"CDX ROOF SHEATHING WITH 10d COMMON WIRE NAILS @ 6"OC EDGES AND 6"OC FIELD. DECREASE TO 4"OC OVER GABLE END RAFTERS. TOE NAILS-TOE NAIL ALL RAFTERS TO DOUBLE PLATES w/2 PCS 12d NAILS EACH SIDE. THIS REQUIREMENT IS IN ADDITION TO THE SPECIFIED HURRICANE CLIP/HARDWARE. DOLE J. KELLEY,JR., P.E. Consulting Structural Engineer JACKSONVILLE,FLORIDA JOB TITLE 4CALCULATED BY LAG DATE JOB NO. / CHECKED BY DATE SUBJECT 3 p G R1(.C9/4L IL SKETCH NO, SCALE SH OF-!�j NlISc_ uPLI FF 0ILCUL AT'1otJS I) Tyn<AL. 2n19 T-LO?rl OoL,)3L GJo2st c"F� r' : _7S RU _ 730 Inas �_ �.c. • ��1 '>`ia I�<•�l 7/f t> CD .2) 7YpIcAI T'o ISS. t Lvor.� z l✓orZ sT rN S E !S tl Iveg s USS o) L?tilO c_?. �W� Q_ C • oi� mcs(6C 1/$: a.C. MI✓U /Q < 0A)To STOD S LL/o(Z'S/ <As IS ►S^ UPL t FT ti � a .. Svc, 11J C ,C'__ TYPICAL .LST 1=Loof: o R W e LL P•! w VPL )F� /dT 1=A . TO) = CSGc. Lht/I� - _ an i�,.JI{ - 80 S) OPLIF -r A F OR/J [ CFF I C=rl ya�r� - _ r ! ''?•+�,ti� <' t.. /f r,'j)1 f lfS to C/ w�TN (3-�)-2—` ( Q o2L-3)C-` 16 t !c,,:4,;,> - �.� -,,"�n ,/J�/: ?"•'� <'! �..�r-r•N (2) ('5150' 1 0) PA 2s DOLE J. KELLEY,JR., P.E. Consulting Structural Engineer _JACKSONVILLE,FLORIDA JOB TITLE CALCULATED BY ele,G DATE G P 3 '�" yy JOB NO. CHECKED BY DATE SUBJECT m3O''J ©GC11}AJLJ SKETCH NO. SCALE SH Z' OF 0 UPL-IFT AT �o,vw Ccl" rh=,►ni ,<. Jt1 7-0 c,'�� v�r�✓ tea. c lTl� Cr) (ZslSv C.'� �'`•!!• �";^��ni �:T �OLvM�.J �2 Tc� '�c�o,yD�Tio� uPL► FT /IT !} n t — AT END OF It-3 tii�_/•r�C° "( �; '>�� )�_ ,;�i- l a'?�'>C� N } 10 � . C�r'L.1 f F AT /rc-AoEaL It- T'c) F(f o"7-) ll vsF yrr'c PslSo AT Nr4�� liuo Ari /►-F F=ou.,jo/1 long Pius 1755, I!,s vP l `T s=lz��L� tt rlr�t1' tTa 4 uct__I FT" r �T -w� i r;�,.'T 1,'.'� �"t-SEL"�Iv tr'lJi=.��C..�= ��c��r-;�> _ 6061/ Ate' Nt� (� ��> l �i� 1 ,;'t 1 (? i11'- o� ►�OuS , 4 l KELLEY ENGINEERING SERVICES, INC. SHEET 13 OF Lc� - CHARLES COLLIER REALTY,INC.,PLAN 3045,OCEANWALK Section 4 Analysis of Lateral Forces. Framing members are analyzed for maximum induced bending moments due to the Lateral Design Pressures calculated in Section 1. The Uplift at window/door headers is also calculated. MmAx= Maximum induced bending moment= (wL2)/8 MALLOW=Allowed maximum bending moment= Fb x Z= Fb x(bd2)/6 FROM SBCCI 1993 TABLE 305A(All factors have been removed). Species Fb b d SPF#2 2x4 1186 psi 1.5 3.5 Form Factor-Cf 1.10 SPF#2 2x6 1038 psi 1.5 5.5 Repetitive Member Factor-Cr 1.15 SPF#2 2x8 963 psi 1.5 7.5 Load Duration Factor-Cd 1.60 SPF CG 2x4 850 psi 1.5 3.5 SYP#2 2x4 1500 psi 1.51 3.5 WALL PRESSURE 28.0 psf SYP#2 2x6 1250 psi 1.5 5.5 SYP#2 2x8 1200 psi 1.5 7.5 SYP CG 2x4 1100 psi 1.5 3.5 TOTAL NUMBER OF FULL HT STUDS REQUIRED(FOR WINDOW/DOOR OPENINGS) TOTAL USE Fb CfCdFb MALLOW MmAx #STUDS EA SIDE 16'Garage Door SPF#2 2x4 1185.8 2087 6391 in-lbs 16.0 ft 9.0 ft 54432 8.6 5 9'Garage Door SPF#2 2x4 1185.8 2087 6391 in-lbs 9.0 ft 9.0 ft 30618 4.8 3 9'Patio Door SPF#2 2x4 1185.81 2087 6391 in-lbs 9.0 ft 10.0 ft 37800 6.0 3 7'Entry SPF#2 2x4 1185.8 2087 6391 in-lbs 7.0 ftj 10.0 ft 29400 4.6 3 Up to 6'Window SPF#2 2x4 1185.8 2087 6391 in-lbs 6.0ftj 10.0 ft 25200 4.0 2 REQUIRED ON-CENTER-SPACING OF STUDS (FOR WALL FRAMING) Fb CfCdCrFb MALLOW MAIL Mm'X GUIDE USE 10'Walls SPF#2 2x4 1185.8 2400 7350 in-lbs 10.0 ft 4200 in-Ib/If 21 in 16 in OC 8'Walls SPF#2 2x4 1185.8 2400 7350 in-lbs 8.0 ft 2688 in-Ib/If 32 in 16 in OC UPLIFT AT EACH SIDE OF HEADERS HEADER TOP TOP R07T6M ac- foM UPLIFT/SIDE SFMco S1WP-50sl SEMco '5fMPsoN k Header H2 780 lbs 2.0 ft 9.0 ft 1755 lbs 2)As 154 C2)cs 16 h Ds-X HD9,A Header H6 1131 lbs 2.0 ft 9.0 ft 2545 lbs(3)its iso W c s 16 fps-2 HnAA Header H7 566 lbs 2.0 ft 8.0 ft 1131 lbs C a)Rs 15o (I)c s 16 (3)ffcPL r. 3)11 S Header H8 520 lbs 2.0 ft6.0 ft 780 lbs (1)Rs iso (2)ftcPL/Z C;L)H5 Header H9 751 lbs 2.0 ft 6.0 It 1127 lbs (;t)a,Siso (i)csi(, 3 Ncrtr_ C3)HS Header H10 566 lbs 2.0 ft 4.7 ft 665 lbs P,5 iSo (i)cs 16 0 )ItPL2 Cz)!♦s HeaderHll 566 lbs 2.0 ft 4.0 ft 566 lbs cFL n. Ca) If S * AT RF11RMos-r sUPPoF-T To 1=win;;} i, � ' ;;t'S-� DOLE J.KELLEY,JR., P.E. Consulting Structural Engineer �± JACKSONVILLE,FLORIDA JOB TITLE C.If r4YL�-!s"S Cat.c.IC�'lIC,T�( CALCULATED BY DATE 6 13 !--� JOB NO. CHECKED BY DATE SUBJECT 3v�S � N LLL SKETCH NO. SCALE SH-4 OF� ,QlOhr ,8&5AM.SIVA L2.,-,8�'"ONE �- - 2„X - RIDE EAS .. ETA�L. .- I (9.....24 ,o. ` 1 t ' _ ( I y o. 2 AR �T/E 1 r i Coo LA4Z T/E } I I , ' , � I DOLE J. KELLEY,JR., P.E. Consulting Structural Engineer .%CKSONVILLE,FLORIDA JOB TITLE (1-,�^i4* LES �GL 167L 20 ry CALCULATED BY GG �' DATE f �{ JOB NO. CHECKED BY DATE SUBJECT '367A S C!�CgVRJ w off-t- SKETCH NO. SCALE SH A 5 OF 2t 1 t' 2 Fc L _ TE/2 .__ 2�X;'��,BRAC/N� STUD. I I 1 ! I ; Rats ! ! BAZA I_ i � �--- n 4°M/U FIGHT QAC/NW. I 1 , i I ;S:�EaIE7A4 AS/50 OA _ 1 I I y;'PoW w P 2 Xw' T%OM .C,QTE A, , ` G I . I , ,�c, .S,7R lz CFi cTois�' o�e AP 1 T 4 ,F� _..TO S' U1J K! CG � AGO i 1 ! YE�t/T/O'N,4LiQAt/C7 ? I I I DOLE J. KELLEY,JR., P.E. :onsulting Structural Engineer ,44CKSOWILLE,FLORIDA JOB TITLE L.►�__fst.�.laS C.PG�.'C y�e �'1'}� CALCULATED BY DATE 0 13 *� JOB NO. CHECKED BY DATE SUBJECT BOA'5 oG MAOU W Mft4- SKETCH N0. „+ SCALE SH «P OF 2” , I V I H110 RAF7 -/; AFD_/itI _ yEDU J' C K RAFT E' r /z WHEN 4:0 o LE JACK R 2 R , , , I , I ! I _ ._... f ' ! I I , WIR . . ,....._.,_ ... .. ;_ /NSTALL, f�OLDOD.Wi_Y___;^ i 1 , A/ZDW,4RE�SIPER 5C EQUG�' i - A RA F 7'j0,R S cT C � _ ` 1 a4l -AVA'4/L/�t/ ,E'QvIRE � R' MINTS` A7 1i�/P �4ND �ILEY. ��T,E"�PS. 1 , I • , i DOLE J. KELLEY,JR., P.E. `Consulting Structural Engineer 4ACKSONVILLE,FLORIDA JOB TITLE k CALCULATED BY DATE r �+ JOB NO. CHECKED BY DATE SUBJECTO� O C�E'Xl�tt.�rIL� SKETCH NO. SCALE WAt�L. r � I i , ._ �T-1---l- olI I 'X72RhSLC _. -- f I � ¢iFD 1,u.yod N�/L lo.Q � I LS_ 4C I _ I ' I I I ' � I ♦ ! j � i i I i i t_ SEi►4Co HCP�.� /SGT/ AT EACf� STUD 770. _ ,S T_TOM::'PLATE,; � 32 lo COAACRETF I - IUN�A;T O ;SY.S _._ �a ��►��_ . _ ; .. � �Rsr s��,ewA�c. Tu�o � _ _ S � i T - P 444 A, "/NCS P,11 I J 4144T i , •.. .SDE; DOLE J. KELLEY,JR., P.E. • Consulting Structural Engineer JACKSONVILLE,FLORIDA JOU TITLE CALCULATED BY_ GG L'. DATE 1/13 ")4 JOB NO. CHECKED BY DATE SUBJECT QCi�{." rU LL IgC�L ..��, SKETCH NO. SCALE SH,�OFA ... � .....1-..- 1 .. v i I I , I v i • .; Q mfAf W , .p 3 ! ! co , 17- leg eg i , I + ,. . + LLEJ ' Ir ! I i IX ; A� C5FMrTnt Corporate Headquarters 11801 Industry Drive ©© ®® Jacksonville, Florida 32218 Southeastern Metals National Wats(800)874-0335 Technical Support (800) SE SPECS (737-7327) Miami Wats(800)640-4981 TRUSS TIE DOWN STRAP (Sanibel Strap) Design Features: - Provides additional increased resistance to wind uplift to secure rafters and trusses to wall SINGLE 2X studs,top plates or concrete tie beams. 19' - Allow for up to 1 1/4 inch of horizontal movement. A\,DOUBLE Materials: 18 gauge galvanized steel Loads: 320-1880 lbs. 314' FASTENER ALLOWABLE SIZE PRODUCT GAUGE SCHEDULE LOADS PER 2X(2) CODE CTN HEADER WIND UPLIFT FASTENERS IN WOOD y4, 2X HDP2X 1 18 10-10d 1566 25 2X(2) HDP2XD 1 18 12-10d 1880 25 FASTENERS IN CONCRETE* 2X HDP2X 18 8-NK or DN 1566 25 2X(2) 1 HDP2XD 18 8-NK or DN 1880 25 FOOTNOTE: Fasteners are placed on model#HDP2X each side of truss,2 in the top layer and 3 in the bottom layer of the double top plate members. Fasteners are placed on model#HDP2XD each side of the truss,3 in each layer of the double top plate members. Concrete fasteners capacities for other manufacturers may vary. INSTALLATION: Use all specified fasteners in schedule to achieve values indicated. Consult manufacturer for information leading to the NK fastener. SEE GENERAL NOTES: 1,2,3,6,'7 CODE COMPLIANCE: S.B.C.C.I. #9166,METRO DADE COUNTY REPORT#91-0830.8 15/8" TRUSS TIE DOWN STRAP (True Tie) PRODUCT PER TOTAL NUMBER OF SIZE CODE DESCRIPTION GAUGE CTN FASTENER FASTENERS 61/4• I\ 2X HDPT2 Single True Tie 18 25 SIZE 2 1 4 1 6 1 8 110 112 \� 2X(2) HDPTD Double True Tie 18 25 8d 320 1640 960 1280 1333 11333 13/4' 3 1/8" 10d 387 1 774 11162 11333 11566 11880, HDPT2 Alternate fastening schedule for various uplift loads SINGLE FOOTNOTE: Fasteners are placed on each side of the truss into the lop&bottom layer of the double top plate members in equal quantity. Fasteners HDPTD 5 1/2" shall not be less than 1/4"from the edge of the strap and spaced not DOUBLE \ less than 3/8"from the edge of the framing member. > INSTALLATION: Use all specified fasteners in schedule to achieve values indicated. SEE GENERAL NOTES: 1,2,3,6,7 CODE COMPLIANCE: Engineers sealed approval available upon request. Patent Pending 1314" ROLLED STRAPPING Design Features: - Rolled strapping meets a variety of applications and specifications. - Use for wall bracing or cut to length strapping at site. Materials: 16 gauge galvanized steel Loads: 1040 lbs. 0 ESIGN PRODUCT PRODUCT END NAIL LOADS .'` PER CODE GAUGE DESCRIPTION CUT LENGTH LENGTH SCHEDULE CTN 100% 160%` RS150 16 1 1/4"X 150' Clear Span+26' 13" 24-8d 1040 1040 1 Clear Span+22" to* 20.10d 1040 1040 1 END UMTH FOOTNOTE: Other lengths and gauges available. CLEAR SMN INSTALLATION: Use every other nail hole to achieve code required minimum on center spacing for .(\ specIII od nails. SEE GENERAL NOTES: 8,9 RS CODE COMPLIANCE: Engineers sealed approval available upon request. 22 MTM Corporate Headquarters S IF, M11801xindustry Drive # ,, Jacksonville,Florida 32218 ` �,SOutheastern:Metals National Wits(800)874-0335 `4 5 ti Technical Support`(800) SE SPECS (737-7327) Miami wets(800)Ego-4981 .... .tie..... .........:: ...i... . ,. UNIVERSAL FRAMING ANCHOR � . esign Features: • Multi-purpose easy to use anchor for almost any wood connection task. 3- • Anchors rafters and wood roof trusses to plates. • Anchors floor and ceiling joists to headers,and solid blocking to plates. FAP18S "sie" • Use as 90°framing angles to join posts to beams and make other right- angle connections. • Anchors are readily bent on the job for any of six right-hand or left-hand FAP18 configurations. , Material: 18 gauge galvanized steel 0 Loads: 274-743 lbs. IC SIZE PRODUCT GAUGE FASTENER ALLOWABLE LOADS PER GOaE, SCHEDULE A B G CTN fi . LA 45/8 FAP187 118 6-8d 628 274 743 100 3 :.FAPJ8S_" 18 4-8d 611' 100 FOOTNOTE: Recommended nails,8d INSTALLATION: Use all specified fasteners in schedule to achieve values indicated. SEE GENERAL NOTES: 1,2,3,4,5,6 CODE COMPLIANCE: S.B.C.C.I. #9166 B BD FRAMING ANGLE Design Features: Connect posts to beams or plates,beams to girders,solid blocking to plates,and for other connections. F v R Precision-formed angles assure square(right angle)connection; pre-punched nail holes ensure adequate nailing,eliminate ♦ �,� tH r. time-consuming,unpredictable toe-nailing. . Material: 16 gauge galvanized steel ' PRODUCT �� a DIMENSIONSuX PER S12E ' CODE,, GAUGE > W^" H` BD CTN 11/2 CLP15 16 21/2 11/2 1114 100 3 '. CLP3 16 ' 21/2 ' 3"` 11/4 100 S CLPS 16 2112 5 11/4 50 CLP 900 BRACKET Design Features: 900 Bracket is easily and quickly used for tying of trusses to non- 'V1 loadbearing walls. Vertical slotted hole allows vertical movement for fast,easy truss Kh seating under full dead load conditions. D Multi-purpose bracket for many applications. TTS Material: 16 gauge galvanized steel SIZ PRODUCT 8 UGE %,DIMENSIONS# NAI4,.SCHEDULEf*, PER }CODE" wee W tW j� Dia *;TRUSS PLATE CTN 3X3" TT-S' 16 2" 3 21/2 (1)8dX1 ill (2)8dX1 1/2 100 1 I j FOOTNOTE: To order product hot dipped galvanized finish,add HDG to stock number,as in TT•SHDG. SEE GENERAL NOTES: 8,9 ° a✓Y -• r I r }. M�� 06060/SEM" titer e `?a+ Buy!_" 4^. Q I[l I'gtinei9244 r• rni�' " VO � i rG. �`►7 yf xl.,. •i r'+.N ka r4o O port(SO� S� SPECS''(737'7327 Technlcai Sup HURRICANE ANCHOR „ �s... a� f..,:.,,. .. ) Design Features: • These ties add increased resistance to wind uplift. m • Precision preformed galvanized steel. • Eliminates toe nailing utilizing correctly located nail holes for fast,easy and strong attachment of rafters and trusses to plates and studs. •w,R.s' . • Saves labor costs. m Materials: 20-18 gauge Galvanized steel Loads: 95-990 lbs. ' REGULAR DIMENSIONS FAS fE, SCHEDULE0. JLLOWABLE 1a� ay �� nx�ra "rLOADS"r PER All DESCRIPTION PRODUCTCODE GAUGE „2 � , F f ' *} , k it LATERAL. `,WIND CTN �>> " t W �' HL.•r 'RAFT a LI�TE� TUD` � fir. X: `,, 4°lea,.l Alt? ',A2�. UPLIFT Regular HCPR b HCPL' 20 1 1/2 5 4-6d 4-6d 95 145 458 500 4-8d 4-8d 95 145 611 500 Regular. HCPR18 b HCPl18 18 11/2 5; 4 8d,:„ ,;;4 8d rs, :a 95, 145 .'611, .1500" Long Tie HCPLR HCPLL 20 11/2 61/8 4-8d 4 8d 180 60• 611 1 100 `i Long Tie HCPLRI8&HCPLLI8 '18'- 1 t/2' N 6:181 k,''4=8d ��=s«'<9.8d ` :n f180': . 60: 611 100' MI.Long Tie RT10 20 11/2 91/6 5-8d X1 1/2 8.8d 5-8d X1 1/2 115 95 764 100 HCPR/L Reversible RT12 18 `:1,1/2 3. %'.4-6d , 130 100 611,x: 100' Available in left or right Truss Tie HCPTA 18 21/2 20 8-10d 4.10d 8.10d 990 50 FOOTNOTE: Allowable loads are for one anchor.A minimum rafter thickness of 2 1/2•must be used when framing anchors are installed on each side of the joist and on the each side of the plate. INSTALLATION: Use all specified fasteners in schedule to achieve values indicated. SEE GENERAL NOTES: 1,2,3,5,6, 10 CODE COMPLIANCE: S.B.C.C.1.#9166, ••S.B.C.C.1.#9320 METRO DADE COUNTY REPORT#90-0420.2,#92-0830.6 ' Al . . \� All REVERSIBLE e° a, • ` � _ Al •. RUSS DOUBLE °° / T ° TIE LONGTIE HCPTA LONGTIE ° • A2...� A2 HCPLR/LL RT10 RTI 2 Available in len of right FLOOR TIE ANCHOR �► Design Features: • These ties are designed especially for use with floors constructed above grade, as a connection between first or second floor level to studs. T: • Nailed installation saves labor costs. \ Materials: 16 gauge galvanized steel HCPFA Loads: 1208-1312 lbs. FASTENERS` ALLOWABLE, ° PRODUCT '' CLEARa s, '1 LOADS i PER DESCRIPTION GAUGE LENGTH q CODE SPAN "J0, L= WIND UPLIFT CTN � PLATE STUD :.° . Stud First Floor Tie HCPFA 16 20 8.8d 8.8d 1208 50 Stud Second Floor Tie HCPSA 16 40 17 1 8.10d 1312 t 20 INSTALLATION: Use all specified fasteners in schedule to achieve values indicated. CODE COMPLIANCE: Engineers sealed approval available upon request. HCPSA 19 TM Corporate Headquarters 1.1801 IndustryyDrlve Jacksonville,Floridii!32218 f National Wats(800)y870335 r. pp` ' (S� O� SSPECS (737=7327) Miami Wats(800)640=4981' I Technical Su olrt 0 RAFTER CLIP y Al Design Features: • A fast,economical tie to secure rafters and trusses to wall .PPstuds and top plates. ! ` Materials: 18 gauge galvanized steel va• • (�� /` Loads: 235'-849 lbs. ' f A2 DIMENSIONS FASTENER ' ALLOWABLE SCHEDULE` LOADS rq t>` HCPRF SIZE PRODUCT GAUGE PER CODE LATERAL-1WIND" CTN rW W TRUSS PLATE a•� A1- `A2:; UPLIFT 6-8d 11-8d - 849 100 5-Way Grip Clip CLP5W 18 19/16 6.6d 11.6d 630' 100 l,r Rafter Clip HCPRF 18 19/16 6-8d 6-8d 395 235 849: 100' • % Rafter Clip HCPR3 18 29/16 6.6d '&6d 395 235 720• 100 i irt� Rafter Clip H(;PR4 1 18 1 39/16 6.6d 6-6d 395 235 720 100 CLP5W INSTALLATION: Use all specified fasteners in schedule to achieve values indicated. SEE GENERAL NOTES: 1,2,3,5,6,10 i CODE COMPLIANCE: S.B.C.C.I. #9166,#9320 METRO DADE COUNTY REPORT#89-1202.1,'#910702.4 t %i SCISSOR TRUSS CLIP Design Features. • Specifically designed to prevent uplift for scissor trusses. �; �„�,�, , j•, • Allows for up to 1 1/4 inch of horizontal movement. Materials: 16 gauge galvanized steel Loads: 905 lbs. 1114* � FASTENER ALLOWABLE— PRODUCT DIMENSIONS ,.'SCHEDULE LOADS>, 4k-` PER j ti Ifs SIZE CODE GAUGE CTN D”, TRUSS PLATE WIND.UPLIFT 2X4 Top Plate ti STC-24 16 $'9/16 15/8 (5)10d (6)tOd 905 50 2X6 Top Plate STC-26 16 "51/2: 15/8 (5)10d (6)tOd 905 25 2X8 Top Plate STC•28 16 71/4 15/8 (5)10d (6)10d 905 25 D FOOTNOTES: Uplift Loads have been increased 60%for wind. STC INSTALLATION: Use all sQecitied fasteners in schedule to achieve values indicated. W SEE GENERAL NOTES: 8,9 tr CODE COMPLIANCE: Engineers seated approval available upon request. Al STUD PLATE - STRAPS Design Features: • Economical installation to achieve continuous ® \ loading from top plate to stud and from stud to sill plate. Materials: 20-18 gauge galvanized steel W� (y A2 Loads: 235- 1075 lbs. r HCPRF FASTENER ALLOWABLE r�� A/2 11,1)1; SCHEDULE' LOADS SIZE PRODUCT GAUGE PER Al CODE sruD PLATE LATERAL WIND CTN Al A2 UPLIFT • - -- Single Plate PBS-22 20 4-10d 4-10d 715 100 HCPRS Double Plate PBS-24 20 6.10d 6•10d -- 1075 20 .i 5-8d 5-W 764 Single Plate HCPRS 18 395 235 600 100 6.6d 5.6d 525' 6-8d 6-8d 395 235 849 Dpuble Plate HCPRF 18 100 PBS22 6-6d 6•-6d 395 .-235 720 Strap RTP20899 `° '20 4.8d 4-8d — — 611 100 RTP2089F SEE GENERAL NOTES: 1,2,3,5,6,8,9,10 CODE COMPLIANCE: S.B.C.C.I.#9166,#9320,'METRO DADE COUNTY REPORT #91-0702.4 20 M 0606 /SEM � f3uyline 9244 �w Southeasterrt �al 800 °SE SPECS' 737- 327: f 3 Technical Supports( N ... ... :....:A.. .. n*.a:w'{ .u.La.rL STUD-PLATED SHOE w` Design Features: Protects plumbing,electrical lines, intercom and alarm systems against piercing by nails,screws or power nailerS. Materials: 18 gauge galvanized steel DIMENSIONS ? SIZE P ODECT GAUGE PER CTN W H ) 1v � v I Single S•2 18 1 9/16 5 7/8 50 S-2&S-4 4 3 Double S4 18 31/16 5 7/8 50 FOUNDATION STRAP Design Features: • Economical installation to achieve continuous loading from ledge plate to footing. • Foundation strap allows a 6"embedment into concrete. Materials: 12 gauge galvanized steel Loads: 645-2560 lbs. ALLOWABLE LOADS NAILS ON DIMENSIONS PRODUCT 2X8 PERIMETER ;2X12 PERIMETER 2X14 P,ERIMETERt, PER CODE GAUGE CTN 'iWIND� 8 +�fi . ,WINDS"; 'z NA VIND AILS WIND .,,. L L1 NAILS,` NAILS w ,. i UPLIFT UPL1lF'T; ,, . 40 F TA41 12 381/4 175/8 8.10d X1 1/2 1280 10.10d Xt 1/2 1600 14-10d Xi 112, i"2240: :.16-10d X1 W, X2560 10 TA•51 ,' 12' 481/4 221/8 8.10d X1 1/2 {;1280: ,1U,10d X11/2:: ,1600 ` p�4-1Qt7`X 41) , X11} 256ON r.t0;'. TA-61 12 581/4 221/8 8.10d X1 1/2 1280 10-10d X1 1/2 ,1600 14.10d X1 1/2'. +:2240 1640d X1 1/2 2560 10 { ALL.OW*BLE-LOADS BQ)T3'ONL'Y, , s 7 DIMENSIONS 2X8, 2X10 �(i2; PER 4" U1 PRODUCT GAUGE ''PERIMETER ,RIMETER ERIME MR. EF�IME E u CODE WIND; .WIND F NDS O I x£f ty L L1 BOLTS '" BO BOL.. UPLIFT, ,�,�,4 MOT-,,BOL UPLIFT. TA-41 12 381/4 175/8 2.1/2 645 3-1/2 915 4.1/2 1125 6.1/2 z'. 1370 10 i ,. ,�. ,�, TA•51 - ,:12 481/4 221/8 2-1/2 645 <`.31ML F %'915,: 4112' r 1125'a: 6112{ X1370„: 10 TA-61 12 581/4 221/8 2-1/2 645 3.112 915 4-1/2 1125 6-112 1370 10 ' FOOTNOTES: All references to bolts or MB's are structural quality through bolts equal to or better than ASTM Standard A 307. :1 ; Uplift Loads have been increased 60%for wind. •Length embedded into concrete. SEE GENERAL NOTES: 8,9 TA CODE COMPLIANCE: Engineers sealed approval available upon request. PURLIN SILL ANCHOR 2" Design Features: • Accommodates diverse design requirements for concrete to wood 9 installations. • Purlin anchors allow a 6"embedment into concrete. / Materials: 12 gauge galvanized steel Loads: 1485-3445 lbs. \� FASTENER ALLOWABLE DIMENSIONS SCHEDULE ,.., .LOADS,' . SIZE PRODUCT GAUGE - PER L l ,.CODE' UPLIFT; UPLIFT CTN L BOLTS NAILS LOADS' LOADS i {� i BOLTS :NAILS 2X181/2 1 12 181/2 2.1/2 12-16d 1485 2690 10 2X23 314Y-- - 12 23 314 3.1/2 18-16d 2150 3445 10 2X25 3/8 PA-25 12 25 318 3-1/2 18-16d 2150 3445 10 ` ►' 10 PA 2X29 12 29 4-1/2 24-16d 2710 3445 2X35 PA-35 1 12 35 4.1/2 24.164 2710 3445 10 FOOTNOTES: All references to bolts or MB's are structural quality through bolts equal to or better than ASTM Standard A 307. Uplift Loads have been increased 60%for wind. SEE GENERAL NOTES: 8,9 CODE COMPLIANCE: Engineers sealed approval available upon request. 21 ' � t�4�x„s'J"•K4erws�w*v'zt4 :y>h �(�;;�'. _,•wI:'1mw•.}'. TM a*rF ' 1 tt ° Buyline 9244 ` �SoutheasternIVletals Technical Support (800) SE SPECS (737-7327) GIRDER TRUSS STRAP Design Features: • Ideal for girder truss connections were there is a high uplift load requirement. - 112"Anchor Bolt to sill and nail on strap connector. - Washer plaidladds increased resistance to wind uplift, Materials: 14 gauge galvanized steel strap,.11 &3 gauge galvanized steel plate. H Loads: 1480-4490 square ES�T � washePRODUCTGAUGE 'DIMENSIONSFASTENER. {{ S ALLOWABLE LOADS ' PER ),"CODE"', AP PLATE W "Lr H:'4 SILL ., '''STRAP' ''BOLTS NAILS 14.16d SGP2 14 1/4' 15/8 4 181/4 (1)1/2"BOLT --•—— 2325 10 15.10d 4'rBOLT+ :�.�2M,1'Bd�r'� ,,1�-11480 i •";,P4490'�''::: ;1p I FOOTNOTES: Use all specified fasteners In schedule to achieve values Indicated. SEE GENERAL NOTES: 1,2,3,6 CODE COMPLIANCE: Engineers sealed approval available upon request. f SGP I HOLD DOWN ANCHOR Design Features: - Ideal for shear walls and vertical posts. 6FE Loads: 1860-15,630 lbs. Materials: See chart rr': BOLT SC a ,, ti,.,� 1lrk', 'r.;`DIMENSIONS HEDULE 'MIN EMBEDMENT :END; DESIGN LOADS(LBS)•. PRODUCT STEEL'' PER 'r ANCHOR BOLT DIST., STUD THICKNESS(INCHES) CODE W H D CL (INCHES) TO STUD TO SILLCTN 2000 PSI INCHES .1 1/2 3 31/2 51/2 OS- 25/8 8 23/4 11/2 12 GA. (2)5/8 (1)5/8 12 4 318 1460 3330 3325 1 3315 25 ADS-S 31/2 9 3/8 37/8 21/16 (1)3/4.. ,',t 14 5114". +2250' 4430'. .4800'% .•4775'., >::12 ADS-7i 31/2 114 3/4 37/8 231161 14 (3)7/8 (1)1,1/8 19 61/8 3830' 7670 9010 9705 6 = ADS=:W -4314:126314 41/2' 2318 ndw�1(4+ fir 1 (4)°,1` u` (1)11/4 `* '` a26`apsf`ix"�7;a z 7� x:5180• 10215k 134654;n15630h AD-2 2 3/8 6 3 1318 3116 (2)518 (1)518 12 4 318 1905 3375 1 3370 3355 10 'AD•53'+ .;3�T 61/4; 31/2' 2118 #'.3)16:3'2 (2)`3/4 ;'(i) 4h( 'E�'u ?�14";s � r ;:" "E5114;' 2270 r: 4465,' 4848 `i 4815 A' 10 AD-6 3 121/2 31/4 1718 1/4 (3)3/4 (1)1 15 51/4 3365 6620 7275 7250 5 &D-7" ?` '31/2 11314 3314' 21/8 .�`., 114Ar (3)7185( t1)`1si/8w,1 1n� 18`"e� 61/8:', •.38207655 .8990° :••'9730 "5 AD-9 3112 161/2 41/2 21/8 1/4 (3)1 (1)1 118 25 7 4240 6675 10230 12510 1 ?AD-12,;'; 3112 201)2 '41/2 21/8 . 114 .': y .,(q)1;ix+a,(1);i l)8 :R ,�'#;30 w 7 5020 10215 13120' '15630` `1` AD-15 13112 241/2 41/2 21/8 1/4 (5)1 (1)11/4 1 30 7 5180 10215 13465 15630 1 1 FOOTNOTES: Design loads have been Increased 60%for wind. 'Design loads shown are for connection to stud. Inquire to verify adequacy of product in cement. To order product with hot dipped galvanized finish,add HDG to stock number,as in AD-2HDG. Inquire to determine adequacy of stud to resist published loads, SEE GENERAL NOTES: 8,9 CODE COMPLIANCE: Engineers seated approval available upon request.' 9 ~• H H &20 " 6 ct r ' �� AOS71911y15 ty20 FLOODPLAIN DEVELOPMENT INFORMATION Type of Developments - ...... ----- ----------------------------- Flood -------- _-_--- -_--_Flood Zone: __. i�------------------ Required Lowest Floor Elevations__ �-_,.____- If building is located within a flood hazard zona, o survey" muist be wade AFTER THE SLAB HAS BEEN POURED, certifying that the LOWEST FLOOR ELEVATION is equal to or above the bate flood elevation established for that atone. No final inspection will be made and no certificate of occupancy will be issued until the survey is on the with the Building Department. COMMENTSs Applicant Acknowledgements I understand that the issuance of this permit is contingent upon the above information being correct and that the plans and supporting data have been or shall be provided as required. I agree to comply with all applicable provisions of Ordinance Ho. 23-7-11 and all other laws or ordinances affecting the proposed development. k"2�t__Applicant's Signature_-6 _ tem ------- Department Use Required Lowest Floor Elevation -- --_--- As Built Lowest Floor Elevation ----------------- Survey Filed with Building Department __-_-____-_ Building Departwen! Representative page 3 ' MAP SHOWING BOUNDARY SURVEY OF L 0 T 2 5 OCEANWALK UNIT CANE as recorded in plat book 42, pages 1, la, lb, lc, ld, le, and 1f of the current public records of Duval County, Florida i 1 0 C A N Tr A L K PLAtBOOK 4EgD , UPNtS T �' 0 ` (p 04;AC'UAL) lG L4.11� X03" 1e uw N IP t,A oI�ND Common N a6'!e'0p'$ �'01.70 1P PALM�`. ,3N� 15 48'08' ��tTgT,r�r + ---''-""� 16 qMC 1. (o PLAT « 7 UAK ; OAK le PALM le PALM AlNAG �6 UAK bR / a. UTaZy, AND SEAEg EAS 0 � / 1 G �1NT eo onK• pnK --.' 10 PAIR M Act_, 'Wo c; 9 UAe � 1 I PALM le PALH DAY �" I • 14*PAL � QM 9 9E VL 1 J P11frM t N SMT , 0 OAK 2 PALM 10 PALMDAY f I VAY vx 2 uAlt 13 U1* r j E+ �� le PALM 40 PALM 12 PALM 1 N F '14 ALM 14 v A' PALM .•j �e"PALM ' ell 12' ALM %3 14 �' °�' O � UAK 13 PALL �.. •MY 7 BA o UAK a 40 v t'•�14 UAK , ,�• DAY �I�• t5 UM(, !AY 35 { • lv a.o �...� �. ire A y I•'1�\�.�� MAP SHOVING BOUNDARY SURVEY. - OF r� L 0 T 2 5 � OCEANWALK UNIT s recorded in plat book 42, pages 1, la, 11 of the current public records of Duval i O C E A N A L K UNI T N 04'47'03"' PLAT BOOK 4E P ` 14.11 ACTUAL) Ot N pVW03"E 12 OAK 14.1 t PLA rxcnsm N 15'48'08'F 15.4816g�E.70 A�UAj1, 12 PALM 16 OAK ��70 PLAT 7 OAK S OAK 12 PALM 12 PALM bRA1NAGE, 36 OAK d, AND 3ElIFR EA3"8NT 12 BAY 20 OAK§ .6 OAK 01 _ -- -� 9 OAK 10 Pi►R 9 PALM ��— 12 PALM 14 PALM BAY to SVEFT GUM 42 PALM C\j A4 9 SWEET GLIM 15 PALM OAK 15 OAK ^� 12 PALM A t2 PALM V) d; 12 OAK -- PALM . 4 BAY 2 OAK -. o Y Tl OAK 3 OAK • E+ 12 PALM 12 PALM CQ 4 Gast I 10 PALM 14 ALM •-4 v St.0 Z` lO 9 PALM r�r + 12'-PALMCo to © � 12 PALM 12 ALM PALM 12 PALM - �y I� 24 6 OAK 13 PALL Co 7 BA 50 OAK a � � J�.Y(C.�. SAI�'1Q. SLS.-�1.0�T Q.. `�' •�,,, '. h 14 two 6 BAY 15 OAK BAY DELTA 10'27'48' RADIV3-483 60' 0, 3 36 DAi� °p o F . •' w 11 38 �' -90 ; 0 . . --- .4 TIV A r14COMBET? (60 111%fP Ol 1A,,rPD A r V. I HEREBY CRCOPY O�THE ORIGINAL "RICH AND CORRECT IS BEI R CORDED. OT D IC CAROL R HUTTO Notcr%/ P" - Stat^ of Florida My Commission Expires Juiy 2, 1995 t; CC 122842 [Space TAX FQLi , 0• 1694b3-0054 PERMITNO. '�.... ..�. :.. ,,._ ...,..a...._. ._.._.,. :.:. NOTICE OF COMMENCEMENT State of Florida County of Duval THE UNDERSIGNED hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1. DESCRIPTION OF PROPERTY (Street address, if available) U/A Beachcomber Trail Atlantic Beach, Florida 32233 2 I HEREBY CERTIFY THAT THIS IS A TRUE AND CORRECT COPY OF THE ORIGINAL WHICH IS BEI R CORDED. NOTAR IC CAROL P. HUTTO FMNotcry Public - Stato of Floriday Commission Expires Ju;y 2, 1995 CC 122842 [space A. bov PERMIT NO. TAX FOLL .AO, O. 169463-0054 NOTICE OF COMMENCEMENT State of Florida County of Duval THE UNDERSIGNED hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1. DESCRIPTION OF PROPERTY (Street address, if available) U/A Beachcomber Trail Atlantic Beach, Florida 32233 LEGAL DESCRIPTION OF PROPERTY Lot 25, OCEANWALK UNIT ONE, according to plat thereof recorded in Plat Book 42, pages 1, 1A through 1F, of the current public records of Duval County, Florida. i 1 2. GENERAL DESCRIPTION OF IMPROVEMENT Single Family Dwelling 3(a). NAME/ADDRESS OF OWNER 3(b). OWNER'S INTEREST IN PROPERTY Barnes E. Sale, III and Leslie P. Sale Fee Simple 1864 Beachside Court Atlantic Beach, Florida 32233 3(c). NAME'ADDRESS OF FEE SIMPLE TITLEHOLDER(If other than owner) 4. NAME/ADDRESS OF CONTRACTOR CHARLES COLLIER REALTY, INC. 12297 Hidden Hills Drive Jacksonville, Florida Copyright 1990,Great Lakes Business Forms,Inc. Great lakes Business Forms,Inc. ITEM 7107(9012)-LAP FLORIDA To Order Call: 1-600-530-0393 0 FAX 616.791-1131 S(a).�AE/ADDRESS OF SURETY 8. NAME/ADDRESS OF LENDER N/A PEOPLES FIRST FINANCIAL SAVINGS AND LOAN ASSOC. 110 AlA North Ponte Vedra Beach, Florida 32082 5(b). AMOUNT OF BOND 7. Person(s) within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13(1)(a)(7), Florida Statutes are shown below: 7. NAME/ADDRESS 7. NAME/ADDRESS Barnes E. Sale, III PEOPLES FIRST FINANCIAL SAVINGS AND LOAN ASSOC. 1864 Beachside Court 110 AlA North Atlantic Beach, Florida 32233 Ponte Vedra Beach, Florida 32082 8. NAME/ADDRESS OF PERSON TO RECEIVE COPY OF LIENOR'S NOTICE 8. In addition to himself, Owner designates the person whose PEOPLES FIRST FINANCIAL SAVINGS AND LOAN ASSOC. name and address appear in the box at the right to receive a 110 AIA North copy of the Lienor's Notice as provided in Section 713.13(1)(b), Ponte Vedra Beach, Florida 32082 Florida Statutes. 9. Expiration of date of Notice of Commencement (the 9. EXPIRATION DATE expiration date is 1 year from the date of recording unless a different date is specified) is shown in box at right. Signature of Owner X Bar es E. Sale, I3 NOTARIZATION Leslie P. Sale The foregoing notice was acknowled fore me this 15th State of Florida day of June, 1994 by Barnes E. Sale, III and Leslie P. Sale County FCAROL P. HUTTO Notary Public's - State of Florida Signature X mission Expires 2, 1995 Notary Public's Name: CAROL P. HUTTO 122842 For the County of: Duval State of: Florida My Commission Expires: WMIE`i Itr ORIo' URN TO: DRAFTED BY: PEOPLES FIRST FINANCIAL SAVINGS AND LOAN ASSOC CAROL P. HUTTO 110 AlA North ADDRESS,CITY,STATE Ponte Vedra Beach, Florida 32082 BARON L. BARTLETT, P.A. 910-A Third Street Neptune Beach, Florida 32266 NOTICE OF COMMENCEMENT O Copyright 1990,Great Lakes Business Forms,Inc. ITEM 7107(9012)-LAP FLORIDA TREE REMOVAL APPLICATION SECTION A - APPLICATIONS MUST BE RECEIVED BY CLOSE OF BUSINESS TUESDAY BEFORE THE MEETING! aZta r�� 13 awn oG 5 akc- C9c -7` property Owner ' s Name Address Telephone cZy/— Location of Tree Removal/Site Alteration SECTION B - (To be completed by applicants whose property is zoned residential , includes an existing dwelling, and which is not presently owner-occupied) 1 . What changes are proposed to the above specified site? 2 . What is the purpose of these proposed changes? � y�A 3 . Specify trees proposed for removal as follows : s,ev- t-n 6 Tree Count Species -'�(DBH x HGT) Condition J �R,W1s /meg 3•Ip 1 -/2 2 Sof 6-1a o 4 . Will these trees be relocated on the same property? --�> 5 . If not , will replacement trees be planted? �' 6 . Specify proposed replacement trees as follows : Tree Count Species Size(DBH x HGT) "Ali trees to remain must he barricades I minimum of fi. fro,; she tr.'nk of ea tree. Barricades :rust :,J, site clearin d BEF� and r`tr',"`] place Burin ALL phases at construction." 7 . Attacri site pian. (Note: All trees proposed for removal must be marked on site by red tape or flagging) . 101994 Budding and Zoning SECTION B - (All other Applicants) 1 . Property Zoning: 2 . Submit the following: SITE PLAN/TREE SURVEY indicating: a) Site topography , existing and proposed grades b) Existing and proposed structures c) Location of all trees w/DBH of six inches or more d) Tree species and sizes e) Trees to be removed should be clearly marked f ) Trees to be relocated should be clearly marked g) Location of any proposed replacement trees h) Identify trees of special or unique characteristic i ) Idenify trees within 10 feet of construction areas j) Show location and type of tree protective barriers k) Location of utilities , accesses and easements 1 ) Location of vehicle travel corridors m) Location of commercial sprinkler/irrigation systems n) Landscape maintenance pian (commercial only) o) Staging areas for equipment and material storage 3 . All trees identified for removal must be marked on site by red flagging or tape. SECTION C I agree to comply with the rules and practices established in Chapter 23, Article II of the Code of Ordinances of Atlantic Beach. Owners Signature Date CITY USE ONLY Applicant has co plied with all provisions of Chapter 23 and requirements of Jr&eTR0U4n OW&1i8k U94-d. By Date S Tree Conservation Board Designee Date NOTE: "Tree Protection for Builders and Developers" is available at City Hall or from the Division of Forestry, 8719 West Beaver Street, Jacksonville, FL 32220. (781-1434) MAP SHOWING � BOUNDARY SURVEY OF II L 0 1 2 5 nY 101994 0 CEANWALK UNIT ONEBuilding and Zoning as recorded in plat book 42, pages 1, la, lb, Ic, id, le, and 1f of the current public records of Duval County,, Florida O C E A N W A L K UNITF T W p PLAT HOOK 4 $ , PAOIs 19 14.11 ACTUAL) 04 VTT E ,---12 OAK N PLA �,evn CoN N 16'48'08"$ __ _--- 14.11 0 1V� 15'4e'09'� 70 ACTUAL 12 PALM 101. /0 PLAT • 16 OAK .. 7 OAK OAK 12 PALM 12 PALM ---_ wit 25' DRAINAGE. 56 OAK d, UTD1T1', AND SEAER E 12 DAY � OAK T 20 OAK• ' M P2 10 PAL _,-_-----_.__— 9 0A1� PALM 12 PALM ' to WEET GUM T GLIM ewkj) CQ ' F 4 OCG• \^ � � ; N 11110 �. 1. `ra M 1I� PALM,k.: ztA O o z Q L4 •- d f '" E G w 13 PALL { i � � x �-f�� rt"' DAY 7 HA a U aAK 'a JdO I "All trees to remain mlust be barric ed 14 OAK a minimum of f;. 'rc t.e trr, rk each e �arn� rt , r„ sU! d F trt)RE ; �$ DAY 1S aAK, �j DAY t� sitoaring and remain in piace� nn Ds1. 10' r•4a' 83. g All uses of co ruction 0' 36 �e�oo + ,�-- 00,; -Q-Q-- � R f�■ A CHC OMBEE X30 R1GH7 Ol 11AY) / -P A T T