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'� __.<...baba.... _ # - - - - : •2 �_ _ _ ,� -_ -. :. - - _.:. . -. - -- __ — - __. - __- _ - 1 3)WEB MEMBER PLANE.*X`BRACING,AS SHOWN, DO NOT USE SHORT BLOCKS TO BRACE JOB SITE HANDLING BEGINNING THE ERECTION PROCESS L CRITICAL IN PREVENTING TRUSSES FROM INDIVIDUAL TRUSSES WITHOUT A I I.enpatent for me builder or erection corntrector to provlde sobhtarttial Madrg for the first truss erected.The hroa mom LEANING OR SUCCESSDOMINOIION REPEAT NI SHOWN TO SPECIFIC BRACING PLAN trusees making w the reel of ifw first set are bed to and rely upon the first taus for stability.I".".alter this fast set of CREATE A Sl1CCESSION OF RIGID UNITS. �.�- j trusses a edaxPatey cross-prace4 me remaining tnrssea installed rely won loris first set for atal>flity.7hus.the perform- Continuous; - X-yre' DETAILING THEIR USE I In Spreader bar for ® ante a the toes bracing System depends to a great emerrt on how well the brei group of trusses Is braced. lateral WeoNrg 9 larger trusses -�"� '� GROUND BRACE-EXTERIOR GROUND BRACE•INTERIOR One satisfactory method ties the first unit of busses off to Another satisfactory method where height of building or Web members I,-15'�',e-15'4 ve� -,. a series of braces that are attached to a stake driven into ground conditions prohibit bracing from the axiom is to max. main. AMN �G E N E R A L the ground ares supported y anchored.The grouts brace be the fell trussed the l place from the interior at the Q I7, X-bracing should be installed co vertical web members itself should io al ground as stain thew or opposite e dirt to floor la pa le o f su era floor a s round b py completed whenever possible,at or near lateral braci g.Pywood Donde,Additional ground brews in ane vided. deet- and capable of hefirdtt a the ground bracing a buildcas�- sheathing may be substituted for x-bracing. Don,eneltle the building.are also reoammxrded. Securely taster the feat tons a the mlddle of the Gtld- 'wdfFl the CONSTRUCTION DESIGN DOCUMENTS,the TRUSS.DESIGN DRAWINGS,and ALL TRUSSES SHOULD BE PICKED UP AT THE TOP CHORDS IN A VERTICAL POSITION ONLY Note:Lode ground braces ing.Brace the bracing similar to exterior ground bracing ky s�PLACEMENT PLANS (if required by the CONSTRUCTION DESIGN DOCUMENTS) is Proper banding and smooth ground allow for unloading of trusses without damage.This should be for fast tares directly m line shown at ion.Set trusses from the middle toward the and Wet marnbers ,equired to properly erect,brace,and connect the trusses to the building system. done as close to the builds she as possible to mlydmize handling.DO NOT break bends until insist- with all rows of top chord car, of this bugdng.Properly crows brrae the first set a truss- y,� Brace the n9 Dce 9• rt9 ga o e mtgrr Z BRACING REQUIREMENTS USING THE lation begins.Hand erection of trusses is allowed,provided excessive lateral bending is prevented. bfd1g I) es before famm n9 floor braces and setting rennam ng sQe� brecmg All nit the care and quality involved in the design and manufacture of wood trusses can be jeopardized temporary a permanerrt). trusses P SAME PRINCIPLES APPLY TO if the trusses are not property handled,erected,and braced.THE CONSEQUENCES OF IMPROPER ✓2nd 3rd a 4th loiases PARALLEL CHORD TRUSSES HANDLING,ERECTING,AND BRACING MAY BE A COLLAPSE OF THE STRUCTURE,WHICH AT BEST IS A SUBSTANTIAL LOSS OFTIME AND MATERIALS,AND AT WORST IS A LOSS OF LIFE. e THE MAJORITY OF TRUSS ACCIDENTS OCCUR DURING TRUSS INSTALLATION AND NOT AS y •`-Find truss A RESULT OF IMPROPER DESIGN OR MANUFACTURE. ' h 2 x 4 minimum Temporary support wall ',ii a� (heemporarryrnscaff scaffolding s�� Bottom darts _ Prior to truss erection,the builder/erector shall most with the erection crew for a safety and planning 45 F'aM toes to be well bop cher span busses meeting,making sure each crew member understands his or her roles and responsibilities during the erection process. �: Ground Wil, . Note:Top chords and some web members are not sham,in ceder to make drawings rtare readable. DO NOT STORE UNBRACED BUNDLES UPRIGHT DO NOT STORE ON UNEVEN GROUND. Sear' for trusses TEMPORARY ERECTION BRACING Gro�� Grout. ndbreceg •�°, STACKING MATERIALS Trusses are not marked in any way to identify the frequency,or location of temporary erection Maanorn Two 18d 2� DO NOT PROCEED WITH BUILDING COMPLETION UNTIL bracing. All temporary bracingshall comply with the latest edition of Comments and Dabble Headed Nails ry p y Commentary 2x4 minenuin size ALL BRACING IS SECURELY AND PROPERLY IN PLACE Recommendations for Handling,Ir,sraging&Bracing Metal Plate Connected Wood Trusses(HIB),pub- � lisped by the Truss Plate Institute,and/or as specified in the CONSTRUCTION DESIGN DOCUMENTS u e�aaaewwe w9— This level represents Pehenml must prepared by the building designer. I'll recon ground fl00r single be to*braced story applications I "PA PERMANENT TRUSS BRACING °�°`° If trusses are stored vertically,obey shell be braced m a If tosses are stored horizons � O N MATERIAL OR INADEQUATE FASTENING IS A MAJOR CAUSE Permanent bracin for tore roof or floor trusses is the ' R of the r and should n •F NG. G !4Y rP..lR that w ev4rr1 T,�t% rP, , dn? ' r!?d LA!5 cin"!. t1 eg1S?Y"q,%th%%;= 1(1 l fRSrifIS�K1�1' 95{{81f�4(it{IPe ii9 gSimitfb, l%h. ual compression members of a wood truss are aloin on the TRUSS DESIGN DRAWINGS,and s11ati a O N TO L E R A N C E be installed by the building or erection contractor.This bracing is needed for tib proper performance CARE SHOULD BE EXERCISED WHEN REMOVING BANDING SSES- j , NEVER STACK MATERIALS ON UNBRACED Proper distribution of wnstruMen material;is a,mer of individual trusses within the roof or floor system.The design and connection of the bracing to the Z OR INADEQUATELY BRACED TRUSSES du' construction. truss and then to the overall building system is fire resporobt iry of the buildfng designer,and is in addi• During long term storage,trusses shall be protected from th that provides Q L rag tion to the permanent bracing plan,which is also specified by the Willing designer. for adequate ventilation of the trusses.If tarpaulins or other shag be Telt open 14 ,N ±% til organ- �_Lenga, for ventilation.Plastic is not recommended,since it :t; y -T- J- - — Acceptable H Lesser a Length lF to 37 -1' , 11 L . L;1 WA out. load aide ! Y 3�/'1-1Plumbb gob Length 37 8 over=2' bearing wag 3 l Com with erection tolerances m roof or iter ane,AND TO ACCOMPLISHINGIll -.,.. �„. All TRUSSES THAT ARE ERECT L I a the need for the hazardous practice of IV q 11, BY THE ERECTION EQUIPMEN tlnir eaneg a bowing can cause naffs INSTALLED AND THE END an bracing,which W a frequent USSrouse - over load HonD OFrHETRusses. NEVER STACK MATERIALS NEAR A PEAK; bee wall I . . Always stack maerials over two a more trees. OID NEVERCANTILEVER TE IALS TRUSS THE Not to exceed 4'0'naxkyxan from bearing 4b'�T 4'0_r. O� 11111 TRUSSES ILY UNB OR LYING FLAT C ORTS • etc that are pan rive / Roofing and mechanical contract=are widened to acollreley and p malls sin�le steric material onty along outside supporfirg rtesnbara attached before Ilii brew a directly over aside supporting members.Trusses are shell ever be metal not designed for dynamic bade(i.e.,moving vehicles)• porery connections NEVER OVERLOAD SMALL GROUPS OR Extreme care should be taken when loading and staddrg NAILING SCABS SINGLE TRUSSES.POSITION LOAD OVER construction materiels(roped roofing.mechanical ewip- iling BRACE THE FIRST AS MANY TRUSSES AS POSSIBLE. mom•into')on the rod or floor system' SPECIAL DESIGN REQUIREMENTS Tagil At AL wperpande�ule ILED Special design requirements,such as wind bracing,portal bracing,seismic bracing,diaphragms, PA E) at right. TO FORCE) XO S shear walls,or other bad transfer elements and their connections to wood trusses must be considered where these trite separatety by the Whiting designer,who shah determine size,location,and method of connections for all bracing as needed to resist these forces. 3 PL - ROOF SPREADER BA UNLOADING & LIFTING SPREADER a yatem11 rt 1)Top�C�da Panel sfpoint Sleepers for mechanicalsorover supporting be beefed s, TOE IN N panel poets(juste)t over main en design members, AVOID LATERAL BENDING TOE IN E IN ) M CHORD to hold p oyer NEVER CUT ANY STRUCTURAL and only on trusses she,have been da•wmad for such 'I erection contractor is bracing in the plane of the top spacing on the bottom chord,temporary bracing is neo- MEMBER OF A TRUSS. bade. dord.Truos top dards are has ih to mtarel budding ornmended on ba top a the bottom chord. CAUTION NOTES before aey are braced a sheathed. 1 __ A,u,,..'nb`6 '11•' Continuous I_� Appra.'h b w 1- Ines angle TOP Web members lateral bracing Enos s building ones anNa dimensions,a snore by orders shall be conecled by the contractor a responsible car f - ed baI Te line w o he� n i bracing�lateral � Cvawwxue struction trade subcontractor a supplier BEFORE ereclbn of trusses begins. Istend 9 Taglme ( Bottom wadin; Cueing a nonstructural overhangs is core tiered a part of normal erection and shag be dao by Me builder a erection oon- i Dtagenal ima8, Minimum 2x4x,Ir Bosom Chad Vada. Use spreader bar in ALL other cases.I should be noted that the lines from Me ends of the spreader Minimae 2x4x10' lateral bracing tipped bar'TOE IN';If these lines should'TOE OUT"the truss may fold in half. lateral bracing lapped to 10, over two Inmeses at a^`` Any field modification that irnrolvas as catling,draag,a relocation of any strudurel truss member a connector plate atmNl over two trusses a each and' nut be done without the approval of the trues manufacturer or a licensed design professional. $T'RONGBACK/ °I Babe end. The melfede and proceduma outlined are attended to ensure mat the overall construction ladnsim anpeyed wa put Ilea still moi SPREADER BAR STRONGBACK/ wsees SAFELY n place-a oarpked atn,durs These mom erasawts for bracing wood trusses originate tam Its oattec#w aMw SPREADER BAR :,f. rience a Wading technical personnel-me wood sues-dusty,but must.due to me nature d reapo sibaasa kv d ,be Presented i`•—'( ,,�f. or=gy. GUIDE for use by a Waffod bulking designer,builder,a oaten euntredor.Trus,ns wood Trues Council d America W• dlacla� raaporulbary for damages arising from the use,application,a relWwe on to awmmeMetlom end-0— "': 0 - ton contained Selected tend and figures rsienenced or reproduced 4VAI Z, W. C'on end Iron HIB and DSB by permission a aeTnes Plata NEVER HANDLE TRUSSES FLAT Na to awls. of bracing to . institute.and D n vel Beginning with the unloading process,and throughout all phases of construction,care must be taken Approx.' �_A 1.to Y:__,� Diagonal braes swport a add degonal P �"— mss .I bad fir 1 fie 20' to avoid LATERAL BENDING of trusses,which can cause damage to the lumber and metal connector repeated every o'at merv%e(r=fir 1 bah ends).' les at the joints. ovsr a Wel 45•angle to vessel Tagline ora80ABe Tagline .. d specwa WOOD TRUSS COUNCIL OF AMERICA USE SPECIAL CARE IN WINDY WEATHER. EXACT SPACING BETWEEN TRUSSES SHOULD BE t r Long requ a cbsheaedeBff epad�Ire nn% txum Lff One WTCA Center For lifting trusses with spans in excess of 60 feet,it is recommended that a strongback/spreader bar be MAINTAINED AS BRACING IS INSTALLED to avold tow dna an,d loser intarvais between diagonals.Caeul the 6425 Normandy Lane IF USING A CRANE WITHIN 10 FEET OF AN ELECTRIC UNE,CONTACT THE LOCAL POWER used tNusUrated.The strongback/spreaderlar should bre attached to the top chord find web members hazardous prdetlee a rennoving bracing to adjust spino- tolkang de",nar a HIS and DSB(AecanmerMad Madison,WI 53719-1133 COMPANY. at intervals of approximately 10 feet.Further,the strongback/spreader bar should be at or above the: mg.This ad a'adjusting spacing'can cause wages to Oesigrn Specsfaafiorr for temporary erecag a Meme- frO6t274-4849.6081274.3329 fax mid-height of the truss to prevent overturning.The strongback/spreader bar can be of any material with topple q connect oma are removed at the wrong time. Petra Connected wood Trusses)for data e. wtca@woodtruss.com•www.woodtruss.com IF USING A CRANE WITHIN 5 MILES OF AN AIRPORT,CONTACT THE AIRPORT 30 DAYS PRIOR sufficient strength to safely carry the weight of the truss and sufficient rigidity to adequately resist bend- j TO ERECTION TO LEARN ABOUT ANY SAFETY REGULATIONS THAT MUST BE FOLLOWED. ing of the truss. -, DIAGONAL OR CROSS-BRACING IS VERY IMPORTANT! 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N___., .w..n ......,. _ - -- ,- =- -. _ - _u. f pR,oMRi3 t� i 14 a pf�i f�I {� ^P• i ti- 1 I r � t'i '> fit+ � _— ! ► � S tz it it y-a,l r� �I�► i I t i rl� a � f z . Iz, a q � JQt J , �� ;fit* ;, �I� --- ---- ►� -- �I■ � y ' Ii t , �, �' �IN�� e � ! � �p — ��■ ± 4, Vii:, a, spa^ J11I� t Sz f � I pp yy 7 Ell Will t — — — — — — ft t t � IVA s: t �y, �gqgql J S i4 a rr IN ' 7 ,� % I,', � , I• �--._ _�_ _ -- — — — �� n tip t " i i 4p ilk o ';l � Ir i rtl:�� i YI t�1��a I ■I.__ _ �— _..,._ �_._- _ __ i �':, 4'><,�� t � 'i n y °1 9t �. x ,r If t r�r �t. a t I Y a S` ias r 9 {jta;;t r s k�q�jfa 1 t &gyp �I `�` � i�E � � ■ � � � ' �. ■i. ■ � � � �� i ff It r. t I 1� I a i i i?3i �i 4 7i�, �.,.� � I � �`.�� _ •�� 1 •1 1� � � 1 ..�.,1� � .t 3 ,yp� .►�►�� ,-A®R.1�. �C.-� a • C ( Yr y tt. k :i tk t f RF VO �� 17 q i��3ri I t a ��/��'1��i►�� + Ty r� r 3 y. t t p C � � y • f 111 '+ ��Il r I F I � yy �. �1 lull I � 7 CITY OF ATLANTIC BEACH CERTIFICATE OF OCCUPANCY This Certificate issued pursuant to the re mfr of Section i o6 of the Standard moding Code certifying that at the time of issuance this structure was in compliance with the various ordinances of the City regulating building construction or use. For th fok w V: Address: 272 MAIN STREET Owner: DE ALMEIDA, JULIO ATLANTIC BEACH, FL 32233 2610 STATE ROAD AIA APT ATLANTIC BEACH, FL 32233 Construction Type: WOOD FRAME Use Classification: SINGLE FAMILY Permit Number: 20547 Date: 2/07/2001 1 QIL DON C. FO D, C.B. . Post in a conspicuous space JOBADDRESS TYPE WORE PROPERTY owNERJ-a L/w0 _ I> ,La4� na MOVE '46 2 CONTRACTOR TELE oNEj� q - 7 PMtWT NUAMM S� DATE /0--p C) JNSPECTION& FOOMM 16 CJ l_ -� SLAB t 7 `. y�- 12- TIE BE" LINTEL NAILIIVG/3MTlMG FRAAMVG/COYER UP I t2- l Q-o 0 INSULATION FINAL BUILDING - ;L- o CERTHTCATE OF OCCUPAN ELECTRICAL PERNT .2 INSPECTIONS ROUGE ! 2-I I—.cro FINAL MECBANICAL PEER" a 10 3 � INSPECTIONS ROUGE FINAL PLvMENGP oERNM Dt)aW INSPECTIONS ROUMAWDER SLAB TOPODT WA T 1 -22 - y( Fff"L NOTES: TABLE 1606.2E-FIGURE 1606.2C TABLE 1606.2E SIMPLIFIED WIND LOAD COEFFICIENTS GC p HORIZONTALI VERTICALZ End Zone Interior Zone End Zone Interior Zone DIRECTION - ROOF Wall Roof Wall Roof Windward Leeward Windward Leeward OF LOAD ANGLE Roof Roof Roof Roof 0<a 5 10' +1.20 -0.60 +0.80 -0.35 -1.40 -0.80 -1.00 -0.65 10'<a5 20' +1.65 -0.40 +1.10 -0.25 -1.40 -1.00 -1.00 -0.75 Transverse 20'<a 5 30' +-.65 0 +1.10 0 -1.00 -1.00 -0.75 -0.75 30'<a<_45' +1.35 +0.90 +1.10 +0.75 +0.10 -0.80 +0.05 -0.70 Longitudinal all angles +1.20 -0.60 +0.80 -0.35 -1.40 -0.80 -1.00 -0.65 For SI: 1 degree=0.01745 rad. Notes: 1. Horizontal coefficients: a. Positive sign indicates pressure acting in direction of wind,negative sign indicates pressure acting opposite to direction of wind. b. Roof coefficients are applied to the vertical projection of the roof.For buildings with a width to eave height(He)ratio greater than 5,the effective vertical projection of the roof shall be taken as 2.5 H.tan a. 2. Vertical coefficients: a. Positive sign indicates pressure acting downward,negative sign indicates pressure acting upward. b. Roof coefficients are applied to the horizontal projection of the roof. -2.0 -11.8.8 WALL • e 10 -1 W -0.8 GCp -0.4 -0.2 e 0 10 20 50 100 200 500 1000 0.2 0.4 EFFECTIVE WIND AREA(sq.ft.) e I \ Z 0.6 Z W aO �T 0.8 1.0 O an7d w I� �I 1.2 1.4 / \�' 1.6 1.8 2.0 FIGURE 160ti C WALL COEFFICIENTS,GCP,COMP(NENTS AND CLADDING (ENCLOSED BUILDINGS) Notes: 1. Plus and minus signs signity pressures acting toward and away from the surfaces,respectively. 2. ',Each component shall be designed for maximum positive and negative pressures. 3. For partially enclosed buildings,positive coefficients shall be increased by 0.1,negative coefficients shall be increased by 0.4(in absolute sense). 4. Coefficients may be reduced 10%when a S 10'(0.175 rad). 224 STANDARD BUILDING CODE*1997 TM Corporate Headquarters Drive S FMr= Jacksonv/e,IFtlorida 2218 Southeastern Metals National Wats(800)874-0335 i R,. Technica 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 ta• 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 lava PRODUCT SCHEDULE LOADS PER DOUBLE 2X(2) SIZE CODE GAUGE CTN HEADER WIND UPLIFT 13/4" FASTENERS IN WOOD 2X HDP2X '18 10-10d 1566 25 2X-(2) I HDP2XD 1 18 12-10d 1880 25 FASTENERS IN CONCRETE* 2X HDPV 18 8-NK or DN 1566 25 2X(2) 1 HDP2XD 18 8-NK or Df 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. n 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 1 W8" TRUSS TIE DOWN STRAP (True Tie) PRODUCT PER TOTAL NUMBER OF SIZE DESCRIPTION GAUGE FASTENER CODE CTN FASTENERS 6 1/4" X HDPT2 Single True Tie 18 25 SIZE 2 4 % 8 10 12 \� 2X(2) HDPTD Double True Tie 18 25 8d 320 1 640 9faj 1280 113n 1333 V 1 3/4" 3 1/8" 10d 387 774 1 1333 1566 1880 s 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 Patent Pending 13/4" CODE COMPLIANCE: Engineers sealed approval available upon request. ` 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: 40 lbs. PRODUCT GAUGE PRODUCT END NAIL LOADS DESIGN PER CUT LENGTH CODE DESCRIPTION LENGTH SCHEDULE CTN 100% 160% RS150 16 Clear Span+26" IT 24-8d 1040 1040 1 _[ Clear Span+22" 10" 20-10d 1040 1040 1 END LENGTH FOOTNOTE: Other lengths and gauges available. CLEAR SPAN 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. f 22 SEISMIC AND HURRICANE TIES ° J 04" ° >w. ° NEW!The HS24 attaches the bottom chord of a truss or rafter at pitches from 0:12 to 4:12 to double 2x4 top plates.Double shear nailing allows for higher lateral resistance ° I " 301 1 H The H connector series provides wind and seismic ties for trusses and rafters.H10 and H10R provide uplift and lateral load resistance parallel and ° o perpendicular to the top plates.Optional positive angle nailing connects shear ° f�4a' .° 2 " blocking to rafter—use 8d common nails.Slot allows field-bending;bend one / + r 0 ° ° ° time only.The H15 attaches over the heel of the rafter or truss directly to the stud below,at pitches from 0:12 to 7:12.The Hl 1Z attaches a 3x rafter or 5y• H2.5 ceiling joist to top plates. 1•/+•" MATERIAL:See table H1 ° H2 FINISH:Galvanized;H10-2,H11Z—Z-MAX.Other models available in stainless �1,�•,� steel or Z-MAX;see Corrosion-Resistance,page 6. INSTALLATION:•Use all specified fasteners.See General Notes. •HS24 requires slant nailing only when bottom chord of truss or rafter has no slope. •H1 can be installed with flanges facing outwards(reverse of illustration T #1).When installed inside a wall,a birdsmouth cut is required. " " ® 4Y4 ° a •H2.5,H3,H4,H5 and H6 ties are shipped in equal quantities of separate ate 336 ° 2%- rights and lefts. a � r. 1aj4• •Bend the H7 over the top of the truss.Install a minimum of four 8d nails a into the truss,including two into the truss side. 1 �' o "tet 2+Je •Hurricane Ties do not replace solid blocking. 2+ CODES:SOCA,!CBO,SBCCI NER-422,NER-393,NER-499;Dade County, H4 U.S.Patent 4,714,372 FL 97-0107.05;City of L.A.RR 24818(except 1-111). U.S.Patent H3 4,714,372 Fasteners Allowable Loadw,2 Uplift Uplift Load with Model Latera{ GaTo To To Uig Uplift (133/160) 8 h 2+iNo Rafters Plates Studs Nails (133) (160) Fi , Fz (133/160) •0• 8 Bdx1y 89/e' HS24 18 &2-8d 8-8d — 2205 7355 735' 75W 1200° — slant 7h' Hi 18 6-8dx1y 4-8d — 1958 490 585 485 165 455 • H2 18 5-8d — 5-8d 10401 335 335 — I — 335 H2.5 18 5-8d 5-8d 1300 415 415 150 150 415 E . 191° H3 18 4-8d 4-8d — 1433 5 455 125 160 415 H4 20 4-8d 4-8d — 1144 360 360 165 160 360 ' H5 18 4-8d 4-8d — 1485 5 465 115 200 455 H6 16 — 8-8d 8-8d 3983 915 950 650 + H7 16 4-8d i 2-8d 8-8d 2991 1 930., 985 400 — — ,,, H10 18 8 8dx1y 8-8dx1y — 2967 905 915 585 525 — =: , •o'. H10R 18 8-8dx1y 8-8dx1y — 2967 905 915 585 525 — • H10-2 18 6-10d 6-10d — 2447 760 760 455 395 — 2�' H11Z 18 6-16dx2y 6-16dx2y — 5097 830 830 525 760 — z HIS HIS 16 4-10dxly 4-10dx1y 1210dxiy 6070 1300 1300 480 — — • ® H15-2 16 4-I0dxly2 4-10dxiy 12-10dx1y 6070 11300113001 480 (NIS-2 3%) H7 1.Loads have been increased 33%and 60%for 3.Allowable uplift load for the H4 stud to bottom r earthquake or wind loading with no further plate installation is 360 lbs;400 lbs for H2.5. N it + increase allowed. 4.When cross-grain bending or cross-grain tension o NJpp 1ye� •" 2.Allowable loads are for one anchor.A minimum cannot be avoided,mechanical reinforcement a T �21 I FOLIAOpAL rafter thickness of 2'h'must be used when to resist all such forces should be considered. y XUBLE framing anchors are installed on each side of 5.HS24 allowable loads without slant nailing are � . •• e .; Stl the joist and on the same side of the plate. 620 lbs(uplift),750 lbs(Ft),970 lbs(F2). r .. 3Si v m•, kl&.••134• �\, � " „ 20 'g • • i \\ ' • 5,•' 6yi• •'l.., 0 3° O O e •` e V m H10 ° iU I ° (H10R similar) o ``0 21 h, I`�\3a�e, °' • '• U.S.Patents ° 4,230,416; T I 4„ HS24 ►� e 4,291,996; H10-2 �–�. H11Z 71 and 4,480,941; ►I 'U.S.Patents 4,480,941 H15 Canada Patent and 5,603,580 60 (H15-2 similar) 1,193,418 Canada Patent 1,193,418 TM FOR TECHNICAL INFORMATION: IF Mr= ® 1 800 SE SPECS Sodeastem Metals Manufacturing Company, Inc, 1-800-737-7327 TOP PLATE ANCHOR Design Features: * A fast,economical tie to secure top or bottom plates to wall studs. TPP Materials: 20 gauge galvanized steel " SIZE PRODUCT GAUGE DIMENSIONS PER CODEyy H CTN oeX4 TPP4* 20 35/8 1 7114 100 " 2X6 TPP6* 20 55/8 7 100 2X8 TPP8 20 75/8 83/4 100 2X8 TPP812 20 75/8 12 100 SILL PLATE NUMBER OF FASTENERS NUMBER OF FASTENERS APPLICATION FASTENERS WIND/EARTHQUAKE WIND/EARTHQUAKE UPLIFTFASTENERS 133% UPLIFT 160% ".. 2 1 4 1 6 1 8 1 10 1 12 2 4 6 8 10 12 8d 265 535 800 1065 1300 1335 8d 320 640 960 1280 1335 1335 tOd 320 645 970 1290 1335 1335 10d 385 775 1160 1335 t335 1335 TOP PLATE FOOTNOTE: *Has more holes for higher loads. APPLICATION INSTALLATION: Use all specified fasteners in schedule to achieve values indicated. "•!) ! SEE GENERAL NOTES: 1,2,3,6,10 CODE COMPLIANCE: S.B.C.C.I. #9166,METRO DADE COUNTY REPORT #91-0830.8,#91-6702.9 , 2!�Vl, 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. Materials: 16 gauge galvanized steel FASTENER SCHEDULE ALLOWABLE LOADS HCPFA WIND/EARTHQUAKE lQa PRODUCT PER DESCRIPTION CODE GAUGE LENGTH TO PLATE TO STUDS UPLIFT 133% UPUFT 160% CTM NAILS BOLTS NAILS BOLTS NAILS BOLTS NAILS BOLTS 10d 16d 1/2' 10d 16d 1/2', Stud First Floor Tie HCPFA 16 20 8 2 8 2 1100 1200 1415 1320 1415 1415 50 'e1 SW Second Floor Tie HCPSA 16 40 — — 16 4 1100 1200 1415 1320 1415 1415 20 ' HCPSA INSTALLATION: Use all specified fasteners in schedule to achieve values indicated. Fastening schedule for the HCPSA requires 4 bolts with 2 bolts per stud. SEE GENERAL NOTES: 1,2,3,6,7 rr iz Y, CODE COMPLIANCE: Engineers sealed approval available upon request. Submitted 1/93 for a National Evaluation Report (NER#Pending). e ep STRUCTURAL ANGLE Design Features: * Universal design eliminates the need of constructing special seats to support floor joist. © Materials: 3/16" Dainted steel H DIMENSIONS FASTENER ALLOWABLE ©/ SCHEDULE LOADS y, PRODUCT GAUGE . FLOOR ROOF PER W BS CODE �! W H BS HEADER JOIST DESIGN DESIGN CTN LOAD LOAD O 100% 125% 2-16d+ 2-16d+ ANJ ANJ44S 3116' 3112 4 4 2-1/2'lag 2-1/2'Lag 500 Screws Screws INSTALLATION: 4-16d nails and 4.1/2'lag screws are used,2 in each leg. SEE GENERAL NOTES: 1,2,3,4,5,10 CODE COMPLIANCE: S.B.C.C.1.#9320,Submitted 1/93 for a National Evaluation Report (NER#Pending). 36 i '• ' PA/PAHD/HPAHDMOLDOWNS .o Wood-to-concrete connectors that satisfy engineering and code requirements. •° MATERIAL:HPA-10 gauge x 2%6%all others-12 gauge x 21A4 .°° •• tg��• FINISH:Galvanized.Selected products available in Z-MAX coating;see page 6. a INSTALLATION:•Use all specified fasteners.See General Notes. N •°e ° •Bending the strap 90°to aid wall placement may cause spalling behind the • • strap.If the spall is 1'or less,measured from the top of the concrete 243/4'. • NAIL RM foundation to the bottom of the spall,full loads apply.For spalls between BOARD 1'and 4'(see illustration),the allowable load is 0.90 of the table loads. •Where fewer fasteners are used in the structural wood member,reduce loads according to the code.A wood splitting problem may occur when �, !r holdowns are nailed to lumber less than 31h'wide.To lessen splitting of 3x's or double 2x's,either fill every nail hole with 10dx1Yz'nails or fill every • • other nail hole with 16d commons.Reduce the allowable load based on the `' c= I✓� size and quantity of fasteners used. Q a •Unless otherwise noted,do NOT install where:(a)a horizontal cold joint r $ Typical PAHD42 exists within the embedment depth between the slab and foundation wall or 147i„• Before Concrete Pour footing beneath,unless provisions are made to transfer the load,or the slab �pAi{OZ (HPAHD22-2P and is designed to resist the load imposed by the anchor;or(b)slabs are MFAHO g,�}a° HPAHD similar) poured over concrete block foundation walls. 6f,• •To get the full table load,the minimum center-to-center spacing is twice the HPAHD22 embedment depth when resisting tension loads at the same time. FOUNDATION CORNERS:Nail and bolt quantities have been reduced when the load is HPAHD22-2P limited by tested concrete pullout strength(fill holes from top down};additional nail BEND ADOMOML s1Alw holes need not be filled.Nail and bolt quantities may be reduced further for less than OOHTOPOR FF Douses 8`corner distance design loads—use code allowable loads for fasteners used in shear. RIMe •° TWO-POUR SYSTEMS:When a cold joint exists between slab and foundation,the JOIST .• 1*'TYP. holdown will be lower on the stud wall since the embedded portion of the holdown o must be in the foundation(see table footnote 1,pg 23 for exception).Fewer eA TV.. fasteners are used,reducing allowable Ioads.Loads are calculated using a 4'slab over 6"and 8"foundation walls. Typical PA51 PA51,PA68 FOUNDATION STRAPS:Designed for foundation to double 2x10 band Installation joists and crawl space floor system connections in high wind or earthquake resistant (PA68 similar) construction. PAHD42,HPAHD22,HPAHD22-2P HOLDOWNS:Designed to be installed at the edge of concrete.Tests determined the pullout strength with one horizontal#4 rebar in the shear cone.Rebar should be a min.length of 2x embedment depth+12'(except corner , ° installations,pg 23).Install before pouring concrete by nailing to form.Installation holes allow nailing to the form,resulting in 1'deeper embedment;see illustration. ° OPTIONS:See also HDA Holdowns,LTT,MTT,HTT Tension Ties. CODES:BOCA,ICBO,SBCCI NER-393 and NER-469. Fasteners AV Allowable Uplift Loads PA68 ) Model Sim Nails Bolts Ult (133) 160 similar) �2"� idt Qty Dia I Nails I Bolts I Nails Bolts • ; .ti ° EDGE INSTALLATION-2500 PSI CONCRETE ! . ° SINGLE POUR (see installation 1)Y min from corner • •° ° Allowable Uplift Loads 6 12-16d 3 6620 2205 1855 2205 2205 r Model L Min Embed. Nails p PAHD42 z No. 1 Depth (133) (160) 8 16-16d 3 1 y2 1 9613 2945 1855 12945 2225 - e 6 16-16d 4 y 10667 3330 1,3245 13335 3335 w 5n PA51 51 4 8-16d 1690 1805 HPAHD22 �--- 8 21-164 4 Y 16203 4170 3245 5005 3895 PA68 70 4 9-16d 1690 1805 IZ MINIMUM SIDE COVER DOUBLE POUR (sae installation 4) B"min from corner & I.Loads have been increased 33%and 60%for earthquake 6 12.16d 2 6620 2205 1755 2205 2105 N Typical PA connecting or wind loading with no further increase allowed. PAHD42 8 12.164 2 8613 2255 1755 2705 2105 0 Stud to Foundation 2.16d sinkers(9 ga x 31/:)or 10d commons may be substituted for the specified i 6d commons at 0.85 of the table loads. 6 16-16d 3 10667 3330 2445 3335 2935 use PAHD42,MPAHD HPAHD22 N ( 8 19-16d 3 16203 3775 2445 4530 2935 or HPAHD22 for 3.Optional fastener holes provided.Calculate loads according to the code to a maximum of 3685 lbs.Minimum 6 16-164 — — 10667 3180 — 3335 — edge applications embedment is 4';5'to the nearest edge. HPAHD22 2 8 23.164 — — 16203 45701 15160 — _ CORNER INSTALLATION-2000 PSI CONCRETE 1.HPAH022 may be embedded 4'into the slab 5.Minimum nail end distance to prevent SINGLE POUR (see Installation 2&3)y"min from corner and 6•into the 8•stemwall beneath for a splitting is 1Ox the nail diameter,or 15/e'for maximum load of 2810 lbs.at 8'minimum 16d nails. PAHD42 6 7-164 2 3763 920 920 920 920 from the closest comer,and 1200 lbs.at' 6.Calculate loads using straight line interpola- 8 8-164 2 43x5 1050 1050 1050 1050 i h' 7-16d` — — 5610 1315 — 1315 — from the closest comer(like installation 4). tion for corner distances between-*'and 8'. 6 2.TYPICAL INSTALLATION:The minimum 7.Minimum lumber thickness for bolt allow HPAHD22 9-16d 3 y, 5610 1315 1315 1315 1315 concrete compression strength is 2500 psi. able loads is 21N for proper embedment of 8 10-16d' — — 7452 2030 — 2030 — For 2000 psi,calculate loads at 0.89 of the bolt into the wood member;reduce allowable 11-16d 3 Z452 2030 2030 2030 2030 table allowable loads. load according to the code for lesser lumber -DOUBLE POUR (see installation 5) y"min from comer CORNER INSTALLATION:The minimum thicknesses. , 3763 920 920 920 920 concrete compression strength is 2000 psi. 8.Optional fastener holes are provided on PAHD42 6 7-164 2 3.Allowable loads have been increased 33% selected products.Because the product is 6 8-16d 2 4345 1050 1050 1050 1050 and 60%for earthquake or wind loading with limited by the concrete foundation,you may 6 9-16d 3 5610 1315 1315 1315 1315 no further increase allowed. not need to install optional fasteners. HPAHD22 8 11-16d 3 7452 2030 2030 2030 2030 4.16d sinkers(9 ga x 31/4)or 1 Od commons 9.Rim ioist application;see Installation 3 for 6 12-16d — — 7452 2030 — 2030 — may be substituted for specified 16d corner condition. HPAHD22-2 8 12-16d — — 7452 2030 — 2030 — 16 commons at 0.85 of table loads. TP —WASHER NOT REQUIRED \� 07f MTTIHOff TENSION TJES LOAD TRANSFER Oy PLATE—WASHER MTT22 and HTT22 are single-piece formed tension ties— NOT REQUIRED MTT28B no rivets,and a 4-ply formed seat which won't unfold during its h� loading.No washers are required. .� U.S.Patent 4,744,192 Ideal for retrofit or new construction projects,tension ties provide high strength,post-pour,concrete-to-wood connections. �'� •o The LTT19 Light Tension Tie is designed for 2x joists or LTT20B `/• purlins,the LTT20 is for nail-on applications,and the LTT208 (LTT20 is for nail or bolt-on applications.The 3'nail spacing makes cc similar) the LTT20 and LTT20B suitable for wood I-joists if 1 Od _ p• • commons are substituted for the specified 16d's. Use the MTT28B Medium Tension Tie for a heavier Z connection. I' < ��• MATERIAL:See table FINISH:Galvanized.MTT28B may be ordered HDG;check factory for availability. • INSTALLATION:■Use all specified fasteners. e See General Notes. • ' •� ■ Use the specified number and type of nails to attach o 0 } the strap portion to the bottom or side of purlin or W ® beam(minimum 4x member,except LTT19).Bolt ^ the base to the wall or foundation with a suitable anchor;see table for the required bolt diameter. ■ The MTT22 and HTT22 can have a maximum offset a of 2"from the stud face to the centerline of the anchor bolt. �^: ■ Do not install tension ties raised off the mudsill. Patent ■ See Epoxy-Tie Adhesive System,page 14 for Pending tested,l y-rated epoxies. p g • Typical CODES: BOCA,ICBO,SBCCI No.NER 393;City of LA No. MTT28B CODES: 24818(LTT series and M7T28B). MTT22 Installation (HTT22 similar) as a Holdown y ALLOWABLE DEFLECTION! MOOEL MATERIAL DIMENSIONS FASTENERS AVG UPLIFT AT HIGHEST NO. ULT LOADS 133) ALLOWABLE o STRAP PLATE W L ANCHOR NAILS OTYOLTOSA UPLIFT NAILS BOLTS DESIGN DAD BOLTS L7T19 16 ga 3 ga 13/4 191/9 ' 3/4 8-16d SINKERS — I — 42501 1205 — 0.092 LTT20 12 ga3 ga 2 20 'iz 10-16d — — 9333 1750 — 0.269 LTT20B 12 ga : 3 ga 2 20 3/4 10-16d2 '/z 8733 1750 1220 0.164 MTT22 12 ga — 2'/2 219/1s s/s 30-16d SINKERS — — 13000 4800 — 0.087 HTT22 ..tiga.,t.•.—a 150 5250 — 1 0.087 MTT18 3/4 1 24-16d 4 /y — 44551 2150 1 0.125 1.Allowable loads for MTT and HTT are based on the lower of the 1991 NDS 4.Allowable loads have been increased 33% fastener values or the ultimate load on a steel test jig divided by 2.5. for wind or earthquake!oading with no further Typical LTT19 2.16d sinkers(9 ga x 31/4")or t Od commons may be substituted for the increase allowed. Installation specified 16d commons at 0.85 of the table loads. ___1 5.Bolt values are based on a minimum lumber (LTT20 similar) 3.The designer must specify anchor bolt type,length and embedment. thickness of 11/2'. ' r MTT288 " - ' RETRO RP6 PLATE 6 Heavy steel plate fits on the outside of masonry buildings m and helps tie the wails to the roof or floor structure with a 3/4" �J diameter bolt. Typical RP6 Installation ,'•DIA. MATERIAL:3/8"steel FINISH:Simpson gray paint.Optional hot-dipped galvanized finish;see Corrosion-Resistance,page 5,and RP6 6" specify HOG. j INSTALLATION:Use a 3/4"diameter rod. 20 9 Cooyngnl 1994 SfMPSON STRONG-TIE COMPANY,INC. MOportNo. NER-405 7.7 The products shall be manufactured at the following • Carole Park,Queensland,Australia locations with Quality control inspections by Intenek a Brooklyn,VIC,Australia Testing Services,Inc.(NER-OA219): • Fontana, California • Welshpool,WA,Australia e Cleburne,Texas . Penrose.Auckland, New Zealand • Plant City,Florida 7.8 This report is subject to re-examination on a periodic e Tacoma,Washington basis. For information on the current status of this report, contact one of the participating members of • Rose Hill,NSW,Australia the NES. Table 1 Standard Nominal Plank&Panel Mmensions PRODUCT LENGTH THICKNESSES TYPE 1.'JIDTH (Feet) Hardiplank 4,,6,6-1/4, 7-1/2, 8, 12, 14 5/16 8-114,9-112& 12 inches Hardisofftt 16.•24, 36&48 inches 8, 9&10 3/16&1/4 Hardifiex 4 feet 8, 9&10 3/16, 1/4, 51116&318 Hardipanel 4 feet 8, 9&10 1/4&5/16 Hatditex 4 feet 8, 9&10 1/4, 5116, 3/8&7/16 Hardibacker 3&4 feet 4, 5, 8 114 (Square edge) i Hardiboard 4 feet 8, 9&10 1/4&7/16 (tapered edge) Hardibacker 4 feet 4&8 1/4&5/16 (MulttDay) Shingleside 6,8,&12 inches 1.5 1/4 - Compressed Sheet 4 feet 8, 9,10 12, 518&3/4 o es to TaBle . 1. Plank and panel products are also available in other lengths,widths, and thicknesses by special arrangement 2. 1 inch=25.4 mm, 1 ft=304.8 mm t Report No.NER-406 POfie 13 of 1t; Table Shear Values Allowable Loads In Pounds Per Uncal Foot For Panel Shear Walls'-2 PRODUCT TYPE Hardiflex 3/16 4d common 8 2 x 4 wood 18 145 Hardisoflit 1-12 in.long Hardipanel 1/4 4d common 8 2 x4 wood 18 6 24 120 Hardiflex 1-12.long Hardisoffd Hardibac aO 1/4 0.086 in. x 1-3/8 in.long 6 2 x 4 wood 16&24 140 Hardiboards gypsum waU board nail Hardipanel 1/4 6d common 6 2 x4 wood 16 190 Hardiflex 2 in.long Hardipanel 1/4 No. 11 ga.- 6 2 x 4 wood 16 6 24 180 Hardiflex 1-1/4 in.kxV Harditexs galvanized Hardibackers roofing nall Hardiboards Hardipanel 1/4 No. 11 ga. 4 edge 2 x4 wood 16 8 24 265 Hardiflex 1-1/4 in.long 12 field Hard'ktexs galvanized Hardibackers roofing nail Hardiboards Hardipanal 1/4 No. 11 ga. 3 edge 2 x 4 wood 16&24 295 Hardiflex 1-1/4 in." 6 field w/48 in. Harditexs galvanized mid-height Hardibackers. roofing nal block Hardiboarcf Hardipanel 5116 0.091 in.shank.0.225 4 edge 2 x4 wood' 16 198 Hardiflex in.HO,1.5 in.long ring 8 field shank nal Hardipanel 5/16 4d common 8 2 x 4 wood 16&24 120 Hardiflex 1-1/2 in.long Hardipanel 5/16 6d common 6 2 x 4 wood 16 200 Hardiflex 2 in.long Hardipanel 5/16 6d common 6 2 x 4 wood 24 153 Hardiflex 1 2 in.long Hardipanel 5/18 6d common 4 2 x 4 wood 16 233 Hardiflex 2 in.long Hardipanel 5/16 6d common 4 2 x 4 wood 24 212 Hardiflex 2 in.long Hardipanel 5/16 6d common 6 edge 2x 4 wood 16 157 Hardiflex 2 in.long 12 field Hardipanel 5/16 6d common 6 edge 2x 4 wood 24 145 Hardiflex 2 in.long 12 field Hardipanel 5/16 No. 11 ga. 6 2 x 4 wood 16 200 Hardiflex 1-12 in. long galvanized Harditexs roofing nail Hardibackers Hardipanel 5/16 No. 11 ga. 4 e0ge 2 x 4 wood 16 280 2 Hardiflex 1-1in.long 12 field Harditexs galvanized Hardibackers roofing nail Hardipanel 5/16 No. 11 ga. 3 edge 2 x 4 wood 16 340 Hardiflex 1-12 in.long 6 field w/48 in. Harditexs galvanized mid-height Hardibackers roofing nail block Report No. NER405 Page 12 of Table 2 Maximum Wind Speed ..O• BASIC • BUILDING EXPOSURE B C Hardiplank 5116 0.089-in. Through 2 x 4 wood 16 0.15 1004.13 -- 11.17 4!n. shank x Overlap 20 1004.14 ._ 11.17 6 in. 0.221 in. HD 40 907.13 - 11.16 8.1/4 in. x 2 in.long 60 859.18 _22.16 7-12 in. galvanized 100 75 17 8 in. siding nail 200 - -S1 8-1/4 in. 9-111 in. Hardiplank 5/16 Minimum Through 2 x 4 wood 16 0-15 100 1s2Z - 16.2.2 4 in. 0.093 in. top edge 20 95 14- -f0 6 in. shank x of plank 40 851426 --21 6-114 in. 0.222 in.HD 60 8017 -21 7-12 in. x 2 in.long 100 75 r -21 galvanized 200 70 - siding nag Hardiptank 5/16 Minimum Through 2 x4 wood 16 0.15 9214,25 -1" 8 in. 0.093 in. top edge 20 90/5.23 -10 8-1/4 in. shank x of plank 40 80 170 --21 0.222 in.HO 60 75 26 -21 x 2 in.long galvanized siding nag Hardiplank 5/16 0.091 in. Face nailed 7/16 inch 16 0.15 90152' 16.211 9-1/2 in, shank,0.221 through the thick APA 20 8516.24 in.HD, 1.5 in. overlap Q 12 rated OSB 40 801822 r" long corrosion In.o.c. aging or 60 751026 resistant nag equivalertt 100 _,21.31 _ Wild sheathing 1. Values are for species of wood having a specific gravity of 0.36 16. The Maximum Basic Wind Speed is permitted to be increased to 95 2 or greg*.Val for mph in areas regulated by the 1997 Un/lorm Building Code. species of wood having a specific gravity of 0.42 17. The Maximum Basic Wind Speed is permitted to be increased to 90 or greater,unless odwwmse noted. mph in areas regulated by the 1997 Uhftm Sukft Code. 3. Values aro reduced by 10 mph when Hardlplank Lap Siding is 18. The Maximum Bask:Wind Speed is permitted to be increased to 85 instaIW with off-dud splice. mph in areas regulated by the 1997 Unftm BukVkV Code. 4. The Maximum Basic Wind Speed is permitted to be increased to 19. The Meftmm Basic Wkmd Speed is permitted to be increased to 80 120 mph in areas regulated by the 1997 Standard Bu#diV mph in areasrsntred by the 1997 Uhftm Budding Code. Code. 20. The Maximum Wind Speed is permitted to be increased to 75 5. The Maximum Basic Wind Speed is permitted to be increased to mph in areas regulated by the 1997 Uhftm Building Code. 110 mph in areas regulated by the 1997 Standard Building 21. The Maximum Basic Wind Speed is permitted to be increased to 70 Code. mph in areas regulated by the 1997 Un/lbrm Building Code. 6. The Maximum Basic Wind Speed is permitted to be increased 22. The Mwdrnu m Basic Wind Speed is permitted to be increased to b05 mph in areas regulated by the 1997 Standard Bui%ft 12 as areregulated by the BOCA National Building Code. Code/199a 7. The Maximum Basic Wind Speed is permitted to be increased 23. The Maxanu m Basic Wind Speed is permitted to be increased to by 100 mph in areas regulated by the 1997 Standard Building115 mph in areas regulated by the BOCA National Building Code. Cod*119W. 8; The Maximum Basic Wind Speed is permitted to be increased 24. The Maximum Basic Wind Speed is permitted to be increased to bye mph in area regulated by the 1997 Standard Building 110 mph in areas regulated by the BOCA National Building 9. The Maximum Basic Wind Speed is permitted to be increased 25. The Maximum Basic Wind Speed is permitted to be increased to by 90 mph in areas regulated by the 1997 Standard Buiidi'ng 105 mph in areas regulated by the BOCA National Building Code. CodWI996. 10. The Maximum Basic Wind Speed is permitted to be increased 26. Thi Maximum Basic Wind Speed is permitted to be increased to 95 by 85 mph in areas regulated by the 1997 Standard Building mph in areas regulated by the BOCA National Building CodW1998. Code. 27. The Maximum Basic Wind Speed is permitted to be increased to 90 11. The Maximum Basic Wind Speed is permitted to be increased mph in areas regulated by the BOCA National Building CodWI999. by W mph in areas regulated by the 1997 Standard Building 28. The Maximum Basic Wind Speed is permitted to be increased to 85 Code. mph in areas regulated by the BOCA National Building Cods/1996- 12. The Maximum Basic Wind Speed is permitted to be increased 29. The Maximum Basic Wind Speed is permitted to be increased to W by 70 mph in areas regulated by the 1997 Standard Buildup mph in areas regulated by the BOCA National Building CodWfg" Code. 30. The Maximum Basic Wkmd Speed is permitted to be increased to 75 13. The Maximum Basic Wind Speed is permitted to be increased to mph in areas regulated by the BOCA National Building Coderlti!>'I8. 14. 1The MMaxkmn Basicareft Wi d by did is�pennittsd to 7 Unftm�m Ksed to 31. The mph i are" Basic Wind by Speed is permitted to be increased to 70 110 mph in areas regulated by the 1997 Un/tbrm&dkft Coda. p ��by the SOCA Nations/Building CoaxeH996 15. The Maximum Basle Wind Speed is permitted to be increased to 100 mph In areas regulated by the 1997 Unilbrm Su*ft Cods. Report No.NER40g Pago 10 of ` Tab,*2 •.M Maximam Wind a PROM) EXPOSUREBUILD I B C Hardifiex 3/18 4d common 8 2 x 4 wood 18 20 90 70 Handiaoffd 1-112 in.long 40 80 — 60 70 — 100 70 — Hardipaw 1/4 4 d common 8 2 x 4 wood 16 20 90 — Hardiftex 1-12 in.long 40 80 — Harditex 60 70 — HardisotM 24 20 70 — 40 — Hardipanel 1/4 6d common 8 2 x 4 wood 16 20 120 100' Harddlex 2 in.kmg 40 120 905.10 Hard tex 60 110 90S 100 9515 70'a 200 80 n 7019 Hardraei 1!4 No. 11 8 2 x 4 wood 16 20 110 80 H 1-1/4 in.long 40 105 80 Harditex galvanized 100 90 70 rooting nafi 150 80 70 200 80 — 24 20 80 — 40 80 — 100 70 — Hardipanel 1/4 No. 11ga. fb 4 2 x 4 wood 16 20 120 90 Hard a 1-1/4 in.loop 12 . 40 120 90 r000ft nag 200 y 90 aWwibmd 100 70 Har-peel 5116 0.091 in. 4 edste 2 x 4 wood' 16 0-15 10014= 807.12 Ha shank.0225 8 ftdd 20 8955 24 �o R1 Harddex in. HD,1.51n. 60 8516�w A 100 70 21 shank marl 19 —2' Hardipanel 5116 4d common 8 2 x 4 wood '16 40 110 80 Hardfflex Harditex 1-12 in.long 100 90 70 150 80 — 200 70 — 24 20 90 — 40 80 — 60 70 — Hardippaanel 5/16 6d common 8 2 x 4 wood 16 20 120 1004.14 15 Har�ditex flex 2 in. long 40 60 110'- M 80 s 1e 100 95 4.1170 7.t1 200 800-17 —9.10 Hardippanal 5/16 6d common 6 2 x 4 wood 24 20 110'-n 805 Hardi lex 2 in.long 40 1008-25 80 Harditex 60 908-° 7021 100 80 — 200 70 — Hardippanei 5/16 6d common 4 2 x 4 wood 16 20 120 100'•" Harddlex 2 in. long 40 120 1004." Harditex 60 120 90.13 100 1001'-U 8014 200 80 13.n 7015 Hardippaanei 5116 6d common 4 2 x 4 wood 24 20 120 105' Hardiflex 2 in. long 40 120 955'15 Harditax 60 110`-n 90 s 100 1001 80 'a 200 801.17 70 1a Hannppaanel 5/18 6d common 8 edge 2 x 4 wood 16 40 120 90 Harditlex 2 in. long 12 fieldJ- 100 100 80 Harditex 200 90 70 Rapoft No.NER-406 Page 11 of IS Table♦2 Maximum Wind Speel ..O EX ., Q n12O HardiAex 7/16 No. 11 gga 8 2 x 4 wood 18 20 120 Hardkex 140 120 110 g�anired 60 120 110 roofing nab 200 100" Hardifiex - 3/16 Min. No.8-18. 6 Min.No.20 18 20 80 70 Hardisoftitt 1 in. long x ga. x 3-518 in. 40 80 — 0.323 in.HD x 1-3/8 in. 60 70 — Hi-Lo®SO or metal C-stud 100 70 — S-12T"ribbed buglehead screws Hardidpenel 1/4 Min. No.8-18, 6 Min.No.20 18 20 120 90 H . 1 in.long x ga. x 3.518 in. 40 110 90 Harditex 0.323 in.HD x 1-3/8 in. 60 100 80 Hi-Lo®S®or metal C-stud 100 90 80 S-12T"ribbed 150 90 70 buglehead 200 80 70 sews . 24 20 90 70 40 80 — 100 '70 — Hardifla 7/16 Min.No.8-18, 6 Min.No.20 16 20 *.- 120 120 Harditex 1 in.long x ga.x 3.518 in. 40 - � 120 120 0.311 in.HD x 1-3/8 im 60 ,, 120 1104 Hi-Lo®SO or metal C-stud 100 'V11 120 g0% S-12"A n'bbed 200 T; . . 10014 8o'14 buglehead screws W, . Hardiplank 5/16 6d cornmon Through 2 x 4 wood 16 20 r.{ 130 3 100 s 4 in. 2 in.long Overlap 40 '"--1203- :- 90 s 6 in: W ,..110 s 90 s 6-1/4 in. 100 ;;100 s' 903 7-12 in. - 200 `g0 s s t�� L .. .. 8 in. 24 20 100 703 8-1/4 in. 4080 70.' 9-112 in. Itso 100 s 70 80 200 f'.,70 -- Hardiplank 5118 6d common Through 2 x 4 wood 16 6 24 20s ; 80 — 12 in. 2 in.long Ovedap 40 !V140 — Hardiplsnk 5116 No. 11 ga.1- Through 2 x 4 wood 16 20 1t0 g0 4 in. 1/4 in.kmg top edge 40 10ET 80 . 8 in, galvanized of plank 100 n ,, 70 6-1/�4in. roofing nail 200 m �_ ' 70 7-1�2 in. ATr xw; 8 in. 8-1/4 in. 9-12 in w/os/spike Hardiplank 5/18 Min. No. 8-18, Through Min. No. 16 16 3 24 20 4 in. 1-5/8 in.long Overlap ga. x 3-5/8 in. 40 6 in. x 0.323 in.HD x 1-3/8 metal 100 6-1/4 in. Hi-Lo®S®or C-stud 7-112 in. S-12T"ribbed v { 8 in. buglehead 8-1/4 in. screws 9-12 in. c 12-in. Hardiplank 5/18 Min. No. 8-18, Through Min. No,20 16 20 -.v,90 , 4 in. 1-1/4 in. Ion top edge ga. x 3-5J8 in. 40 6 in. x 0.375 in.HD of p18nk x 1-3/8 metal 80 a . s 7-121n. S-12T"ribbed Hi-Lo(V So or C-stud 150 a �4,7 8-1114 in. Wafertr ad 200 � �-��. 9.112 In. 6t :- VERTICAL SIDING - INSTALLATION glHARDPANEL! INSTRUCTIONS FOR WOOD FRAMING MAY 199. SMOOTH CEDARMILL" SIERRA 4 " * SIERRA 8 " * STUCCO IMPORTANT: FAILURE TO INSTALL AND FINISH HARDIPANELO PER JAMES HARDIE'S WRITTEN INSTRUCTIONS-MAY AFFECT PRODUCT PE=RFORMANCE AND WILL VOID THE WARRANTY. LOCAL BUILDING CODE REQUIREMENTS ALSO APPLY. HANDLING&STORAGE' CUTTING OPTIONS: Store flat and keep dry prior to installation. Installing siding wet or saturated may — result in shrinkage at butt joints. _ - Carry panels r- on edge. ��N,,.-�•''''r C•itoularsaw w1h "SNAPPER STEEL HEADTM" "WIND SHEAR114" Carbide Score and carbide tipped blades Electric Hand Shear Pneumatic Shear snap knife Call 800-297-7487 for shear tool information. �r AWys wear safety glasses and dust probec:fion wtm opem*V powers For more rd m*m an m adng YtWabon nderb the MATERIAL SAFETY DATA SHEET available wl*rever James Hardiefiber mment products are sold. FRAMING REQUIREMENTS: figure#1 JOINT DETAIL. figure#2 Hardipanel vertical siding can be installed to studs spaced a •Keep fasteners 318"back from paneledges. maximum of 24"o.c.Irregularities in framing can mirror through •Pace fasteners 2'in from all comers;don't nail into comers. the finished application.A weather-msistive barrier is required. •Joints may also be covered with lumber batten,PVC"H*or"f'type joint treatment. Applying Hardipanel Siding: •When caulking vertical panel joints,space panels accordingly to caulking •Start Hardipanel vertical siding at middle of stud. manufacturers required bead size,but not to exceed 1/8'maximum. •Keep nails 2'away from comers. •Horizontal Joints-use"Z4W or similar type flashing for all horizontal •Start at edge and work across. joints. •Follow caulk and paint requirements. Caulk Joint "H"Joint weather.-resistive ( stud t2,114 i2 x 4 stud barrier Hardipanel Wing kaep nails o 318'min. from panel edges weather-resistive barrier* weather-resistive barrier plate Batten Joint 2 x 4 stud space panel accord- rng to JOINT DETAIL J , (fig.2)shown at right, keep fasteners 2' allow a max.1/8" away from comers gap for caulk 'Use a weather4esistive barrier in accordance with:BOCA National weather-resistive barrier Building Code Section 1443.3;SBCCI Standard Building Code --- - Section 2303.3;ICBO Uniform Building Code Section 14021;or — CABO One-and Two-Family Dwelling Code Section 7032.1. figure#3 NOTE:Many Buldrig Codes exempt the use ofweather-resistive barriers over'%vater-repellent sheathing"or exterior panels cLwIfled as 'weather-resistive bamers".Therefore James Hardie recommends the use of'building paper type"weather-resistive barriers with all siding products. (Jambs Hardie will assume no responstility for moisture within the wail) Suggestion:Using a double stud at panel joints will allow for fastener placement to be out of panel grooves(Sierra 4"&81 for improved appearance. Z 3Jdd WH £O :60 OOOZ 'LT MVP MOW 9Y G7iXD.8Y D.�TE Joe No. �j�,►5 �j ASG 1�i7�''� SSG (Low � �d b M v� , 5 jai P�� .�I�,J t-�� 2 x 4 IT Ira, ww ,, C7-4Go lite ��z5 ��I,c. b�2�� ',� mac, W S��z. ��..`.. cdn�►�c-`� ►�l tL. SCA4 A, rrx.-c f-04 est koo A-VA) Ar3�--•� /be ABLE 1606.2A 2 Roof coverings. Roof coverings shall comply 7. Maximum thickness of the tail of the roof tile shall 06.3.1. Rigid tile roof coverings that are air-per- not exceed 1.3 inches(33 mm). and installed over a roof deck shall be permitted to 8. Roof tiles using mortar set or adhesive set systems =_ ned in accordance with 1606.3.3. shall have at least 213 of the tile's area free of mor-tar or adhesive contact.3 Rigid tile. Wind loads on rigid tile roof cover- , ings shall be determined as the lifting moment MQ. The lifting moment shall be determined in accordance with the TABLE 1606.3.3 r following formula: LIFT COEFFICIENTS FOR RIGID ROOF TILE e' MQ=ghCLbLLQ[1.0-GCp] ROOFING MATERIAL CL where: Concrete&clay tile 0.20 Ma=aerodynamic uplift moment (ft-lb) acting to raise the tail of the tile. qh _wind velocity pressure (psf) determined from Table 1606.2A. CL=lift coefficient determined from Table 1606.3.3 or by testing in accordance with TABLE 1606.2A 1707.5. b =exposed width(ft)of the roof tile. VELOCITY PRESSURE(ter (PSF) L =length(ft) of the roof tile. FASTEST MILE WIND SPEED,(1)2 IN MPH La =moment arm (ft) from the axis of rotation to MEAN ROOF (FROM FIGURE 1606) the point of uplift on the roof tile.The point of HEIGHT H3(R) 70 SO 90 la 110 uplift shall be taken at 0.76 L from the head of the tile and'the middle of the exposed width. o4 10.0 13.1 16.6 7Ar4 24.7 For roof tiles with nails or screws (with or 16 10.2 13.3 16.9 20:8 25.2 without a tail clip),the axis of rotation shall be 17 10.4 13.6 17.2 21.2 25. p 18 10.5 13.8 17.4 21.5 26.11 . taken as the head of the tile for direct deck 19 10.7 14.0 17.7 ' 21.9. 26.5 applications and as the top edge of the batten 20 10.9 14.2 18.0 2Z'�2 26.8 for battened applications. For roof tiles fas- 2i, 11.2 14.6 18.5 22,8 27.6 tend only by a nail or screw along the side of 24 - 11.5 15.0 18.9 23.4 28.3 the tile,the axis of rotation shall be determined 26 11.7 15.3 19.4 23:9 28.9 by testing.For roof tiles installed with battens 28 12.0 15.6 19.8 24.4 29.6 and fastened only by a clip near the tail of the _,30 12.2 15.9 20.2 ,_2:4.9 30.1 tile, the moment arm shall be determined 33 12.5 16.4 20.7 29.6 31.0 about the top edge of the batten with consider- 35 12.8 16,7 21.1 26.0 31.5 ation given for the point of rotation of the tiles 11,46 13.3 17.3 21.9 27.0 32.7 based on straight bond or broken bond and the 45 13. 17. 22.7 28.0 33.8 g 50 14.11 18.44 ' 23.3 28.8 34.9 tile profile. 55 r 14.5 19.0 24.0 29.6 35.8 GCp=roof coefficient for each applicable zone deter- 60 14.9 19.4 24.6 30.4 36.7 mined from Figure 1606.2E. Roof coefficient shall not be adjusted for internal pressure. For SI: 1 mph=0.447 mis, 1 psf=47.8803 Pa,4i ft.=0.305 m. Notes: 1. A single value for velocity pressure(q)is used for the entire building. E Concrete and clay roof tiles complying with the following limitations shall be designed to withstand the wind loads2 `(q=0.00256 v a)2/7 prescribed in this section. 33 1. The roof tiles shall be either loose laid on battens or 2. v = Fastest mile wind speed in miles per hour determined from mechanically fastened or mortar set or adhesive set. Figure 1606. 2. The roof tiles shall be installed on solid sheathing 3. H=Mean height of roof above ground or 15 ft whichever is greater. which has been designed as components and Eave height may hw substituted for mean roof height if roof angle"a' cladding in accordance with 1606.2.3.3. is not more than 10 degrees. 3. An underlayment shall be installed in accordance with 1509.7. 4. The file shall be single lapped interlocking with a minimum head lap of not less than 2 inches (51 mm). S. The length of the tile shall be between 1.0 and 1.75 ft(305 and 533 mm). 3 6. The exposed width of the the shall be between 0.67 and 1.25 ft(203 and 381 mm). 220 STANDARD BUILDING CODEe 1997 y CITY OF Y&ti � 3P=//t-Y;N>�I� � Office of Building Official REQUEST FOR INSPECTION Date Time A.M. Received _ IPM. Shy ddress ocality (t6 Contractor CONCRETE ELECTRICAL PLUMBING MECHANICAL Footing D Rough Wiring E Rough D Air Cond.& Cl Re Roofing D Slab D Temp Pole D Top Out D Heating Insulation D Lintel D � in Cl Sewer D Fire Place D Pre Fab -� REAO lNSPECTIO Mon. Tu Wed. f hurs. Friday A.M. Inspection M - P.M. Inspec Final Inspection 0 Certificate of Occupancy D � r Date 4& & CITY OF Office of Building Official REQUEST FOR INSPECTION Date Permit No. �— Time A.M. Received P.M. ZVI b Address ~� Locality Owner' Nam Contracto+ ` BUILDING CONCRETE ELECTRICAL PLUMBING MECHANICAL Framing 17 Footing ❑ Rough Wiring C Rough Air Gond.& Re Roofing CJ Slab E Temp Pole Top Out L] Heating Insulation Cl Lintel E71 final ' Sewer 0 Fire Place ❑_ Pre Fab READY FOR INSPECTION C�M,A.KMon. Tues. Wed. Thurs Friday__— Inspection Made `-`_ P.M. Inspector ______.---, Final Ins ect%on m Certificate of tupancy ate � l //��//__ "`"'CITY OF __ ��__ f'lltKiif& l3�.4404-I&Zd- 4 Office of Building Official }REQUEST FOR INSPECTION Date _L/ / Permit No. t/ Y3 Time A.M. Received PM. ,lob Add Locality Owner'sZid Name Lvt��- ContractorjCjRoug# BUILDING CONCRETE ELECTRICAL MECHANICAL Framing ❑ Footing ❑ Rough Wiring Air Gond.&Re Roofing ❑ Slab ❑ Temp Pole Out ❑ eating Insulation ❑ Lintel ❑ Final ❑ Sewer ❑ Fire Place Pre Fab READY FOR INSPECTION Mon. Tues. Wed. Thurs. Friday P.M, A. Inspection 4,w TPM. Inspector Final Inspection❑ Certificate of Occupancy G Date ii i i 6 HOARD FF1v('E " i M, xi I c, x A/ 90°OCA' 6` 9" E- ' X-) N 89' 42 ' V1 0" �- �_.0.2 Fi No ?704 {� 6" W,A7EK OAK, I WA 10' CHERRY � {" WATER CZAt� -y. j { fib' CHERRY I -' J" W,4YP OAK 1 1W,4 TP OAK l 'W AI GA,MPHOR - I rD. NO 0. CAP X- - X X ' t it S 89 4 0 W i i ri X �I tae RWMII Approved MAIN STREET A 50-FOOT RICHT-OF-WAY 1 ,� S 000 78 ' 00" E 50. 00 ' 170.00. n, { ti W � 2 w o h o ti o 0 CIN � d Q) 3� T � cY" BUILDING, PLANNING AND ZONING INSPECTION DEPARTMENT CITY OFATLANTIC BEACH, FLORIDA CERTIFICATE OF OCCUPANCY WORKSHEET Date Requested: - /- 0 � Building Contractor : Building Permit Number: �Qc Address : _2 -7a Leu-_ Description: (j�' fo�- I:ncrovements to the above described property have been completed in accordance with the terms of the permit and is cer-ivied to be ready mor occupancy as Lowest Floor Elevation : 10 , /1. /6 recurred as built BEFORE ISSUING CERTIFICATE OF OCCUPANCY THE FOLLOWING MUST BE COMPLETE DEPARTMENT DATE NOTIFIED DATE APPROVED BY Public works v2 - l d f - / _ 0 P1ann n g Building s-- "7 216 �' CITY OF ATLANTIC BEACH DEPARTIVI �T OF BUILDING 800 SEMINOLE ROAD-ATLANTIC BEACH,FL 32233-TEL: 247-5826-FAX: 247-5877 AI[ 1 HOMATIC71 Permit Number: 20547 Address: 272 MAIN STREET Permit Type: BUILDING ATLANTIC BEACH, FL 32233 Class of Work: NEW Township: Range: Book: Proposed Use: SINGLE FAMILY Lot(s):4 Block: 102 Section: Square Feet: Subdivision: SECTION H Est. Value: Parcel Number: Improv. Cost: 75,000.00 ., ..0. .NEI ::IttF Date Issued: 10/12/2000 Name: DE ALMEIDA, JULIO Total Fees: 3,411.53 Address: 2610 STATE ROAD AIA APT Amount Paid: 3,411.53 ATLANTIC BEACH, FL 32233 Date Paid: 8/25/2000 Phone: 904)246-4524 Work Desc: CONSTRUCT NEW HOME PER PLANS HSF 1448 SCHG 1858 ..TRAp ' .R11,11, . *sV e< ;:,;<� ��wa,,.v :,i-'�0 THE FONDA CORPORATION PERMIT 540.00 WATER IMPACT FEE 410.00 SEWER IMPACT FEE 1,250.00 WATER METER/TAP 85.00 RADON GAS-H.R.S. 6.88 RADON CAB 5% 0.36 CAPITAL IMPROVE. 325.00 CROSS CONNECTION 35.00 SEC H IMPACT FEE 750.00 CONST.SURCHARGE 8.36 SCHARGE/ATL.BCH. 0.93 FOOTING SLAB COVER UP FRAMING FINAL BUILDING CERTIF/OCCUPANCY INSULATION NOTICE-INSPECTIONS MUST BE REQUESTED AT LEAST 24 BUILDING MATERIAL, RUBBISH AND DEBRIS FROM THIS WORK MUST N MUST BE CLEARED UP AND HAULED AWAY BY EITHER CONTRACTOR C City of Atlantic Beach "FAILURE TO COMPLY WITH THE CONSTRUCTION LIEN LAI * CUSTOMERR RECEIPTOPER: SHWM *** OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS" DATE: 16120108 810E RECEIPT: 0005464 ISSUED ACCORDING TO APPROVED PLANS WHICH ARE PART OF THIS DESCRIPTION OTY AMOUNT TP TM FOR VIOLATION OF APPLICABLE PROVISIONS OF LAW. PERMITS-BUILDING 1 $548.88 *14 Ck WATER CONNECT.CH 1 $410.06 *54 CK SEWER CONNECTION 1 51250.00 59 C!, WATER METERS-A.B 1 585.08 6 CK RADON GAS 1 $6.88 1 CK FEES-RADON GAS 5 1 $.36 8 CK WATER CAPITAL IM 1 $325.88 * 7 CK BACKFLOW PREVENT 1 $35.00 *56 CK SECTION H-IMPACT 1 $750.60 *88 CK RADON GAS-OTHER 1 $8.36 *72 CK FEES-RADON GAS 5 1 $.93 *78 CK TENDER DETAIL ATL-4 T B CH BUILDI G DEPT. CK 1614 $3411.53 DATE: 10/20100 TIME: 9:28:49 TOTAL CHECKS $3411.53 CITY OF ATLANTIC BEACH, FLORIDA Approved PLICATION FOR ELECTRICAL PERMIT PP d b Y APPLICATION TO THE CHIEF ELECTRICAL INSPECTOR: DATE:_ fir ` 19 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. 00, !/111/ Z e7! ELECTRICAL FIRM: MASTER ELECTRICIAN SIGNATURE JOURNEYMAN NAME.N4 kk-�ES : ADDRESS: LL11 a A1fJ 2 • - RFD BOX BLDG.SIZE BETWEEN: RES.( ) APT. ( ) comm. ( ) PUBLIC ( 1 INDUS. ( 1 NEWY, OLD ( ) REW. ( ) ADDITION ( ) TRAILER ( 1 TEMP# SIGNS ( ) SQ. FT. SERVICE: NEW1tl INCREASE ( ) REPAIR ( 1 FEE CONDUCTOR SIZE AMPS d0 COPPER ( 1 ALUM. SWITCH OR BREAKER �C7 AMPS / PH Z W 201 VOLT RACEWAY EXIST.SERV.SIZE AMPS PH W VOLT RACEWAY FEEDERS NO. SIZE NO. SIZE NO. SIZE LIGHTING OUTLETS CONCEALED OPEN TOTAL RECEPTACLES CONCEALED OPEN TOTAL 0.90 AMPS. 31.100 AMPS. SWITCHES INCANDESCENT FLUORESCENT&M. V. FIXED D•100 AMPS. OVER APPLIANCES I I I BELL TRANSF. AIR H.P. RATING H.P. RATING CONDITIONING COMP.MOTOR OTHER MOTORS AMPS CEIL HEAT: KW-HEAT 0-1 OVER MOTORS H.P. I VOLTAGE PHS NO, 1 N.P. VOLTAGE PHS MISCELLANEOUS TRANSFORMERS: UNDER 600 V. OVER 600 V. NO. KVA NO. IKVA NO.NEON TRANSF. NO. VA. MA. MOTOR SIZE I SWITCH I FLASHER EACH SIGN FORWARDED TOTAL FEES CITY OF ATLANTIC BEACH DEPARTMENT OF BUILDING 800 Seminole Road-Atlantic Beach, FL 32233-Tel: 247-5826-Fax:247-5877 ELECTRICAL PERMIT PERMIT INFORMATION _ LOCATION INFORMATION Pemlft Number: 20871 — — j Address: 272 MAIN STREET Permit Type: ELECTRICAL ATLANTIC BEACH, FL 32233 Class of Work: TEMPORARY POLE Township: Range,- Book: Proposed Use: SINGLE FAMILY i Lot(s):4 Block: 102 Section: Square Feet: Subdivision: SECTION H Est. Value: i Parcel Number: Improv. Cost: _ OWNER INFORMATION Date Issued: 10/27/2000 Name: DE ALMEIDA, JULIO Total Fees: 25.00 Address: 2610 STATE ROAD AiA APS li 1 Amount Paid: 25.00 j ATLANTIC BEACH, FL 32233 _Date_Paid: 10J27J2W0 ! Phone: X904 j248-4524 r— Work Desc: CS#4 60AMPS 1 PH 3W 240V ALUM -TEMPORARY POLE CONTRACTORtS_ APPLICATION_ FEES HUNTER ELECTRIC PERMIT _ —25.00 I I f I _----------_— -- InsAeptions IR uiced -- FINAL ELECTRIC --- �- T— -- ---- - ----- -i NOTICE- INSPECTIONS MUST BE REQUESTED AT LEAST 24 HOURS PRIOR TO INSPECTION BUJLD—)NG JIMATFRaAl, RUBBISH AND D- —BR IS FROM THIS WORK MUS T NOT BE PLACED IN PUKfC SPACE, ANN MUST BE CLEARED UP AND HAULED AWAY BY EITHER CONTRACTOR OR OWNER "FAILURE TO COMPLY WITH THE CONSTRUCTION LIEN LAW CAN RESULT IN THE PROPERTY + OWNER PAYING 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. I I �1 I � !25.0 14 Date: 18127/08 81 Receipt. 86 858 CASH BEAC_ =PLDINd DE -- --- 98188®83221888 J CITY of No. 31784 ATLANTIC BEACH when validated, This FLORIDA Becomes an Official Receipt. NAME ADDRESSAt 4 V--� 6 e4 4"� CITY IC A E 1 I CITY OF h ^ ! Office of Building Official j J REQUEST FOR INSP ION# Date J Permit No. Time A.M. Received P.M Jo ddress __Locality Owner's ' l C' Name ,,��•'"�-�>r"`_-.� ntracto _ �lj Bt71LDIN CONCRETE EL E P!tlMB ECHANICAL.- Framing El Footing E Rough Wiring G Rough 0 Air Cond.& ❑ Re Rooting 0 Slab 1 Temp Pole 0 Top Out 0 Heating Insulation 0 Lintel 0 Final 0 Sewer F_ Fire Place Pre Fab READY IN CTION Friday t7a;de Inspector "`�rtlft�tte-o1" Y � Date.... .+- p1LANrj�, s• F�ORIOP OF ADDITIONS or CORRECTIONSmi; D• NOT REMOVE �07�_SS DATE NA.F(4 5fZ. —t— 0 THIS JOB HAS NOT BEEN COMPLETED The following additions or corrections shall be made before the job will be accepted e5 th ea 4 e DrvcL Vent h e � r a K r � � ( me 4 140f 4 ag Id ec $15.00 REINSPECT FEE T It is unlawful for any Carpenter, Contractor, Builder or other persons, to cover or cause to be covered, any part of the work with flooring, lath, earth or other material, until the proper inspector has had ample time to approve the installation. After additions or corrections have been made, call 247-5826, Building Depart- PLUMBIN ment for an inspection. Field Inspectors EIEC are in the office from 8:00 a.m. to 5:00 eLoc p.m. Monday through Friday. SIP E� REQV S� Perrrid No. p,.M- NtY 1 P' ECNpNtC pate M T\me. atgtN on G FeGelved contractor � �Neatrn9 P1ace fob Pddtess E 1C Fop aut G pi {e Fab AM. E°ugh W-jrmB G Steer P.N QWnei PO\e Gor1CRE�g G le O Friday�� tm9 G N Na F+nat 10 \N S°ab C FFtp \NSpE CS (hers aex.D ranr\n9, D 4mte\ \ns�00 PM F\na\\nsPe of nccuPancY O cert\i\tate C Mon. pate MsPe°twn Mae .. \nspector p�l'ANT;C 9 � s F�ORIOP OF ADDITIONS or CORRECTIONS D• NOT REMOVE JOB ADDRESS DATE ,z 1� S- THIS JOB HAS NOT BEEN COMPLETED The following additions or corrections shall be made before the job will be accepted vlvc y j Z �ic�C�fz�cf 134c-7- `T� CeASZ Tv L� C� a,c '668-00q 15.00 REINSPECT FEE T It is unlawful for any Carpenter, Contractor, Builder or other persons, to cover or cause to be covered, any part of the work with flooring, lath, earth or other material, until the proper inspector has had ample time to approve the installation. After additions or corrections have been made, call 247-5826, Building Depart- PLUMBING ment for an inspection. Field Inspectors ELEC are in the office from 8:00 a.m. to 5:00 s� p.m. Monday through Friday. 11,2. CITY OF 0 4&4AI4'0 B"-0;&W4 9/1Office of Building Official REQUEST FOR INSPECTION Date 3 - o6 Permit No. Time A.M. Received P.M. Jr- Job Address Locality Owner's Name Contractor BUILDING �O�CRETE ELECTRICAL PLUMBING MECHANICAL Framing C Footing Rough Wiring 0 Rough D Air Cond.& D Re Roofing 1: Slab Temp Pole F0 Top Out D Heating Insulation 0 Lintel D Final El Sewer Fj Fire Place Ei Pre Fab READY FOR INSPECTION A.M.auk Tues. Wed. Th -urs. Friday P.M. Tues. A,M, Inspection Mad Inspector Final Inspection D Certificate of Occupancy 171 Date } ' LANTiC y 0RI�P OF ADDITIONS or CORRECTIONS' D• NOT REMOVE JOB ADDRESS DATE 7Z THIS JOB HAS NOT BEEN COMPLETED The following additions or corrections shall be made before the job will be accepted a *-e= e_ A)s . $15.00 REINSPECT FEE It is unlawful for any Carpenter, Contractor, Builder or other persons, to cover or cause to be covered, any part of the work with flooring, lath, earth or other material, until the proper inspector has had ample time to approve the installation. After additions or corrections have been PLUMBING made, call 247-5826, Building Depart- ment for an inspection. Field Inspectors ELEC are in the office from 8:00 a.m.to 5:00 eL p.m. Monday through Friday. r,• ,r C�� OF 400"Ja i owicial lot, Ate o R�NgPE ( a�'QVESt Fp pe�tn�t N° AM r,, {� EEHpN1CP Date M`r hand.& Fe�d�ed t�� - Doottact°r pLUTAO�N �eet`Ptace ob Pdd�ess �,CA� U toP Dut pte Fab M \100 �0n9 � $e,�¢, DWoev CpNSemP Name FOOuag O DY a� P XNSpE�,�N d r EA 0 Frani�hg, _ ed. PM_ n O p0oi�n9 U W pM. tnsPecuo Pn u\ar�o� / F�na� f � De�Cdwate of DccuP "Nes. ancY r d Date Mp° - tns ct\On Made tnsPect°r7� r' Y� r p�ILANrj�, y F�0RIOP OF ADDITIONS or CORRECTIONS D• NOT REMOVE JOB ADDRESS DATE THIS JOB HAS NOT BEEN COMPLETED The following additions or corrections shall be made before the job will be accepted VV44e r �tl vte heeo( oJ0 W 11 4 f d " Lpli $15.00 REINSPECT FEE It is unlawful for any Carpenter, Contractor, Builder or other persons, to cover or cause to be covered, any part of the work with flooring, lath, earth or other material, until the proper inspector has had ample time to approve the installation. After additions or corrections have been PLUM 1 made, call 247-5826, Building Depart- ment for an inspection. Field Inspectors ELEC are in the office from 8:00 a.m. to 5:00 BLDG p.m. Monday through Friday. � CITY OF Office of Building Official f / } REQUEST FOR INSPECTION t Date Permit No._ � t Time A.M. Received P.M. Job Address Locality Owner's Name Contractor BUILDING CONCRETE ELECTRICAL PLUMBING MECHANICAL Framing ❑ footing ❑ Rou.h rrma_ Rough 73 Air Gond. & Re Roofing E Slab E mm le �; Top Out 17 Heating Insulation ❑ Lintel ❑ —na- ED Sewer C! Fire Place G Pre fab READY FOR INSPECTION Mon. Tues. Wed. Thurs. Friday_-- M. A.M. Inspection Made f r r PM- --------.� Inspector i Finai Inspection Certificate o cupancy C Date ILI CITY OF ,�t.�ustic �eacl� - �ea�cda `� yW ,F LE ROAD B ATLANTIC BEACH, FLORIDA 32233-5445 TELEPHONE(904) 247-5800 �` FAX(904) 247-5805 SUNCOM 852-5800 DATE 11-- ,g ,00 JEA Construction & Maintenance 2325 Emerson Street Jacksonville, FL 32207 Attention: Connie Re: Final Electrical Inspections Dear Connie.- Final onnie:Final Inspections on the following locations have been completed and approved: PERMIT NO. ADDRESS OS 7 / "11"27� I-oo Please call me at 904-247-5826 if you have any questions. Sincerely, (ZN ILDING DEPARTMENT CITY OF ATLANTIC BEACH MECHANICAL PERMIT 800 SEMINOLE ROAD-ATLANTIC BEACH,FL 32233-TEL: 247-5826-FAX: 247-5877 PERMI:",INFO MAT LOCATION INFORMAT ION� . ... . , .x Permit Number: 21038 Address: 272 MAIN STREET Permit Type: MECHANICAL ATLANTIC BEACH, FL 32233 Class of Work: NEW Township: Range: Book: Proposed Use: SINGLE FAMILY Lot(s):4 Block: 102 Section: Square Feet: Subdivision: SECTION H Est. Value: Parcel Number: Improv. Cost: OVN ER INFUIRM/fiTION` '. ''' Date Issued: 11/27/2000 Name: DE ALMEIDA, JULIO Total Fees: 43.00 Address: 2610 STATE ROAD A1A APT Amount Paid: 43.00 ATLANTIC BEACH, FL 32233 Date Paid: 11/27/2000 Phone: (904)246-4524 Work Desc: INSTALL HVAC CONTRA R S `.;, PP FE .S 3 " AIR SYSTEMS PERMIT 43.00 � . Neco wy', , ROUGH MECHANICAL FINAL NOTICE- INSPECTIONS MUST BE REQUESTED AT LEAST 24 HOURS PRIOR TO INSPECTION 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 "FAILURE TO COMPLY WITH THE CONSTRUCTION LIEN LAW CAN RESULT IN THE PROPERTY OWNER PAYING 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. $43.8614 L� C, DSii/28/88 81 Receipt: 881411888 DFCK ATLANTIC BEACH 6UILDING DEPT. 881888831888 BUILDING AND ZONING INSPECTION DIVISION CITY OF ATLANTIC BEACH ATLANTIC nBACN, rLCOWDA sagas APPLICATION FOR MECHANICAL PERMIT aALL•iN NUMBER IMPORTANT -- Applicant i-o complete all items in sections I, 11, 111, and IV. LOION Sfr'treatCAT OF Intorsseting Shoals: BUILDING II. IDENTIFICATION --- To be completed by all applicants, In eontideretion of permit 9'vvn for doing tho work as doscrlhad in Ike abzaa sfa!ement »e hereby e7re0 to porform slid work in oecordence with the altachid piens end specifications whi;h are a pert hreof end in eccordanCv girl, the C'ty of Jacksonville ordinances end stodards of good Prect+ta filled therein. Nome of tdachattital Contraelors CenNaaar (Frio+) _Ajg r` r Tur- Mallei - .. � Nasse of JO F . MEADE Property Orreer fit✓lej t`)n c. CAC 0 5 7 5 5 3 Siyeeture of Owns► Signature of or Authorized Agent Architect or friginesr 111. WMAL INFORMATION A. 1yre0 Msting fuel: �, IS OTHER CVMSTRUCTIONBEING 00 E N tirsocttic Till$ BUILDING OR BITEt�I�S Q Gas 0 V Q Netural I:] Cental Utility IF VMI OWE NUtdNER OAF 'VNB. f� Q Oil � PERMIT Q other -- spoci fy IV. Mi4HANiCJ►L 69UIPMSNT TO 31t iNIIT'A"W NS�ATTURr OF WORK (/hovide complete fist of components on back of this orm) L'7 Reaidenhal of O Commercial Hoot © $Pate 0 Roeasied f8' Ce(it"I 0 trfcer UY Now Building Air C trArtienhigi 13 Room ef;entretn Existino Building �/ Lal pllel iysle+n: Mate6atC1 1C Thiri,� C3, Roplacornent of existing system Maximum eepatity� ...,. iF� Naw Installation+INC syslern previously Installed) Q RefrigNaRon Extension or add-on to oxlstlno system 0 coofleg lower: Capacity 9.p ns. L� Other specify • Q fitw gentles: Number of heeds�....,____�,,..__._ 17 iievatw (3 Manlih p Estselstnt.. ,.,_(ntimber) THIS SPACII POR OMC! Will ONLY 0 .aliwise Poing,. �„.. -(nun+berl (Rsterisoll 0. TeRk� (numbed Rsmerfzl 13 1,%confeine+sr.. (numbed W WOW pto,"um vessel Psrrnll Approved b _,....,.,..,y_ .,_. Date QLifers �...,...�. per, spoo;ta, Permit Ft- LIST, LIST,ALL EQUIPMENT ALA WNX11ONING AND R FRIGk1RAMON EQVIPMENT Number VA14 Im"ripucto model number Manuia4twer —dim—)r AAs _ .. HEATING • FllIWAMS, BOII,13Rflr F)'RL'PLACLS .� Osad p Number VA to Dnarlpticw 319001 Number > oAu faat%UW (VrV jr M TANKS Row mmy N=S+a>ai C.,Imullty ti qwd Nei"of aerial Approving sad DLiaseszeJoas bontnli►ed X"t0hotmw �^ No. �, CITY OF ATLANTIC BEACH, FLORIDA Approved by APPLICATION FOR ELECTRICAL PERMIT TO THE CHIEF ELECTRICAL INSPECTOR: DATE:2� 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. wxt� C'l er- ELECTRICAL FIRM: MASTER ELECTRICIAN SIGNATURE JOURNEYMAN NAME ��_ t ✓y ADDRESS:_;�� , r RFD BOX BLDG.SIZE BETWEEN: RES.( ) APT. ( ) COMM. ( ) PUBLIC ( I INDUS. ( ) NEW ( OLD ( I REW. ( ? ADDITION ( ) TRAILER ( ) TEMP. ( ) SIGNS ( ) SQ. FT. SERVICE: NEW INCREASE ( i REPAIR ( ) FEE _ CONDUCTOR SIZE 210 AMPS 1 J COPPER ( ) ALUM, SWITCH OR BREAKER AMPS PH W VOLT RACEWAY - EXIST.SERV.SIZE AMPS PH W VOLT RACEWAY FEEDERS NO. SIZE N0. SIZE NO. SIZE LIGHTING OUTLETS CONCEALED OPEN TOTAL RECEPTACLES CONCEALED OPEN TOTAL 0.90 AMPS. 31-100 AMPS. SWITCHES INCANDESCENT FLUORESCENT&M. V. FIXED 4.100 AMPS, OVER APPLIANCES BELL TRANSF. AIR H.P. RATING H.P. RATING CONDITIONING COMP.MOTOR OTHER MOTORS AMPS CEIL HEAT: KW-HEAT 0-1 OVER MOTORS H.P. VOLTAGE PNS NO. 1 H.P. VOLTAGE PHS MISCELLANEOUS TRANSFORMERS: UNDER 600 V. OVER 600 V. NO, KVA NO. IKVA NO.NEON TRANSF. NO. VA. MA. MOTOR SIZE SWITCH I FLASHER EACH SIGN FORWARDED TOTAL FEES r. 10-03-2000 3=2l5PM FROM BEACa iESREALTYGROWP 904 247 3229 P. 3 >e 1 PHONE NO, 904249M= Oct. 03 ; a&M 3,E:3WV'1 PI Hely R Webb, Inc. 3640 Newcomb Road Jacksonville,FL 32219 904�I6.1-'x'769 , State Celydfied C.M C067269 RB:C.aastruetio"Agreement for the Building of n SinSie Family Home on Let 4.Block 102.Section'IW Atlantic Heath,as recorded it.Pot Book i 8,page 34 of the current p>sbtic records ofDgval County,FL. Address is 1575 1-A Main Street, Atlantic Beach, FL 37.2.33 Door Julio DoA1r"da athd Marilyn Alrni/lis; Please be advised by mutual agraaament the Contract dsftd Mny 12.2000,for the construction of tits retWetwe ett the above atMress is no loagw valid,as of tho date of the sisnarture of the loom od Contzector,below. Camtractor agrees to forward all plam and papetwork to the above individuals to the£bllowing addr"%: A8P Cutting Contractors, 1571 Main Street,Atlantic Beach.FL 32233 sincerely, Danwk Webb Lieeatesed Contractor r' 4l!ld f ZL4O F 800 SEMINOLE ROAD ATLANTIC BEACH,FLORIDA 32233-5445 TELEPHONE(904)247-5800 FAX(904)247-5805 ` �petiv, SUNCOM 852-5800 DATE JEA Construction & Maintenance 2325 Emerson Street Jacksonville, FL 32207 Attention: Connie Re: Rough Electrical Inspections Dear Connie: Rough Inspections on the following locations have been completed and approved: PERMIT NO. ADDRESS Please call me at 904-247-5826 if you have any questions. SinceaWy, ATLANTIC BEACH BUILDING DEPARTMENT CITY OF ATLANTIC BEACH DEPARTMENT OF BUILDING FNumber: 00 SEMINOLE ROAD-ATLANTIC BEACH,FL 32233-TEL: 247-5826-FAX: 247-5877 547 Address: 272 MAIN STREET ATLANTIC BEACH, FL 32233 DING Township: Range: Book: PLot(s):4 Block: 102 Section: Proposed Use: SINGLE FAMILY Square Feet: Subdivision: SECTION H Est. Value: Parcel Number: Improv. Cost: 75,000.00 Date Issued: 8/25/2000 Name: DE ALMEIDA, JULIO Total Fees: 3,411.53 Address 2610 STATE ROAD Al APT Amount Paid: 3,411.53 ATLANTIC BEACH, FL 32233 Date Paid: 8/25/2000 T Phone: (904)246-4524 Work Desc: CONSTRUCT NEW HOME PMPME _ BILLY R. WEBB, INC. PERMIT 540.00 WATER IMPACT FEE 410.00 SEWER IMPACT FEE 1,250.00 WATER METER/TAP 85.00 RADON GAS-H.R.S. 6.88 RADON CAB 5% 0.36 CAPITAL IMPROVE. 325.00 CROSS CONNECTION 35.00 SEC H IMPACT FEE 750.00 CONST.SURCHARGE 8.36 SCHARGE/ATL.BCH. 0.93 P �. , C VER FOOTING SLAB. FRAMING FINAL BUILDING C TIF/OC PANCY INSULATION NOTICE- INSPECTIONS MUST BE kEQUES A LEAST 24 RS RIOR TO INSPE TION BUILDING MATERIAL, RUBBISH AND DEBRIS FROM THIS OR UST N T B LACED IN PUBLIC SPACE, AND MUST BE CLEARED UP AND HAULED AWAY BY E THER C TRA TOR O OWNER "FAILURE TO COMPLY WITH THE CONSTR CTIO EN CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDINGIMP VEM ISSUED ACCORDING TO APPRO D PLANS WHICH AR PART OF S PERMIT AND SUBJECT TO REVOCATION FOR VIOLATION OF APPLICABLE P VISIONS OF LAW. _ - ---- ATLANTIC BEAC BUILDING DEPT. PROPERTY DESCRIPTION c ,a Lot # E Block #_10 ;? Section # tt 1 9 2000 Subdivision: -"14y r, (?c k J CiL.Y 9f Atlotltic Eleae(-M Street Name Z' DESCRIPTION OFy"ffC1C� �� or Address: „ ,i,^ CT ng (If in a FLOOD HAZARD Flood Zone:_X _area complete page 3) Brief Description kje w & Class of Work: (New/ Remodel/Addition: A w ZONING INFORMATION Type of Construction: ;AD00 3 ZoningProposed District: � ( I Use: RFS, Estimated Value $ ?5,4000 Exceptions or Variances Materials:' Granted: Solid or Filled Ground: F Al e-4 Roof: U r Method of Heating: 14C j,.+ OWNER INFORMATION Property Owner: oe- /1, Phone: lO5/ 2 4 -- Mailing Address + T rje Zip: ' 2 CONTRACTOR INFORMATION Contractor: y 2• fsv e Si„e Phone: ct Mailing Address: O / Gj G a� Zip: STATE LICENSE NO: Expiratio _ Date: Vr S 2UUG I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF THE LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH, WHETHER SPECIFIED HEREIN OR NOT. THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY FEDERAL, STATE OR LOCAL RULES, REGULATIONS, ORDINANCES, OR LAWS IN ANY MANNER, INCLUDING THE GOVERNING OF CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION OF THE PROPERTY. I UNDERSTAND THAT THE ISSUANCE OF THIS PERMIT IS CONTINGENT UPON THE ABOVE INFORMATION BEING TRUE AND CORRECT AND THAT THE PLANS AND SUPPORTING DATA HAVE BEV OR SHALL BE PROVIDED AS REQUIRED. Owner Signature/l/tt�_ DATE1�� G Contractor Signature DATE^ / to SWORN AND SUBSCRIBED ��ORE M ERJ TYJ 0 �/ r / ►JV'� 1ATHIS �� DAY OF , 1 C.�1.1� (i #"' Vl`�/oZOC� L v- J" * = MYCIJOA5I(MIRC" NOTARY PUBLI EXPIpF. Ju! 931436 '9 h ' eonaw Aw N01W encu M.,, 10-03-2000 3=25PM FROM BEACHESREALTYGROUP 904 247 3229 P.2 FROM PHD-E NO. = W42497e30 Qct. tri 2OW 10:3%vlP2 Htuy FL Webb,Inc. 3"0 Newcomb A"d Jacksamville,FL 32218 90ti-i b4-77C9 State Certified CS COS7269 City of Arl= is Reach Building Departrnent 804 Semnole Road Atlantic Stack FL 32233 RE:Constn=j*n Agreement The*e Building of a Single Fain ly Roue can Lat a,Ettock 102, SOC:lon OW Atlantis Beack as recorded in Plat Book 18,pne 34 of the current public records of Du%-W County,FL. Address is 1575 1-A Main Street. Atlaruic Beach, FL 32233 To Whom It May ConcarM Plmaa be advised we will no longer be involved is the construction of the residence #OtOd diowa Please transfer all pa waits to the builder of Choke by the owner of the property,Mr.Iutio DSA meida. Sincerely, . Lk ek Webb 'cCt►s4d Contramor fr, ---- q 1 PROPERTY DESCRIPTION RECEIVEDLot # 4 , Block # 162- , SeCc ion # 4 Subdivision: 01)04 Utak OCT. Street Name zC, DESCRIPT. WA'i Beach or Address: .z 71 t1e tiv J�1rcA 04110ing AN 90t rid (If in a FLOOD HAZARD Flood Zone: area complete page 3) Brief Description _ _ u i•'1 t Class of Work: (New/ Remodel/Addition: ZONING INFORMATION Type of Consttruc(tion: ,cv M o Yy rout �6 Zoning {� Proposad District: A Use: aJe Estimated Value Exceptions or Vriances Materials:U-1 Granted:_ , Solid or Filled Ground: -'�'�� R of: Method of Heating: OP OWNER INFORMATION , Property Owner• Phone: i24c-4 f2'� Mailing Ad ress 2 'S L Zip: 3L253 CONTRACTOR INFORMATION Contractor: ' Phone: X49---�2ZZ Mailing Address: Zip:?.12- 33 Expiration STATE LICENSE NO: C.LC— DOD7-SG Date: I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF THE LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH, WHETHER SPECIFIED HEREIN OR NOT. THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY FEDERAL, STATE OR LOCAL RULES, REGULATIONS, ORDINANCES, OR LAWS IN ANY MANNER, INCLUDING THE GOVERNING OF CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION OF THE PROPERTY. I UNDERSTAND THAT THE ISSUANCE OF THIS PERMIT IS CONTINGENT UPON THE ABOVE INFORMATION BEING TRUE AND CORRECT AND THAT THE PLANS AND SUPPORTING DATA HAVE BEEN R SHALL BE PROVIDED AS REQUIRED. I ,t Owner Signature ILq,—t, DATE Contractor Signature �I DATE vR1`. f!�i �r� I✓ SWO O AND SUBSCRIBED BEFORE ME i�BY 'm ��t, ty�th�?��n� CY�GL'� rn THIS ` DAY O F ,: iyjy= RHODA DYJAK r.- MY COMMISSIOM 1 CC 956059 EXPIRES:July 25,2004 NOTARY P BLI C Bonded Thru Notary Pubic Uaduwdbwt PLAN REVIEW CHECKLIST PROPERTY DESCRIPTION: a .." OWNER: 1. Determine Occupancy Classification of the structure. Select occupancy classification which most accurately fits the use of the Building. (Chapter B3) J,yj 2. Determine actual physical properties of building. a. Determine building area each floor. (Area definition Chapter 132) b. Determine grade elevation for building. (Grade definition Chapter 132) [y'` C. Determine building height in feet above grade. (Height definition Chapter 132) d. Determine building height in stories. (Story definition Chapter 132) j e. Determine separation distance from exterior walls to assumed and common property lines. (Property line definition Chapter 82) Determine percent of exterior openings per floor. 3. Determine minimum Type of Construction necessary to accommodate proposed structure. (Chapter 66) a. Determine maximum allowable heights and floor areas for Types of Construction and Occupancy classification. (Table 8500) [,) b. Check allowable height and area increases permitted. (Chapter 65) 4. Check detailed Occupancy requirements. (Chapter 134) } 5. Check detailed Construction requirements j -J a. Fire Protection of Structural Members(Chapter B6 &Table B600) [,,] b. Fire Protection Requirements (Chapter B7 and Table B700) [,,-) C. Means of Egress Requirements (Chapter 1310) d. Special restrictions if in Fire District. (Appendix BF The provisions of Appendix BF are applicable only where specifically adopted by Ordinance) 6. Review design as related to standards. (Chapters B16 - B26) 7. Check other requirements as necessary. a. Construction projecting into public property (chapter B32) [y] b. Elevators and conveying systems (Chapter B30) C. Sprinklers,standpipes and alarm systems(Chapter 69) [, ) d. Use of combustible materials on the interior(Chapter 88) [4 ) e. Roofs and roof structures (Chapter B15) [k" ) f. Light,ventilation and sanitation (Chapter B12) j ] g. Other CITY OF ATLANTIC BEACH BUILDING DEPARTMENT Date ew BY__.�__ _� Don C. Ford, Building Official don/sb.1 PAD CITY OF ATLANTIC BEACH TREE REMOVAL APPLICATION , a- ch I� IJ cUirq-' aj)d Zo ng All applications must submitted with seven(7) copies and received by 5 PM on Friday ten(10) days prior to the scheduled meeting in order to be placed on the agenda �k INCOMPLETE APPLICATIONS OR INACCURATELY MARKED SITES WILL NOT BE PROCESSED. 1. Le x-P 1�^I 1.G� �5`'��"7 kewGc;,�,��2d APPLICANT NAME ADDRESS TELEPHONE ADD SS OR LEGAL DESCRIPTION OF TREE REMOVAL SI 3. REASON FOR PROPOSED TREE REMOVAL: ��,�/ tc. 4. HAS THIS SITE BEEN TO THE TREE BOARD BEFORE? Er<S ❑ No ❑ NOT SURE 5. PROPERTY ZONING: 2<ESIDENTIAL ❑ COMMERCIAL 6. LIST TREES PROPOSED FOR REMOVAL: INTERIOR OR SPECIES DIAMETER * EXTERIOR ZONE** 1` e � iG r nes � � e 5- 2F,11,1 la p �� f � 13' � r G *Diameter at Breast Height(D.B.H.)is measured at 4.5 feet above gr%211e. To accurately determine diameter,measure the trunk circumference and divide by 3.14. Diameter of multi-trunked trees is determined by adding together the diameter of each trunk as measured immediately above the forks. a c\ CITY OF ATLANTIC BEACH TREE REMOVAL APPLICATION All applications must submitted with seven(7)copies and received by 5 PM on Friday ten(10) days prior to the scheduled meeting in order to be placed on the agenda. INCOMPLETE APPLICATIONS OR INACCURATELY MARKED SITES WILL NOT BE PROCESSED. 1. APPLICANT NAME ADDRESS TELEPHONE 2. ADDRESS OR LEGAL DESCRIPTION OF TREE REMOVAL SITE 3. REASON FOR PROPOSED TREE REMOVAL: 4. HAS THIS SITE BEEN TO THE TREE BOARD BEFORE? ❑YES ❑ NO ❑ NOT SURE 5. PROPERTY ZONING: ❑ RESIDENTIAL ❑ COMMERCIAL 6. LIST TREES PROPOSED FOR REMOVAL: INTERIOR OR SPECIES DIAMETER * EXTERIOR ZONE** 1 � C-Ile -�-e� ' tVer -2 /� 0C, tr *Diameter at Breast Height(D.B.H.)is measured at 4.5 feet above grade. To accurately determine diameter,measure the trunk circumference and divide by 3.14. Diameter of multi-trunked trees is determined by adding together the diameter of each trunk as measured immediately above the forks. 7. SITE PLAN/TREE SURVEY indicating: a) Changes of topographic features such as hills and low areas affecting trees. b) Existing and proposed structures. C) Location of all trees with Diameter at Breast Height (DBH) of six inches or more. d) Tree species and sizes in DBH. e) Trees to be removed should be clearly marked with an`W". fl Trees to be preserved on-site for mitigation must be marked with brackets g) Location, size and species of any proposed new replacement trees marked with a circle"O". h) Location of utilities and easements as applicable. i) Location of trees to be preserved on-site with barricading indicated. 8. ON-SITE REQUIREMENTS: a) All trees identified for removal MUST be marked on-site by RED flagging, paint or tape. 6 b) All trees to be preserved on-site for mitigation MUST be marked with BLUE flagging, paint or tape. c) The front property corners must be marked by stakes or paint indicating the Lot Number or Address. 9. * INCOMPLETE APPLICATIONS OR INACCURATELY MARKED SITES WILL NOT BE PROCESSED. I HEREBY AGREE TO COMPLY WITH ALL PROVISIONS OF CHAPTER 23, ARTICLE H, TREE PROTECTION, AND ALL OTHER APPLICABLE CODES AND ORDINANCES OF THE CODE OF ORDINANCES OF ATLANTIC BEACH. Applic is Signa a Date __Jwn © c er's Jate CITY USE ONLY: Tree Conservati oard Chairperson Date TREE PROTECTION PROPERTY UNE PRIVATE PROTECTED. TREE 20.00Exterior Zone ' ' D 8 JHF��OR MORE ----------- --------- -� i .I 7.50'— PRIVATE .50'PRlVATE 1 Interior Zone PROTECTED TREE i 0I PRIVATE PROTECTED TREE 0 PROPERTY I UNE Iw i 10 o i D B H OF 20" OR MORE I =w 1 PROPERTY to l I I a o ow LINE o I (D B H OF 10" OR MORE IN COMMERCIAL do INDUSTRIAL PRIVATE w 1 m o I PROPERTY) 1 PROTECTED o 0 I i TREE I I 7.50' __T PRIVATE PROTECTED TREE � WD-8 H OF 6" OR MORE PROPERTY 20.00' UNE C)a PROPERTY UNE IV: SIDEWALK SIDEWALK PUBLIC PROTECTED TREE D 8 H OF 6" OR MORE (PUBLIC STREET) (PUBUC STREET) A. PRIVATE PROTECTED TREE 1. ANY TREE WITH A D B H OF; SIX (6) INCHES OR MORE LOCATED ON ANY LOT WITHIN TWENTY (20) FEET OF A STREET RIGHT-OF-WAY OR REAR PROPERTY LINE. SIX (6) INCHES OR MORE WITHIN SEVEN AND A HALF (7.5) FEET OF ANY OTHER PRIVATE PROPERTY UNE AND TWENTY (20) INCHES WITHIN ANY OTHER PORTION OF THE LOT. (EXCEPT 10" FOR COMMER- CIAL & INDUSTRIAL PROPERTY) 2. ANY CHAMPION TREE SO DESIGNATED BY THE FLORIDA DIVISION OF FORESTRY. I�ARTMENT OF AGRICULTURE. B. PUBLIC PROTECTED TREE SAME AS PRIVATE PROTECTED TREE PLUS ANY TREE SIX (6) INCHtS OR LARGER WITHIN CITY RIGHT-OF-WAY. *Diameter at Breast Height(D.B.H.)is measured at 4.5 feet above grade. To accurately determine diameter,measure the trunk circumference and divide by 3.14. Diameter of multi-trunked trees is determined by adding together the diameter of each trunk as measured immediately above the forks AUG-22-2000 09:36A FROM: 247-5845 TO:97338554 P:111 CITY OF ATLA IC BEACH APPLZCATZON FOR PLUMING PF.'WIT JOB LOCATION:-122 OWNER OF PROPERTY: _I �rS_ t.� t(l)'l TELEPHONE NO.Z!Lq�_ i72,7- PLUMBING CONTRACTOR ' CONTRACTOR' S ADDRESS : STATE LICENSE NUMBER: �'j=C- Q�� G,/�� TELEPHONE: HOW MANY OF THE FOLLOWXNG FIXTURES RE-PIPED OR NEW SINKS SHOWERS LAVATORY / WATER HEATERS BATH TUBS 2--DISHWASHERS URINALS DISPOSALS CLOSETS WASHING MACHINE FLOOR DRAINS SHOWER PANS SEWER WATER RE-PIPE (LIST FIXTURES BEING REPIPED _ etrnccAer OTHER N M TOTAL FIXTURES : 'y�� x $3. 50 + $15. 00 &0,l MINIMUM PERMIT FEE - $25 . 00 SIGNATURE OF OWNER: SIGNATURE OF CONTRACTOR: INSTALLATION OF PLUMBING AND FIXTURES MUST BE IN ACCORDANCE WITH THE MOST RECENT EDITION OF THE SOUTHERN STANDARD PLUMBING CODE. CALL A DAY AHEAD TO SCHEDULE INSPECTIONS - (904) 247-5826 r-- CITY OF ATLANTIC BEACH DEPARTIVI INT OF BUILDING I f 800 SEMINOLE ROAD-ATLANTIC BEACH,FL 32233-TEL: 247-5826-FAX: 247-5877 i ' PERMIT INFORMATION LOCATION INFORMATION `:,'. Permit Number: 20547 Address: 272 MAIN STREET Permit Type: BUILDING ATLANTIC BEACH, FL 32233 Class of Work: NEW Township: Range: Book; Proposed Use: SINGLE FAMILY ` Lot(s):4 Block: 102 Section. Square Feet: II Subdivision: SECTION. H � Est. Value: Parcel Number: Improv. Cost: 75,000.00 OWNER I FORMAtI76N � jDate Issued: 10/12/2000 ! Name: DE ALMEIDA, JULIO Total Fees: 3,4?1.53 I Address: 26113 STATE ROAD AIA APT Amount Paid: 3,411.53 { ATLANTIC BEACH, FL 32233 Date Parrs: 8125/2000 I' Phone: (gg4)246-4524 � —Work Qese: CONSTRUCT N'E`d`f HOME PER P4 ANS HSF � . I448 SCHG 1858 IOR(S}, LICA CONTRACtQN FEES.,. THE DA -- -- CORPORATION PERMIT ^540.00 WATER IMPACT FEE 410.00 SEWER IMPACT FEE 1,250.00 4 WATER METER/TAP 85.00 I I RADON GAS-H.R.S. 6.88 1 RADON CAB 5% 0.36 CAPITAL IMPROVE. 325.00 CROSS CONNECTION 35.00 1 f SEC H IMPACT FEE 750.00 CONST.SURCHARGE 8.36 II SCHARGEIATL.BCH. 0.93 I ._..-m .-�+�--^ eetions Rsgiiivet� I OT1NG SLAB COVER UP I FRAMING FINAL BUILDING CERTIF/OCCUPANCY I INSULATION f i f i I I I NOTICE- INSPECTIONS MUST BE REQUESTED AT L EAST 24 IRQIJEtS PWOR TO ktASPECTko" 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 i "FAILURE TO COMPLY WITH THE CONSTRUCTION LIEN LAW CAN RESULT IN THE PROPERTY J OWNER PAYING 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. I f I f I ATLA T B CH BUILDI G DEPT. . f CITY OF ATLANTIC BEACH Fixture Unit Worksheet for Water Impacc Fee FIXTURE UNITS ARE ESTABLISHED AS THE MEASUREMENT OF WATER DEHAND FOR EACH WATER FIXTURE UNIT INSTALLED AND CONNECTED TO THE CITY !WATER SYSTEM. THE, WATER SUP?LY C:LA.RGE IS HEREBY FIXED AT :NENTY DOLLARS PER FIXTURE UNIT CONNECTED TO THE CI-1.7 WATER SYSTEM. BATHROOM{ GROUP CONSISTING OF SERVICE SINK T:LaP STAND WATER CLOSET. LAVATORY & BATH (9) TUB OR SHOWER STALL (6) _�_WATE3 CLOSE':.' WATER CLOSET, TAM OPERATED (4) { VALVE 0?ER_yTzD (3) t BATH-6n/SHOWER (2) URINAL WALL L_P (4) SHOWER GROUP FER HEAD (3) FLOOR ORA_N (:) SHOWE3 STALL DOMESTIC (2) LAUNDRY TRAY (3) trLAVATIORY (1) =43I1lA 100 SINK UID 77_=,Y (2) s f f WASHING MACHINE (3) POT, scuLLERY T _L__nISHWASHER (2) '- 'WASH SINK _TACH SET CF /� FAuc :s (2) V 1GITCXE't SI:J7C (2) _DENTAL LAVATORY �LITC8D1 SINK WZTH WASTE _� � DE*ITAL UNI:' OR CUSPIDOR (1) GRIXD£Y (3) BIDET (2) URINAL SIAL:., wASiiOUI (4) FT..IISXI2lG Rim SZNY (8) C0FB T_:IAT:ON S INK ANI) T?.AY WITF FOOD DISPOS. {4) URINAL. PMESTAL. SYPHON JEi DRINKING FOUNTALN (1/7) BLOWOUT (2) r I LAVATORY, EARBER/BEAUTY r ICE MAKER (1/2) SHOP (2) �SURGEONS SINK (3) LAVATORY, SURGEONS (_) JACIT%ZZ (2) URINAL STALL. WASHOUT (4) TOTAL FIX i URE UNITS O`Q S� $20.00 EACY ® � JOB INFOR.w.ATION ? Z /Lj /4 CITY OF ATLANTIC BEACH DEPARTMENT OF BUILDING 800 Seminole Road -Atlantic Beach, FL 32233 - Tel: 247-5826 - Fax: 247-5877 PLUMBING PERMIT _ PERMIT INFORMATION _ —� LOCATION INFORMATION C Permit Number: 20838 Address: 272 MAIN STREET Permit Type: PLUMBING ATLANTIC BEACH, FL 32233 Class of Work: NEW Township: Range: Book: Proposed Use: SINGLE FAMILY i Lot(s):4 Block: 102 Section: Square Feet: Subdivision: SECTION H Est. Value: _Parcel Number: Improv: Cost: - _ ^ OWNER INFORMATION Date Issued: 10/24/2000 Name: DE ALMEIDA, JULIO Total Fees: 60.50 Address: 2610 STATE ROAD AIA APT Amount Paid: 60.50 ATLANTIC BEACH, FL 32233 Date Paid: 10/24/2000 Phone: (904)246-4524 — Work Desc: INSTALL PLUMBING CONTRACTORS + PARKER PLUMBING, INC. RIM- BARRY J __ _----- i I I i � Ins ctions R--- --------_-- ------_— -- ----- --- UNDER SLAB PLUMBING (TOPOU- TT�—_eguired —� F1hfAL — --— -- - ,I --— �, ---- --i I I i I l ii i NOTICE- INSPECTIONS MUST BE REQUESTED AT LEAST 24 HOURS PRIOR TO INSPECTION rBUILDING MATERIAL, RUBBISH AND DEBRIS FROM THIS WORK MUST NOT BE PLACED IN PUBLIC SPACE, AND MUST BE CLEARED LSP AND HAULED Rid kY BY EtTKER CONTRACTOR OR OWNER "FAILURE TO COMPLY WITH THE CONSTRUCTION LIEN LAW CAN RESULT IN THE PROPERTY OWNER PAYING 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. I 14 Date. 18/24/68 61 Receipt#68896413 _ _T NTIC BEA H BUiL — EPT. CHECKS 12695 68188883221888 CITY OF ATLANTIC BEACH PERMIT CALCULATION SHEET Address a 7 "L /Li h I/j S7- Date Heated Square Footage J L/Lf Der sq rt Garage/Shed- _per sq : .hCarport./Porcht ----p e,r s q 4 Diet per sq ft = Patio __�nea sq ft = TOTAL VALUATION: J Total Valu tion 1st ✓ 0 Remaining Value $V. per thousand or portion thereof TOTAL BUILDING FEE r, + 11",2 Filing FeeD Fireplaces @ $15 , 00 BUILDING PERMIT FEE WATER IMPACT FEE SEWER IMPACT FEE WATER METER/TAP CAPITIyL IMPROVEMENT SEWER TAP lt(Yjl RADON (NRS'! C,C, 0 SECTION H PAVING HYDRAULIC SHARES CROSS 'CONNECTION Od SURCHARGE 0 0 0 :2 OTHER $ 3 GRAND TOTAL DUE ADDITIONAL PERMITS OR FEES : Mechanical -P L11=bA--,ng____-,. E).ectric/New Electr-ic/Temr, 11 Swim,rri-ingPool Septic Tank -1 � . S--1. g,-i- ., We- .L —I ____Finish Floor Elevation Survey other CALCULATIONS and/ or NOTES : CITY OF ATLANTIC BEACH CERTIFICATE OF OCCUPANCY This Certificate issued pursuant to the requirements of Section 106 of the Standard Building Code certifying that at the time of issuance this structure was in compliance with the various ordinances of the City regulating building construction or use. For the fdbN!ng: Address: 272 MAIN STREET Owner: DE ALMEIDA, JULIO ATLANTIC BEACH, FL 32233 2610 STATE ROAD AIA APT ATLANTIC BEACH, FL 32233 Construction Type: WOOD FRAME Use Classification: SINGLE FAMILY Permit Number: 20547 Date: 2/07/2001 LQC" C. FO D, C.B.O. Post in a conspicuous space CITY OF ATLANTIC BEACH CERTIFICATE OF OCCUPANCY This Certificate issued pursuant to the ram of Section 106 of the Standard Building Code ce Wft that at the time of issuance this structure was in compliance with the various ordinances of the City regulating building construction or use. For the following: Address: 272 MAIN STREET Owner: DE ALMEIDA, JULIO ATLANTIC BEACH, FL 32233 2610 STATE ROAD Al APT ATLANTIC BEACH, FL 32233 Construction Type: WOOD FRAME Use Classification: SINGLE FAMILY Permit Number: 20547 Date: 2/07/2001 DON C. FO D, C.B\0. Post in a conspicuous space ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 85.7 The higher the score,the more efficient the home. MAIN ST,ATLANTIC BCH, FL, 1. New construction or existing New — 12. Cooling systems 2. Single family or multi-family Single family — a. Central Unit Cap:36.0 kBtu/hr _ 3. Number of units,if multi-family I — SEER: 10.00 4. Number of Bedrooms 3 _ b.N/A _ 5. Is this a worst case? Yes _ 6. Conditioned floor area(ft2) 1448 ft2 c. N/A _ 7. Glass area&type _ _ a. Clear-single pane 0.0 112 _ 13. Heating systems b. Clear-double pane 86.0 112 — a. Electric Heat Pump Cap:36.0 kBtu/hr c. Tint/other SC/SHGC-single pane 0.0 112 _ HSPF:6.80 _ d. Tint/other SC/SHGC-double pane 0.0 ft2 b.N/A 8. Floor types _ a. Slab-On-Grade Edge Insulation R=0.0, 172.0(p)ft _ c. N/A b.N/A _ c. N/A 14. Hot water systems 9. Wall types _ a. Electric Resistance Cap:50.0 gallons _ a. Frame,Wood,Exterior R=11.0,1230.0 ft2 _ EF:0.86 b. N/A _ b.N/A c. N/A _ d.N/A _ c. Conservation credits _ e. N/A (HR-Heat recovery,Solar 10. Ceiling types _ DHP-Dedicated heat pump) a. Under Attic R=30,0,1448.0 ft2 _ 15. HVAC credits _ b. N/A (CF-Ceding fan,CV-Cross ventilation, c. N/A HF-Whole house fan, It. Ducts _ PT-Programmable Thermostat, a. Sup:Unc. Ret:Unc. AH:Interior Sup.R=6.0,60.0 ft _ RB-Attic radiant barrier, b.N/A MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed(or exceeded) THE ST,tr� in this home before final inspection.Otherwise,a new EPL Display Card will be completed �Y ,, = 0 based on installed Code compliant features. Builder Signature: Date: - a Address of New Home: City/FL Zip: coD wig *NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. If your score is 80 or greater(or 86 for a US EPADOE EnergySta)V designation), your home may qualify for energy efciency mortgage(EEM)incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 4071638-1492 or see the Energy Gauge web site at wwwfsec.ucfedu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. EnergyGauge®(Version: FLRCNA-200) t FORM 60OA-97 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: MAIN ST,ATLANTIC BCH, FL, PERMIT#: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE _—_ CHECK Exterior Windows&Doors 606.1 ABC,1.1 Maximum..3 ofm/sq ft window areal.5 cfmisg ft.door area. Exterior&Adjacent Walls 6061.ABC.1.2.1 Caulk,gasket,weatherstrip or seal between:windows/doors&frames,surrounding wall; foundation&wall sole or sill plate;joints between exterior wall panels at comers;utility penetrations;between wall panels&top/bottom plates;between walls and floor. EXCEPTION:Frame walls where a continuous infiltration barrier is installed that extends from,and is sealed to,the foundation_to the toD plate. _ Floors 606A.ABC.1.2.2 Penetrations/openings>1/8"sealed unless backed by truss or joint members. EXCEPTION:Frame floes where a continuous infiltration barrier is installed that is sealed to theperimeter,penetrations and seams. - Ceilings 606.1.ABC.1.2.3 Between walls&ceilings;penetrations of ceiling plane of top floe;around shafts,chases, soffits,chimneys,cabinets sealed to continuous air barrier;gaps in gyp board&top plate; attic access.EXCEPTION:Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter at enetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations,sealed;or Type IC or non-IC rated,installed inside a sealed box with 1/2"clearance&Y from insulation;or Type IC rated with<2.0 cfm from conditioned space,tested.. _,- Multkstory Houses __. 6061 ABC_1.2.5__ Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors,dampers;combustion space heaters comply with NFPA, have combustion air. __J 6A-22 OTHER PRESCRIPTIVE MEASURES must be met or exceeded by all residences. COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12.Switch or clearly marked circuit txeakertetectdc)_or cutoff(g-as)must rmAded.External or built-in heat trap_requinad._-_--- Swimming Pools&Spas 612.1 Spas&heated pools must have covers(except solar heated).Non-commercial pods must have a pump timer.Gas spa&pod heaters must have a minimum thermal _ _ efficien�of 78% Shower heads _ 612_1 _ _-- _Water flow must be restricted to n-o-more than 2.5 gallons per minute at 80 PSIG - Air Distribution Systems 610.1 All ducts,fittings,mechanical equipment and plenum chambers shall be mechanically attached,sealed,insulated,and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics:R-6 min.insulation. HVAC Controls-—_ - _--- 607.1_- - _ Separate readily accessible manual r automatic thermostat for each system• Insulation 604.1,602.1 Ceilings-Min.R-19.Common walls-Frame R-11 or CBS R-3 both sides. Common ceiling&floors R-11. EnergyGauge"m DCA Form 60OA-97 EnergyGauge®/FlaRES'97 FLRCNA-200 CITY OF tfcctic f�eacl - jxE�lzicrlcz 800 SEMINOLE ROAD _ ATLANTIC BEACH, FLORIDA 32233-5445 ` TELEPHONE(904)247-5800 r FAX (904)247-5805 SUNCOM 852-5800 DATE 1!- Z-O C JEA Construction & Maintenance 2325 Emerson Street Jacksonville, FL 32207 Attention: Connie Re: Final Electrical Inspections Dear Connie: Final Inspections on the following locations have been completed and approved: PERMIT NO. ADDRESS Please call me at 904-247-5826 if you have any questions. Sincerely, ATLANTIC BEACH BUILDING DEPARTMENT FORM 60OA-97 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: MAIN ST,ATLANTIC BCH, FL, PERMIT#: BASE AS-BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 3 2370.00 7110.0 50.0 0.86 3 1.00 2424.09 1.00 7272.3 As-Built Total: 7272.3 CODE COMPLIANCE STATUS BASE AS-BUILT Cooling + Heating + Hot Water = Total Cooling + Heating + Hot Water = Total Points Points Points Points Points Points Points Points 15075.1 1144.8 7110.0 23329.9 11121.6 338.8 7272.3 18732.7 PASS yDgTHE ST9?80 a 1� COD we EnergyGaugeTm OCA Forth 60OA-97 FORM 60OA-97 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: MAIN ST,ATLANTIC BCH, FL, PERMIT#: BASE AS-BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Points .18 1448.0 2.02 527.7 Double,Clear E 1.4 6.0 20.0 1.64 1.02 33.4 Double,Clear E 1.5 6.0 60.0 1.64 1.02 100.4 Double,Clear E 1.5 6.0 6.0 1.64 1.02 10.0 As-Built Total: 86.0 143.9 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adajcent 0.0 0.0 0.0 Frame,Wood,Exterior 11.0 1230.0 0.60 738.0 Exterior 1230.0 0.60 738.0 Base Total: 1230.0 738.0 As-Built Total: 1230.0 738.0 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 40.0 1.30 51.9 Exterior Insulated 20.0 1.80 36.0 Exterior 20.0 1.80 36.0 Adjacent Insulated 40.0 1.30 51.9 Base Total: 59.9 87.9 As-Built Total: 59.9 87.9 CEILING TYPESArea X BWPM = Points Type R-Value Area X WPM = Points Under Attic 1448.0 0.10 144.8 Under Attic 30.0 1448.0 0.10 144.8 Base Total: 1448.0 144.8 As-Built Total: 1448.0 144.8 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 172.0(p) -2.1 -361.2 Slab-On-Grade Edge Insulation 0.0 172.0(p) -2.10 -361.2 Raised 0.0 0.00 0.0 Base Total: -361.2 As-Built Total: -361.2 INFILTRATION Area X BWPM = Points Area X WPM = Points 1448.0 -0.06 -86.9 1448.0 -0.06 -86.9 Winter Base Points: 1050.3 Winter As-Built Points: 666.5 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points 666.5 1.000 1.014 0.501 1.000 338.8 1050.3 1.0900 1144.8 666.5 1.00 1.014 0.501 1.000 338.8 EnergyGauge^"DCA Form 600A-97 NOTICE TO: Water Department FROM: Building Department DATE: Please be advised that the final building inspection has been completed on each of the following addresses and construction water is no longer needed; Also included below is the ERU number for each location: Permit Number Property Address ERU Number ------------- --------------------------- -------------------- ------------- --------------------------- -------------------- ------------- --------------------------- ------------------- ------------- --------------------------- -------------------- Sincerely, r Pat Harris Building Department FLOODPLAIN DEVELOPMENT INFORMATION Location:: Type of Development: Flood Zone: Required Lowest Floor Elevation: b If building is located within a flood hazard zone, a survey must be made AFTER THE SLAB HAS BEEN POURED, certifying that the LOWEST FLOOR ELEVATION is equal to or above the base flood elevation established for that zone. No final inspection will be made and no certificate of occupancy will be issued until the survey is on file with the Building Department. COMMENTS: Applicant Acknowledgment: 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 No. 25-7-11 and all other laws or ordinances affecting the proposed dev lopm/ent. Date I Applicant's Signature Department Use: Required Lowest Floor Elevation As Built Lowest Floor Elevation / l Survey Filed with Building Department Building Department Representative I ' r9ST E T , { - -- - - --- - -- -- - -- - ---- ----- FU 1 f J MAIN STRO- �- 7, V/20 VIR21 =-- --_-__.._._.93 _! - --- .---- - - - -- - - - - -- - - - ---- - 1 3 2 FLOODPLAIN DEVELOPMENT INFORMATION Location:: c1 A b2_ Sc c ►T Type of Development: S (111ZZ��. ..,,a /�a 14. 4Z Flood Zone: T Required Lowest Floor Elevation: , • If building is located within a flood hazard zone, a survey must be made AFTER THE SLAB HAS BEEN POURED, certifying that the LOWEST FLOOR ELEVATION is equal to or above the base flood elevation established for that zone. No final inspection will be made and no certificate of occupancy will be issued until the survey is on file with the Building Department. COMMENTS: Applicant Acknowledgment: 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 No. 25-7-11 and all other laws or ordinances affecting the propos development. Date �"J 2^ V Applicant's Signature Department Use: (� Required Lowest Floor Elevation As Built Lowest Floor Elevation Survey Filed with Building Department Building Department Repr sentative 4 Job Truss Truss Type City Ply DEREK WEBB LOT 1 0000014 CJOt ROOF TRUSS 2 1 TRUE TRUSS INC.,JACKSONVILLE FL. 32226 4.200 s Dec 13 1999 MiTek Industries,Inc. Fri Apr 07 06:56:43 2000 Page 1 -2-9-15 5-1-1 8-10-0 9-10-13 2-9-15 5-1-1 3-8-15 1-0-13 Scala•122.2 2x4 If 5 4 t0 3.54 F12 4x4 3 9 ° 2 12 5x6= d „ 2x4 II 1 3x4= 1.41 F12 1 5-1-1 8-10-0 9-9-149-10 13 5-1-1 3-8-15 0-11-130-0-15 Plate Offsets(X.Y),[2�0-0-12 0-1-8i LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.76 Vert(LL) 0.15 7-8 >794 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.54 Vert(TL) 0.31 1-2 >119 BCLL 0.0 Rep Stress Incr NO WB 0.32 Horz(TL) -0.02 6 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min I/deft=240 Weight:43 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 5-9-13 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 8-0-6 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS(Ib/size) 5=229/0-1-8,2=575/0-4-15,6=20110-1-8 Max Horz2=259(load case 2) Max Uplift5=-86(load case 2),2=-521(load case 2),6=-177(load case 2) FORCES(lb)-First Load Case Only TOP CHORD 1-2=42,2-9=-1169,3-9=-1111,3-10=-73,4-10=-9.4-5=63 BOT CHORD 2.11=1078.8-11=1090,8-12=1075,7-12=1085,6.7=0 WEBS 3.8=171.3-7=-1079.4-7=102 NOTES 1)This truss has been designed for the wind loads generated by 100 mph winds at 15 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,1 mi from hurricane oceanline,on an occupancy category 1,condition I enclosed building,of dimensions 45 It by 24 It with exposure C ASCE 7-93 per SBC/SBCCI If end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 2)Bearing at joint(s)2 considers parallel to grain value using ANSIfTPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5,6. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 86 Ib uplift at joint 5,521 Ib uplift at joint 2 and 177 Ib uplift at joint 6. 5)This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. 6)Load case(s)1,2,3,4 has been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 7)Special hanger(s)or connection(s)required to support concentrated load(s)43.31b up at 4-2-10,and 100.91b down and 176.31b up at 7-0.9 on top chord,and 28.111b down at 4.2.10,and 56.21b down at 7-0-9 on bottom chord. Design for unspecified connection(s)is delegated to the building designer. LOAD CASE(S) 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1.5=-54.0,2-7=-20.0,6-7=-20.0 APPROVED Concentrated Loads(lb) CITY OF ATLANTIC BEACH Vert:9=43.310=-100.911=-16.212=-56.2 BUILDING OFFICE 2)Wind Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:1-2=88.8,2-4=52.4,4-5=43.0,2-7=-10.0,6-7=-10.0 r Horz:1-2=-98.8,2-4=-62.4,4-5=-53.0 Concentrated Loads(lb) JUN 21 2000 �► IFI Vet:Lumber Incre76.3 11=-28.1 12=-48.1 + 3)Wind Right:Lumber Increase=1.33,Plate Increase=1.33 G Uniform Loads(plf) 111116 Vert:1.2=79.4,2-4=43.0,4-5=52.4,2-7=-10.0,6-7=-10.0 N .48 Horz:1-2=-89.4,2.4=-53.0,4-5=-62.4 Concentrated Loads(lb) Vert:9=1 5.1 1 0=1 76.3 11=-28.1 12=-48.1 S OF 4)1st Wind Parallel:Lumber Increase=1.33,Plate Increase=1.33 RIOP'`� Continued on page 2 DE Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida Corporation Florida Engineer Business No.7547-P.O.Box 50368,Jacksonville Beach,FL,32240-904.241.5200 This drawing is not sufficient alone for installation. Additional instructions accompanying this truss drawing,including HIB-91,should be used in conjunction with the architectural and structural plansd in llation. If HIB-91 has not been shipped to the site with the component pictured on this page,please contact Apex Technology for a free copy 904 .2 OIyQ� Job Truss Truss Type QtyPly DEREK WEBB LOT 1 0000014 CJ01 ROOF TRUSS 2 1 TRUE TRUSS INC.,JACKSONVILLE FL. 32226 4.200 s Dec 13 1999 MiTek Industries,Inc. Fri Apr 07 06:56:44 2000 Page 2 LOAD CASE(S) Uniform Loads(plf) Vert:1-2=79.4,2-5=43.0,2-7=-10.0.6-7=-10.0 Horz:1.2=-89.4,2-5=-53.0 Concentrated Loads(Ib) Vert:9=15.1 10=176.3 11=28.1 12=48.1 4. CAR IN 3Q v F * N 4'880 S AT ED NGS Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida Corporation Florida Engineer Business No.7547-P.O.Box 50368,Jacksonville Beach,FL,32240-904.241.5200 This drawing is not sufficient alone for installation. Additional instructions accompanying this truss drawing,including HIB-91,should be used in conjunction with the architectural and structural plans d ' g' llation. If HIB-91 has not been shipped to the site with the component pictured on this page,please contact Apex Technology for a free copy 904.24 00 \ O o + -1 Job Truss Truss Type Qty Ply DEREK WEBS LOT 1 0000014 CJ02 ]ROOF TRUSS 1 1 TRUE TRUSS INC.,JACKSONVILLE FL. 32226 4.200 s Dec 13 1999 MiTek Industries,Inc. Fri Apr 07 06:56:45 2000 Page 1 -2-9-15 5-3-5 9-10-13 2-9-15 5-3-5 -1 4-7-8 scaN.1.21.9 4 9 2x4 a 15452 7 B 7 2 10 11 12 5 5 7x4= Us= 5-3-5 9-9-10 9403 5-3-5 4-6-5 0-1-3 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) 0.05 2-6 X999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.34 2-6 X336 BCLL 0.0 Rep Stress Incr NO WB 0.16 Horz(TL) -0.01 5 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min I/deft=240 Weight:41 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6.0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 8-8-13 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS(Ib/size) 1=53/0-1-8,4=133/0-1-8,2=297/0-4-15.5=264/0-1-8 Max Horz2=219(load case 2) Max Upliftl=-117(load case 2),4=-160(load case 3),5=-114(foad case 3) FORCES(lb)-First Load Case Only TOP CHORD 1-2=43,2-7=-382,7-8=-449,3-8=406,3-9=-57,4-9=31 BOT CHORD 2.10=405,10-11=405,11-12=405,6-12=405,5-6=0 WEBS 3-6=-436 NOTES 1)This truss has been designed for the wind loads generated by 100 mph winds at 15 k above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,1 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 It by 24 It with exposure C ASCE 7-93 per SBC/SBCCI If end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)1,4,5. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 117 Ib uplift at joint 1,160 Ib uplift at joint 4 and 114 Ib uplift at joint 5. 4)This truss has been designed for both TPI-85 and ANSI/TPI 1.1995 plating criteria. 5)Load case(s)1,2,3,4 has been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 6)Special hanger(s)or connection(s)required to support concentrated load(s)307.61b down and 288.31b up at 1-4-11,and 46.31b up at 4.2-10,and 98.9lb down and 172.31b up at 7-0-9 on top chord,and 9.61b down and 20.81b up at 1-4.11,and 27.91b down at 4-2-10,and 55.8lb down at 7-0-9 on bottom chord. Design for unspecified connection(s)is delegated to the building designer. LOAD CASE(S) 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-74.0,2-4=-54.0,2.5=-20.0 Concentrated Loads(lb) Vert:7=288.3 8=46.3 9=-98.9 10=20.8 11=-15.8 12=-55.8 2)Wind Left:Lumber Increase=1.33,Plate Increase-i.33 Uniform Loads(pIf) Vert:1.2=42.4,2-3=52.4,3-4=43.0,2-5=-10.0 Hoa:1-3=-62.4,3-4=-53.0 �V CA Concentrated Loads(lb) Vert:7=307.6 8=9.1 9=172.3 10=-9.6 11=-27.9 12=47.9 IFS 3)Wind Right:Lumber Increase-1.33,Plate Increase=1.33 Cq Uniform Loads(pIf) Vert:1-2=33.0,2-3=43.0,3-4=52.4,2-5=-10.0 Horz:1.3=-53.0,3.4=-62.4 NO.48803 Concentrated Loads(lb) Vert:7=-307.6 8=9.1 9=172.3 10=-9.6 11=-27.9 12=-47.9 7� 4)1st Wind Parallel:Lumber Increase=1.33,Plate Increase=1.33 S AT F 'c P Continued on page 2 Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida Corporation Florida Engineer Business No.7547-P.O.Box 50368,Jacksonville Beach,FL,32240-904.241.5200 s drawing s not cient alone for Additional instructions accompanying this truss drawing,including HIB191 should be ed in conjunction with the architectural and structural plans d If HIB-91 has not been shipped to the site with the component pictured on this page,please contact Apex Technology for a free copy 904.245 p�misttIlation. O O } t Job Truss Truss Type Oty Ply DEREK WEBB LOT 1 0000014 CJ02 ROOF TRUSS 1 1 TRUE TRUSS INC.,JACKSONVILLE FL. 32226 4.200 s Dec 131999 MiTek Industries,Inc. Fri Apr 07 06:56:46 2000 Page 2 LOAD CASE(S) Uniform Loads(pif) Vert:1-2=33.0,2-4=43.0,2-5=-10.0 Horz:1.4=-53.0 Concentrated Loads(Ib) Vert:7=-307.6 8=9.1 9=172.3 10=-9.6 11=-27.9 12=47.9 V. CAq 64. I IN No.4880 TE F ED Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida Corporation Florida Engineer Business No.7547-P.O.Box 50368,Jacksonville Beach,FL,32240-904.241.5200 This drawing is not sufficient alone for installation. Additional instructions accompanying this truss drawing,including HIB-91,should be used in conjunction with the architectural and structural plans du' g ins Ilation. If HIB-91 has not been shipped to the site with the component pictured on this page,please contact Apex Technology for a free copy 904.24 00%'\ O i y LO'O"013014 TrussrussType QtyTRY DEREKWEBBL071 CJ03 ROOF TRUSS 2 TRUE TRUSS INC.,JACKSONVILLE FL. 32226 4.200 s Dec 13 1999 MiTek Industries,Inc. Fri Apr 07 06:56:47 2000 Page 1 - - -2-9-15 3-10-5 7-0-14 i 2-9-15 3-10-5 3-2-9 Scale=1 17 3 e 3.5471-2 5 2 ' e 4 2x4= 3-10-5 7-0-14 3-10-5 3-2-9 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.28 Vert(LL) n/a - n/a M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.11 2-4 >746 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1 st LC LL Min I/deft=240 Weight:26 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.21) TOP CHORD Sheathed or 6-0.0 oc purlins. BOT CHORD 2 X 4 SYP No.20 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS(Ib/size) 1=106/0-1-8,3=96/0-1-8,2=107/0-4-i5,4=74/0-1-8 Max Horz2=172(load case 3) Max Upliftl=-67(load case 2),3=-136(load case 3) Max Grav2-121(load case 4),4=74(load case 1) FORCES(lb)-First Load Case Only TOP CHORD 1-2=23,2-5=40,5-6=-44,3-6:=17 BOT CHORD 2-7=0,7-8=0,4-8=0 NOTES 1)This truss has been designed for the wind loads generated by 100 mph winds at 15 It above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,1 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 it by 24 ft with exposure C ASCE 7.93 per SBC/SBCCI If end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)1,3,4. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 67 Ib uplift at joint 1 and 136 Ib uplift at joint 3. 4)This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. 5)Load case(s)1,2,3,4 has been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 6)Special hanger(s)or connection(s)required to support concentrated load(s)307.61b down and 288.31b up at 1.6.12,and 46.31b up at 4.4-12 on top chord,and 9.61b down and 20.81b up at 1-6-12,and 27.91b down at 4.4-12 on bottom chord. Design for unspecified connection(s)is delegated to the building designer. LOAD CASE(S) 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1.2=•74.0,2-3=-54.0,2-4=-20.0 Concentrated Loads(lb) Vert:5=288.3 6=46.3 7=20.8 8=-15.8 2)Wind Left:Lumber Increase-1.33,Plate Increase=1.33 Uniform Loads(pit) Vert:1-2=42.4,2-3=43.0,2-4=-10.0 Horz:1-2=-62.4,2.3=-53.0 Concentrated Loads(lb) Vert:Lumber yeas 7=-9.68=-27.9 CA 3)Wind Right:Lumber Increase=1.33,Plate Increase=1.33 I. 4 Uniform Loads(pit) Vert:1-2=33.0,2.3=52.4,2-4=-10.0w Horz:1-2=-53.0.2-3=-62.4 'F'C"��. 9w Concentrated Loads(lb) Vert:5=-307.6 6=9.1 7=-9.6 8=-27.9 NO 4880 4)1st Wind Parallel:Lumber Increase=1.33,Plate Increase=1.33 01 Uniform Loads(plf) Vert:1.2=33.0,2-3=43.0,2-4=-10.0 Horz:1-3=-53.0 S T E F Concentrated Loads(lb) Vert:5=-307.6 6=9.1 7=-9.6 8=-27.9 C ED Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida Corporation Florida Engineer Business No.7547-P.O.Box 50368,Jacksonville Beach,FL,32240-904.241.5200 This drawing is not sufficient alone for installation. Additional instructions accompanying this truss drawing,including HIB-91,should be used in conjunction with the architectural and structural plans du ' g Instillation. If HIB-91 has not been shipped to the site with the component pictured on this page,please contact Apex Technology for a free copy 904.245. 00I O o i Job TrussTruss Type Qty Ply DEREK WEBB LOT 1 0000014 J01 ROOF TRUSS 4 1 TRUETRUSS INC.,JACKSONVILLE FL. 32226 4.200 s Dec 13 1999 MiTek Industries,Inc. Fri Apr 07 06:56:48 2000 Page 1 r— -2-" i 5-0-0 2-" 5-0-0 SCW 1:14.5 3 0 5.0012 4 Z d d 3x4= 2.00 ri2 1 L 5-0-0 5-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) n/a - We M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.09 Vert(TL) 0.10 1-2 >267 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min Well=240 Weight:19 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS(Ib/size) 3=103/0-1-8,2=319/0-3-8,4=48/0-1-8 Max Horz2=182(load case 4) Max Uplift3=-87(load case 2),2=-269(load case 4) FORCES(Ib)-First Load Case Only TOP CHORD 1-2=39,2-3=31 BOT CHORD 24=6 NOTES 1)This truss has been designed for the wind loads generated by 100 mph winds at 15 It above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,1 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 133 2)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3,4. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 87 Ib uplift at joint 3 and 269 Ib uplift at joint 2. 5)This truss has been designed for both TPI-85 and ANSI/TPI 1.1995 plating criteria. LOAD CASE(S) Standard A- CAIFIC R,�� No. 88 3 S AT 0 ' Q ORI ED ENG Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida Corporation Florida Engineer Business No.7547-P.O.Box 50368,Jacksonville Beach,FL,32240-904.241.5200 This drawing is not sufficient alone for installation. Additional instructions accompanying this truss drawing,including HIB-91,should be used in conjunction with the architectural and structural plans du ' gin 11 tion. If HIB-91 has not been shipped to the site with the component pictured On this page,please contact Apex Technology for a free copy 904.2;1. 00� 4 �� Job Truss Tru=TRUSS City Ply DEREK WEBB LOT 1 0000014 J02 RO4 1 TRUE TRUSS INC.,JACKSONVILLE FL. 32226 4.200 s Dec 13 1999 MiTek Industries,Inc. Fri Apr 07 06:56:50 2000 Page 1 2-M 3-M sa.•tt0.e 3 5,005-2 2 4 d 3x4= 2.00/2 1 3-0-0 LOADING(psf) SPACING 2.0-0 CSIDEFL in (loc) I/deFl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) n/a - n/a M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.03 Vert(TL) 0.11 1-2 X234 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min I/deFl=240 Weight:13 to LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS(Ib/size) 3=31/0-1-8,2=264/0-3-8,4=2810-1-8 Max Horz2=137(load case 4) Max Uplift3=-6(load case 2).2=-276(load case 4) FORCES(Ib)-First Load Case Only TOP CHORD 1-2=40.2-3=-50 BOT CHORD 2-4=4 NOTES 1)This truss has been designed for the wind loads generated by 100 mph winds at 15 It above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,1 mi from hurricane oceanline,on an occupancy category I,condition 1 enclosed building,of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 2)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1.1995 angle to grain formula. Building designer should verify capacity of bearing surface. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3,4. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 6 Ib uplift at joint 3 and 276 Ib uplift at joint 2. 5)This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard V. C4 iF,C * No.48803 TAT �S A�0 to ENG�� Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida Corporatio Florida Engineer Business No.7547-P.O.Box 50368,Jacksonville Beach,FL,32240-904.241.5 This drawing is not sufficient alone for installation. Additional instructions accompanying this truss drawing,including HIB-91,should be used in Conjunction with the architectural and structural plans ding in tallation. If HIB-91 has not been shipped to the site with the component pictured on this page,please contact Apex Technology for a free copy 904.?Ell. 200 4 Q�I-S Job Truss Truss Type ::]�Qty�P11yDER6K,,WIEBB L07 1 0000014 J04 ROOF TRUSS TRUE TRUSS INC.,JACKSONVILLE FL. 32226 4.200 s Dec 13 1999 MiTek Industries,Inc. Fri Apr 07 06:56:52 2000 Page 1 l -2-0-0 5-0-0 2-M 5-0-0 Scale•1;14.5 3 S.00 t2 2 4 1 2x4= 5-0-0 5-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deg PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) n/a - n/a M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.09 Vert(TL) 0.10 1-2 >263 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min Well=240 Weight:19 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed. BOT CHORD 2 X 4 SYP No.213 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS(lb/size) 3=103/0-1-8.2=319/0-3-8.4=48/0-1-8 Max Horz2=182(load case 4) Max Upl1113 86(load case 2), •269(load case 4) FORCES(lb)-First Load Case Only TOP CHORD 1-2=40,2-3=31 BOT CHORD 2-4=0 NOTES 1)This truss has been designed for the wind loads generated by 100 mph winds at 15 It above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,1 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 ft by 24 ft with exposure C ASCE 7.93 per SBC/SBCCI If end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3,4. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 86 Ib uplift at joint 3 and 269 Ib uplift at joint 2. 4)This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard 4. C4 3 � * No.4880 ST RI ED E Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida Corporation Florida Engineer Business No.7547-P.O.Box 50368,Jacksonville Beach,FL,32240-904.241.5200 This drawing is not sufficient alone for installation. Additional instructions accompanying this truss drawing,including HIB-91,should be used in conjunction with the architectural and structural plans du ' g in llation. If HIB-91 has not been shipped to the site with the component pictured on this page,please contact Apex Technology for a free copy 904.241. 00� 4 00 Job Truss Truss Type Qty Ply DEREK WEBB LOT 1 0000014 JOS ROOF TRUSS 6 1 TRUETRUSS INC.,JACKSONVILLE FL. 32226 4.200 s Dec 13 1999 MiTek Industries,Inc. Fri Apr 07 06:56:53 2000 Page 1 -2-M 3-0-0 1 2-" 3-0-0 Scala•1;10.8 3 5 D0 12 2 4 t 2x4= 3-0-0 i 3-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) n/a - n/a M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.03 Vert(TL) 0.11 1-2 >233 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min Well=240 Weight:13 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS(Ib/size) 3=31/0-1-8,2=264/0-3-8,4=28/0-1-8 Max Horz2=138(load case 4) Max Uplift3=-5(load case 2),2=-277(load case 4) FORCES(lb)-First Load Case Only TOP CHORD 1-2=40,2-3=-49 BOT CHORD 2-4=0 NOTES 1)This truss has been designed for the wind loads generated by 100 mph winds at 15 It above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,1 mi from hurricane oceanline,on an occupancy category 1,condition I enclosed building,of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3,4. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 5 Ib uplift at joint 3 and 277 Ib uplift at joint 2. 4)This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard V• CAR I IF/C No, 0 TE FS OR10 BRED ENG Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida Corporation Florida Engineer Business No.7547-P.O.Box 50368,Jacksonville Beach,FL,32240-904.241.5200 cient nhis drawing Additional instructions accompanying this truss drawing,including HIB191� fshouId be used alone in conju ct on with the architectural and structural plans dur' )f HIB-91 has not been Shipped to the site with the component pictured on this page,please contact Apex Technology for a free copy 904.2 pn Ilation. Q� Job Truss Truss Type CtyPly DEREK WEBB LOT 1 0000014 J06 ROOF TRUSS 6 1 (opt onall TRUE TRUSS INC.,JACKSONVILLE FL. 32226 4.200 s Dec 13 1999 MiTek Industries,Inc. Fri Apr 07 06:56:55 2000 Page 1 2-0-0 1-0-0 i 2-0-0 1-M Scala 1:7.0 7 5.00 12 2 4 1 2x4= 1-0-0 1-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL In (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) n/a - n/a M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.00 Vert(TL) 0.06 1-2 >398 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1 st LC LL Min I/deft=240 Weight:6 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS(Ib/size) 3=-90/0-1-8,2=261/0-3-8,4=10/0-1-8 Max Horz2=95(load case 4) MaxUpkft3a-90(load case 1), =-372(load case 4) Max Grav3=178(load case 3),2-2611load case 1),4=10(load case 1) FORCES(lb)-First Load Case Only TOP CHORD 1-2=40,2-3=-60 BOT CHORD 2.4=0 NOTES 1)This truss has been designed for the wind loads generated by 100 mph winds at 15 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,1 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 2)Provide mechanical connection(by others)of truss to bearing plate atjoint(s)3,4. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 90 Ib uplift at joint 3 and 372 Ib uplift at joint 2. 4)This truss has been designed for both TPI.85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard Ilk V• CA9 o. $ ZZ STATE OF Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida Corporation �C/s ORI'D Florida Engineer Business No.7547-P.O.Box 50368,Jacksonville Beach,FL,32240-904.241.5200ED ENG This drawing is not sufficient alone for installation. Additional instructions accompanying this truss drawing,including HIB-91,should be used in conjunction with the architectural and structural plans du' g in llation. If HIB-91 has not been shipped to the site with the component pictured on this page,please contact Apex Technology for a free copy 904.24 00T\ O O Job Truss Truss Type Qty Ply DEREK WEBB LOT 1 0000014 J07 ROOF TRUSS 2 1 TRUE TRUSS INC.,JACKSONVILLE FL. 32226 4.200 s Dec 13 1999 M1 I ek Industries,Inc. Fri Apr 07 06:56:56 2000 Page 1 2-0-0 7-0-0 i Sc--"•1:1 e.2 s.Go i 2 4 1 20= L 7-0-0 7-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) n/a - n/a M20 249/190 TCDL 7.0 Lumber Increase 1.25 SC 0.18 Vert(TL) 0.15 1.2 >173 BCLL 0.0 Rep Stress Incr YES WS 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min I/del=240 Weight:251b LUMBER BRACING TOP CHORD 2 X 4 SYP N0.20 TOP CHORD Sheathed or 6-0-0 oc purtins. BOT CHORD 2 X 4 SYP No.20 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS(Ib/size) 3=i65/0-1-8,2=385/0-3-8,4=6810-1-8 Max Horz2=227(load case 4) Max Upflft3=150(load case 2),"0(losd case 4) FORCES(Ib)-First Load Case Only TOP CHORD 11-2=40.2-3=511 BOT CHORD 2-4=0 NOTES 1)This truss has been designed for the wind loads generated by 100 mph winds at 15 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chard dead load,1 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per SBCISBCCI If end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3,4. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 150 Ib uplift at joint 3 and 280 Ib uplift at joint 2. 4)This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard I• CAA Q►��Z IF/C 9�9 0. 8 3 TE OF (� Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida Corporation C/s ORIOp Florida Engineer Business No.7547-P.O.Box 50368,Jacksonville Beach,FL,32240-904.241,5200 D E ` This drawing is not sufficient alone for installation. Additional instructions accompanying this truss drawing,including HIB-91,should be used in conjunction with the architectural and structural plans du' gin Ilation. free copy 904.24 If HIB-91 has not been shipped to the site with the component pictured on this page,please contact Apex Technology for a 1. 00� Job Truss Truss Type Qty Ply DEREK WEBB LOT 1 0000014 J08 ROOF TRUSS 3 1 TRUE TRUSS INC.,JACKSONVILLE FL. 32226 4.200 s Dec 13 1999 Mi ek Industries,Inc. Fri Apr 07 06:56:58 2000 Page 1 7-0- 2-0-0 3-3-8 3-8-8 sore=1 182 4 5.o0 12 3 5x 2= 5 0 d 2 3x4= 8 t 2x4 It 3-3-8 6-11 0 7-0-0 3-3-8 3-7-8 0-1-0 Plate Offsets IX.Y): [3-0-6-0.0-3-41 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) 0.40 2 >93 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.66 Vert(TL) 0.33 2 >110 BCLL 0.0 Rep Stress Incr YES WS 0.00 Horz(TL) 0.16 5 We BCDL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min I/dell=240 Weight:28 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D*Except* BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. 822 X6 SYP SS WEBS 2 X 4 SYP No.3 REACTIONS(Ib/size) 4=-410-1.8,6=680/0-3-8,5=-57/0-1-8 Max Horz6=274(load case 4) Max Uplift4=-4(load case 1),6=-770(load case 4),5=-57(load case 1) Max Grav4=26(load case 3),6=680(load case 1),5=42(load case 3) FORCES(lb)-First Load Case Only TOP CHORD 1-2=40,2-3=617,3-4=-80 BOT CHORD 2-6=-527,3-6=-700,3-5=12 NOTES 1)This truss has been designed for the wind loads generated by 100 mph winds at 15 It above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,1 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,the left is exposed and the right is not exposed. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 4 Ib uplift at joint 4,770 Ib uplift at joint 6 and 57 Ib uplift at joint S. 4)This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard CAA9i ��► ��'(IFIC,q V^ 0.4 0 Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida Corporatio / ORIOP' Florida Engineer Business No.7547-P.O.Box 50368,Jacksonville Beach,FL,32240-904.241.52 SEo This drawing is not sufficient alone for installation. Additional instructions accompanying this truss drawing,including HIB-91,should be used in conjunction with the architectural and structural plans dlu 'ng in llation. 1. If HIB-91 has not been shipped to the site with the component pictured on this page,please contact Apex Technology for a free copy 904.2 � O Job Truss Truss Type Qty=PIYDEREKS LOT 1 0000014 TOt ROOF TRUSS 1 ttnat TRUE TRUSS INC.,JACKSONVILLE FL. 32226 4.200 s Dec 13 1999 MiTek Industries,Inc. Fri Apr 07 06:57:012000 Page-i- -2-0-0 age1-2-0-0 i 7-" 12-3-0 17-6-0 22-9-0 28-0-0 35-" 37-0 0 2-0-0 7-0-0 5-3-0 5-3-0 5-3-0 5-3-0 7-0-0 2-" sc4le=11°8.9 sx5= 5x5= 5x5= 3x4= 3A= 5.00 12 3 4 5 6 7 I`fI IN 2 ° d �t 14 15 16 13 17 19 1219 20 21 22 1123 24 25 26 10 alg 5x5= 3x4= U4= 5x5= 5x12= 3x4= 3x4= 2.00 F12 l 6-3-8 10-4-14 14-64 21-7-6 28-8-8 35-0-0 6-3-8 4-1-6 4-1-6 7-1-2 7-1-2 6-3-8 Plate Offsets(x Y)• (4 0-2-8.0-3-01,17-0-2.8.0-2-71.Ill 10-2-8 0-3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) 0.15 10.11 >999 M20 249/190 TCOL 7.0 Lumber Increase 1.25 BC 0.39 Vert(TQ -0.1610-11 >999 BCLL 0.0 Rep Stress Incr NO WB 0.28 Horz(TL) 0.04 8 n/a BCOL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min I/defl=240 Weight:310 to LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6.0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS(Ib/size) 2=581/0-3-8.8=951/0-3-8,12=2169/0-3-8 Max Horz 2=-21(load case 2) Max Uplift2=-471(load case 4),8=-656(load case 2),12=-1074(load case 4) FORCES(lb)-First Load Case Only TOP CHORD 1.2=39,2-3=-1084,3-4=432,4-5=2374,5-6=-784,6-7=-2082,7-8=•2617,8.9=39 BOT CHORD 2-14=954,14-15=671,15-16=671,13-16=671,13-17=-1160,17-18=•1160,12-18=-1160,12-19=-789,19-20=-789,20-21=-789,21-22=-789, 11-22=-789,11-23=1122,23-24=1122,24.25=1122,25-26=1122,10-26=1122,8-10=2379 WEBS 3-14=750,3-13=-1273,4-13=1063,4-12=-1604,5-12=•1898,5.11=1743,6-11=-674,6-10=1011,7-10=728 NOTES 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 100 mph winds at 15 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,1 mi from hurricane oceanline,on an occupancy category 1,condition I enclosed building,of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per SBC/SBCCI If end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Provide adequate drainage to prevent water ponding. 4)Bearing at joint(s)2,8 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 471 to uplift at joint 2,656 Ib uplift at joint 8 and 1074 Ib uplift at joint 12. 61 This truss has been designed for both TPI-85 and ANSVTPI 1.1995 plating criteria. 7)Load case(s)1,2,3.4 has been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 8)2-ply truss to be connected together with 1 Od Common(.148"x3")Nails as follows: Top chords connected as follows:2 X 4-1 row at 0-9-0 on center. Bottom chords connected as follows:2 X 4-1 row at 0-9-0 on center. Webs connected as follows:2 X 4-1 row at 0-9-0 on center. 9)Special hanger(s)or connection(s)required to support concentrated load(s)485.61b down and 388.711b up at 7-0.0,6.51b down and 7.1 lb up at 9-0-12,6.51b down and 7.11b up at 11.0-12,6.51b down and 7.1lb up at 13-0-12,6.51b down and 7.11b up at 15.0.12,6.51b down and 7.1lb up at 1T-0-12,6.51b down and 7.11b up at 17-114,6.51b down and 7.1lb up at 19-11.4,6.5lb down and 7.1lb up at 21-11-4,6.511b down and 7.11b up at 23-11-4,and 6.51b down and 7.1lb up at 25-11.4,and 485.61b down and 388.71b up at 27-11-4 on bottom chord. Design for unspecified connection(s)is delegated to the building designer. LOAD CASE(S) Standard Except: 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads V e CA Vert:1.33=-=-54.0,3-7=•54.0,7-9=-54.0,2-14=•20.0,10-14=-20.0,8-10=-20.0 V Concentrated Loads(lb) Vert:15=-485.616=7.117=7.118=7.119=7.120=7.121=7.122=7.123=7.124=7.125=7.126=-485.6 IF C 2)Wind Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:1-2=73.8,2-3=37.4,3-7=43.0,7.8=43.0,8-9=79.4,2-14=-10.0,10-14=-10.0,8-10=-10.0 $$� Horz:1-2=-83.8,2.3=-47.4,7-8=53.0,8-9=89.4 Drag:6-7=0.1 Continued on page 2 STATE OF Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida Corporation St ORIOP' wQ Florida Engineer Business No.7547-P.O.Box 50368,Jacksonville Beach,FL,32240-904.241.5200 �p ENG` This drawing is not sufficient alone for installation. Additional instructions accompanying this truss drawing,including HIB-91,should be used in conjunction with the architectural and structural plans during in llation. If HIB-91 has not been shipped to the site with the component pictured on this page,please contact Apex Technology for a free copy 904.241. OQ, 1� `, �o Job Truss Truss Type Qty Ply DEREK WEBB LOT 1 0000014 TOt ROOF TRUSS 1 2 TRUE TRUSS INC.,JACKSONVILLE FL. 32226 4.200 s Dec 13 1999 MiTek Industries,Inc. Fri Apr 07 06:57:03 2000 Page 2 LOAD CASE(S) Standard Except: Concentrated Loads(lb) Vert:15=388.7 16=-6.517=-6.5 18=-6.5 19=-6.5 20=-6.5 21=-6.5 22=-6.5 23=-6.5 24=-6.5 25=-6.5 26=388.7 3)Wind Right:Lumber Increase-1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:1-2=79.4,2-3=43.0,3-7=43.0,7.8=37.4,8-9=73.8,2.14=-10.0,10-14=-10.0,8-10=-10.0 Hoa:1-2=-89.4,2-3=-53.0,7-8=47.4,8-9=83.8 Drag:6-7=0.1 Concentrated Loads(lb) Vert:15=388.7 16=-6,5 17=-6.5 18=-6.5 19=6.5 20=-6.5 21=-6.5 22=-6.5 23=•6.5 24=-6.5 25=-6.5 26=388.7 4)1st Wind Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:1-2=79.4,2-3=43.0,3-7=43.0,7-8=43.0,8-9=79.4,2-I4=-10.0,10-14=-10.0,6-10=-10.0 Hoa:1-2=-89.4,2.3=-53.0,7-8-53.0,8-9=89.4 Drag:6-7=0.1 Concentrated Loads(lb) Vert:15=388.7 16=-6.5 17=-6.5 18=-6.5 19=-6.5 20=-6.5 21=-6.5 22=-6.5 23=-6.5 24=-6.5 25=-6.5 26=368.7 �V. CAA 0 48 ATE OF Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida Corporation sJA,, GRID Florida Engineer Business No.7547-P.O.Box 50368,Jacksonville Beach,FL,32240-904.241.5200 'cRED ENG This drawing is not sufficient alone for installation. Additional instructions accompanying this truss drawing,including HTB-91,should be used in conjunction with the architectural and structural plans during mi ation. If HIB-91 has not been shipped to the site with the component pictured on this page,please contact Apex Technology for a free copy 904.24115 0 r 41Tp Job �T02 ��Rr uss Type Qty Ply DEREK WEBB LOT 1 0000014 OOF TRUSS 1 1 TRUE TRUSS INC.,JACKSONVILLE FL. 32226 4.200 s Dec 13 1999 MiTek Industries,Inc. Fri Apr 07 06:57:05 2000 Page 1 2-0-0 6-3-8 9-0-0 1 14-8-0 20-4-0 26-0-0 28-8-8 35-" 37-0-0 2-0-0 6-3-8 2-8-8 5-8-0 5-8-0 5-8-0 2-8-8 6-3-8 2-0-0 scat.•1 ae.e 5.5= 2x4 II 3x8= 5x5= 4 5 8 7 5.00 12 3x4! 3x4 3 8 216 d �1 18 15 14 13 S12 1/ f0$-- 5x5= 3z4= 5x8= 2x4 II 3x8= 5x5= c 3x4= 3x4= 2.00 12 6-3-8 9-0-0 14-6-4 20-4-0 25-0-0 i 28-8-8 35-0-0 6-3-8 2-8-8 5-6-4 5-9-12 5-8-0 2-8-8 6-3-8 Plate Offsets fX.Yj• f7,0-2-8.0-2-71.(14 0-2-12.0-3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) 0.08 11 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.1312-13 >999 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.05 9 n/a BCDL 10.0 Code SBC/S8CCI 1st LC LL Min I/defl=240 Weight:167 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4-10.12 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 6-14 REACTIONS(Ib/size) 2=428/0.3-8,14=1656/0-3-8,9=715/0-3-8 Max Horz 2=26(Ioad case 3) Max Uplift2=-339(load case 4),14=-690(load case 4),9=-462(load case 2) Max Grav2=462(load case 5),14=1656(load case 1),9=737(load case 6) FORCES(lb)-First Load Case Only TOP CHORD 1-2=20,2-3=-329,3-4=38,4-5=1130,5-6=1111,6-7=-874,7-8=-956,6-9=-1495,9.10=20 BOTCHORD 2-16=306,15-16=290,14-15=-51,13-14=324,12-13=324,11-12=1344,9-11=1390 WEBS 3-16=138,3.15=-398,4-15=313,4.14=-1210,5-14=-308,6-14=-1591,6-13=117,6-12=611,7.12=147,8.12=-567,8.11=317 NOTES 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 100 mph winds at 15 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,1 mi from hurricane oceanline,on an occupancy category 1,condition I enclosed building,of dimensions 45 It by 24 ft with exposure C ASCE 7.93 per SBC/SBCCI If end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Provide adequate drainage to prevent water ponding. 4)Bearing at joint(s)2,9 considers parallel to grain value using ANSI/TPI 1.1995 angle to grain formula. Building designer should verify capacity of bearing surface. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 339 Ib uplift at joint 2,690 Ib uplift at joint 14 and 462 Ib uplift at joint 9. 6)This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard �4. CAA 1 ► q /14 4 STATE 0 ,(�Q Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida Corporation A� Rio P..g Florida Engineer Business No.7547-P.O.Box 50368,Jacksonville Beach,FL,32240-904.241.5200 (� This drawing is not sufficient alone for installation. E�E" Additional instructions accompanying this truss drawing,including HIB-91,should be used in conjunction with the architectural and structural plan d pu in Cation. If HIB-91 has not been shipped to the site with the component pictured on this page,please contact Apex Technology for a free copy 904,24 0,� Job Truss Truss Type Oty Ply DEREK WEBB LOT 1 0000014 T03 ROOF TRUSS 1 1 TRUE TRUSS INC.,JACKSONVILLE FL. 32226 4.200 s Dec 13 1999 MiTek Industries,Inc. Fri Apr 07 06:57:07 2000 Page 1 r -2-0-0 6-3-8 11-0-0 17-6-0 24-0-0 28-8-8 35-0-0 37-0-0 2-M 6-3-8 4-8-8 6-6-0 6-6-0 4-8-8 6-3-8 2-" Scale=1681 5x5= 3x4= 5x5= 4 5 5 5.00 12 3x4 h 1; 4 7 3 2 e d dt 14 13 12 11 10 g1 d 5x5= ]x4= 3x4= 5x8= 5.5= 3x4= 3x4= 2.00 r12 6-3-8 11-0 0 14-64 24-0-0 28-8-8 35-0-0 1 6-3-8 4-8-8 3-6-4 9-5-12 4-8-8 6-3-8 LOADING(psf) SPACING 2.0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) 0.08 10 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.26 11-12 >921 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.03 8 n/a BCDL 10.0 Code SBC/SBCCI 1st LC LL Min I/defl=240 Weight:166 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.20 TOP CHORD Sheathed or 5-0-6 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS(Ib/size) 2=376/0-3-8,8=67610-3-8,12=1748/0-3-8 Max Horz2=30(load case 3) Max Uplift2=-322(load case 3),8=451(load case 2),12=-719(load case 4) Max Grav2=431(load case 5),8=714(load case 6),12=1748(load case 1) FORCES(lb)-First Load Case Only TOP CHORD 1-2=20,23=-116,3-4=450,4-5=1156,5-6=-498,6-7=-534,7-8=-1335,8.9=20 BOT CHORD 2-14=108,13-14=96,12-13=-426,11-12=-447,10-11=1197,8-10=124l WEBS 3-14=125,3-13=-548,4-13=281,4-12=-1048,5-12=-1117,5-11=1075,6-11=-93,7-11=-757,7-10=312 NOTES 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 100 mph winds at 15 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,1 mi from hurricane oceanline,on an occupancy category 1,condition I enclosed building,of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per SBC/SBCCI If end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Provide adequate drainage to prevent water ponding. 4)Bearing at joint(s)2,8 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 322 Ib uplift at joint 2,451 Ib uplift at joint 8 and 719 Ib uplift at joint 12. 6)This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard I. CA / IF S 3 ... STATE OF Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida Corporation FCkl ORIOP Florida Engineer Business No.7547-P.O.Box 50368,Jacksonville Beach,FL,32240-904.241.5200ED ENG This drawing is not sufficient alone for installation. Additional instructions accompanying this truss drawing,including HIB-91,should be used in conjunction with the architectural and structural plans duri g inst Ration. If HIB-91 has not been shipped to the site with the component pictured on this page,please contact Apex Technology for a free copy 904.241.5 Q� O Job Truss JRrO uss Type Qty Ply DEREK WEBB LOT 1 0000014 T04 OFTRUSS 1 1 TRUE TRUSS INC.,JACKSONVILLE FL. 32226 4.200 s Dec 13 1999 MiTek Industries,Inc. Fri Apr 07 06:57:10 2000 Page 1 -2-" 6-3-8 13-0-0 17-6-0 22-0-0 28-8-8 35-M 37-0-0 2-" 6-3-8 6-8-8 4-6-0 4-6-0 6-8-8 6-3-8 2-U Scale 1.58.8 5x5= 3x4= 5x5= 4 5 5 500 12 3.4% 3.4 3 2 { 2 9 d d 1s 14 13 171 10 p(g d 5x5= 4x4= 3.4= 5x12= 5x5— 3.4= O 3x4= 2.0012 6-3-8 13-00 14-6-4 22-0-0 28-8-8 35-0-0 6-3-8 6-8-8 1-6-4 7-5-12 6-8-8 6-3-8 Plate Offsets fX Y)- 7 LOADING(psf) SPACING 2.0-0 CSI DEFL in (loc) t/dell PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) 0.08 10 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.14 10-12 >999 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.03 8 n/a BCDL 10.0 Code SBC/SBCCI 1st LC LL Min I/dell=240 Weight:173 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4-11-7 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS(Ib/size) 2=323/0-3-8.8=644/0-3-8,13=1833/0-3-8 Max Horz2=-35(load case 2) Max Uplift2=-303(load case 3),8=441(load case 2),13=-752(load case 4) Max Grav2=401(load case 5),8=694(load case 6),13=1833(load case 1) FORCES(lb)-First Load Case Only TOP CHORD 1-2=20,2-3=99,3-4=830,4-5=1062,5-6=-170,6-7=-176,7-8=-1206,8-9=20 BOT CHORD 2.15=-92,14-15=-100,13-14=-774,12-13=-474,11-12=1079,10-11=1079,8-10=1121 WEBS 3.15=112,3-14=-689,4-14=260,4-13=-925,5-13=-1042,5-12=893,6-12=-231,7-12=-949,7.10=312 NOTES 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 100 mph winds at 15 It above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,1 mi from hurricane oceanline,on an occupancy category I,condition 1 enclosed building,of dimensions 45 It by 24 fl with exposure C ASCE 7.93 per SBC/SBCCI If end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Provide adequate drainage to prevent water ponding. 4)Bearing at joint(s)2,8 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 303 Ib uplift at joint 2,441 Ib uplift at joint 8 and 752 Ib uplift at joint 13. 6)This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard 4. CA P�IF C �C s E OF 0R10 fictitious P HiQ Apex Technology is a ctitious name owned by Jax Apex Technology Inc.,a Florida Corporation tS \ Florida Engineer Business No.7547-P.O.Box 50368,Jacksonville Beach,FL,32240-904.241.5200 BRED ENG This drawing is not sufficient alone for installation. Additional instructions accompanying this truss drawing,including HIB-91,should be used in conjunction with the architectural and structural plans du' in lation. If HIB-91 has not been shipped to the site with the component pictured on this page,please contact Apex Technology for a free copy 904.2440- O Job Truss Truss Type Qty Ply DEREK WEBB LOT 1 0000014 Toy ROOF TRUSS 1 1 TRUE TRUSS INC.,JACKSONVILLE FL. 32226 4.200 s Dec 13 1999 MiTek Industries,Inc. Fri Apr 07 06:57:12 2000 Page 1 -2-0-0 6-3-8 10-7-12 15-0-0 20-0-0 24-4-4 28-8-8 + 35-0-0 4L-Q-Q 2-0-0 6-3-8 44-4 44-4 5-0-0 4-44 4-44 6-3-8 2-0-0 scala•1.68.8 5x5= 5x5= 5 8 3X5% 3x5 5.00)2 4 7 2X4 II 2X4 II 3 8 .1 2 9 16 dt 14 13 12 11 ida 5x12= 6X8= 8.8= 5.12= O 3X4= 3X4 2.00 12 6-3-8 14-5-9 20-0-0 28-8-8 + 35-0-0 I 6-3-8 8-2-1 5-6-7 8-8-8 6-3-8 'late Offsets(X.Y): (12:0-2-12.0-3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) 0.08 11 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.38 Verl(TL) -0.24 11.12 >997 BCLL 0.0 Rep Stress Incr YES WS 0.69 Horz(TL) 0.02 9 n/a SCOL 10.0 Code S8C/SBCCI 1st LC LL Min I/deFl=240 Weight:175 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 5.1-9 acpurlins. 80T CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS(Ib/size) 2=330/0-3-8.9=646/0-3-8.13=1824/0-3-8 Max Horz 2=-40(load case 2) Max Uplift2=-301(load case 3),9=-436(load case 2),13=-757(load case 4) Max Grav2=416(load case 5),9=699(load case 6),13=1824(load case 1) FORCES(lb)-First Load Case Only TOP CHORD 1-2=20,2-3=70,3-4=42,4-5=981,5-6=101,6-7=89,7.8=-1180,8-9=-1188,9-10=20 BOTCHORD 2-14=-65,13-14=-564.12-13=-772,11-12=388.9-11=1104 WEBS 3-14=-293,4-14=675,4-13=-449,5-13=-1405.5-12=1016,6-12=-291,7-12=-575,7A1=916,8-11=-260 NOTES 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 100 mph winds at 15 It above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,I mi from hurricane oceanline,on an occupancy category 1,condition I enclosed building,of dimensions 45 It by 24 it with exposure C ASCE 7.93 per SBC/SBCCI If end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Provide adequate drainage to prevent water ponding. 4)Bearing at joint(s)2,9 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 301 to uplift at joint 2,438 Ib uplift at joint 9 and 757 to uplift at joint 13. 6)This truss has been designed for both TPI-85 and ANSIlTPI 1-1995 plating criteria. LOAD CASE(S) Standard IFIC,q��i,4,y NO.488O3 .p TAT 0 IOP ED EKG Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida Corporation Florida Engineer Business No.7547-P.O.Box 50368,Jacksonville Beach,FL,32240-904.241.5200 This drawing is not sufficient alone for installation. Additional instructions accompanying this truss drawing,including HIB-91,should be used in conjunction with the architectural and structural plans d - g in Ration. If HIB-91 has not been shipped to the site with the component pictured on this page,please contact Apex Technology for a free copy 904.24,1. 00� 4 4© Job Truss Truss Type O=1fp", REK WEBB LOT 1 0000014 T06 ROOF TRUSS 1 TRUE TRUSS INC.,JACKSONVILLE FL. 32226 4.200 s Dec 13 1999 MiTek Industries,Inc. Fri Apr 07 06:57:15 2000 Page 1 11-7-12 17-" 18-0-0 23-4-4 28-8-a 5-0 0 1 2-0-0 6-3-8 5-44 5-44 1-0-0 54-4 5-4-4 6-3-8 2-" &N.•1:88.8 8x5= 5x8= 5.00 F12 5 8 8.6 5x5 C 4 7 2x4 II 2x4 11 'h 3 8 2 d$�� 1 14 13 a 11 5x,2= 6xe= 6x6= 5x12= 3x4= 3z4 2.00 52 6-3-8 14-6-4 18-0-0 28-8-8 35-0-0 6-3-8 8-2-12 3-5-12 10-8-8 6-3-8 Plate Offsets!X Y) 15 0-3.0 0-2-41 f7�0-2-0 0-3-01 112,0-2-12.0-3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 20.0 Plates increase 1.25 TC 0.41 Vert(LL) 0.08 11 >999 M20 2491190 TCOL 7.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.43 11-12 >568 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.02 9 nfa BCDL 10.0 Code SBC/SBCCI 1st LC LL Min I/deft=240 Weight:181 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 5-1-2 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing, Except: WEBS 2 X 4 SYP No.3 10-0-0 oc bracing:9-11. WEBS 1 Row at midpt 5-13 REACTIONS(Ib/size) 2=327/0.3-8,9=642/0.3-8,13=1831/0-3-8 Max Horz2=-44(load case 2) Max Uplift2=-294(load case 3),9=-432(load case 2),13=-768(load case 4) Max Grav2=420(load case 5),9=692(load case 6),13=1831(load case 1) FORCES(lb)-First Load Case Only TOP CHORD 1.2=20,2-3=81,3-4=51,4-5=1023,5-6=305,6-7=316,7.8=-1164,8.9=-1172,9-10=20 BOT CHORD 2-14=-75,13-14=-669,12-13=-396,11-12=227,9-11=1089 WEBS 3-14=-323,4.14=769,4.13=455,5-13=-1461,5-12=790,6-12=-293,7.12=-626,7-11=1059,8-11=-289 NOTES 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 100 mph winds at 15 It above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,1 mi from hurricane oceanline,on an occupancy category 1,condition 1 enclosed building,of dimensions 45 It by 24 ft with exposure C ASCE 7.93 per SBC/SBCCI If end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Provide adequate drainage to prevent water ponding. 4)Bearing at joint(s)2,9 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula, Building designer should verify capacity of bearing surface. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 294 Ib uplift at joint 2,432 Ib uplift at joint 9 and 768 Ib uplift at joint 13. 6)This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard V. CAA IF/C * NO.akso ST T '° pP s' D E � Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida Corporation Florida Engineer Business No.7547-P.O.Box 50368,Jacksonville Beach,FL,32240-904.241.5200 This drawing is not sufficient alone for installation. Additional instructions accompanying this truss drawing,including HIB-91,should be used in conjunction with the architectural and structural plans du' gin Nation. If HIB-91 has not been shipped to the site with the component pictured on this page,please contact Apex Technology for a free copy 904.2411. mst 4 Q� Job Truss Truss Type =PIYDEREK,,VWEBB LOT 1 0000014 707 ROOF TRUSS foritionall TRUE TRUSS INC.,JACKSONVILLE FL. 32226 4.200 s Dec 13 1999 MiTek Industries,Inc. Fri Apr 07 06:57:18 2000 Page 1 -2-0-0 7-0-0 10 8 0 15-8-0 19 23-10-1128-0-0 35-0-0 37-0-0 2-0-0 7-M 3-8-0 5-0-0 4.1-5 4-1-5 4-1-5 7-" 2-U scais•168.8 Us 48= 2x4 II 3x4= 3x4= 5.5= 5.00 52 3 78 4 5 6 7 8 2 y �t zo 21 zz 8x8= 4x5= 3x4= 17 19 16 17 12 71 70= 3x4= 2x4 II 3.4= 7x5= 3x4= l 7-0-0 10-8-0 15-8-0 21-10-0 28-0-0 35-0-0 7-0-0 3-8-0 5-0-0 6-2-0 6-2-0 7-" Plate Offsets(X Y)7 14 0-3-12,0-2-01.18 0-2-8,0-2-71 rl5 0-6-4 0-4-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) 0.08 17 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.11 2-17 >999 BCLL 0.0 Rep Stress Incr NO WS 0.87 Harz(TL) 0.02 9 nla BCDL 10.0 Code SBC/SBCCI (Matrix) 1 st LC LL Min I/defl=240 Weight:171 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.20 TOP CHORD Sheathed or 5-0-3 oc purlins. BOT CHORD 2 X 4 SYP No.20 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS(Ib/size) 2=915/0-3-8,13=1299/0-3-8,9=783/0-3-8 Max Horz2=21(load case 3) Max Uplift2=-657(load case 4).13=-555(load case 4),9=-492(load case 2) Max Grav13=1 321(load case 5),9=785(load case 6) FORCES(lb)-First Load Case Only TOP CHORD 1.2=40,2-3=-1502,3-18=-1166,4-18=-1166,4-5=344,5.6=225,6-7=-786,7-8=-1004,8.9=-1170,9-10=40 BOT CHORD 2.17=1315,17-19=219,16.19=219,15-16=65,4.15=311,15.20=1107,20-21=1112,21.22=1116,14-22=1120,13.14=-697,5-14=-296,12-13=516, 11-12=940,9-11=1009 WEBS 3-17=73,15-17=1148,3-15=-162,4-14=-1562,6-13z-925,6-12=458.7-12=-280,7-11=78,8-11=101 NOTES 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 100 mph winds at 15 It above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,1 mi from hurricane oceanline,on an occupancy category 1,condition I enclosed building,of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per SBC/SBCCI If end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1,33,and the plate grip increase is 1.33 3)Provide adequate drainage to prevent water ponding. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 657 lb uplift at joint 2,555 lb uplift at joint 13 and 492 Ib uplift atjoint 9. 5)This truss has been designed for both TPI-8S and ANSI/TPI 1-1995 plating criteria. 6)Load case(s)1,2,3,4 has been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 7)Special hanger(s)or connection(s)required to support concentrated load(s)190.31b down and 310.71b up at 7-0-0,and 111.1 lb down and 150.51b up at 9-0-12 on top chord,and 292.Olb down and 80.1 lb up at 7-0-0,47.91b down at 9-0.12,96.61b down and 148.21b up at 11.0.12,and 96.61b down and 148.21b up at 13.0-12,and 96.61b down and 148.21b up at 15.0-12 on bottom chord. Design for unspecified connection(s)is delegated to the building designer. LOAD CASE(S) Standard Except: 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1.3=-54.0,3-8=-54.0,8-10=-54.0,2-16=-20.0,14-15=-20.0,9-13=-20.0 Concentrated Loads(Ib) �. Cq Vert:3=-190.3 17=-292.0 18=-111.1 19=•47.9 20=148.2 21=148.2 22=148.2 p 2)Wind Left:Lumber Increase=1.33,Plate Increase=1.33 ` �l Uniform Loads(plf) �y��IFC �C Vert:1.2=73.8,2-3=37.4,3-8=43.0,8-9=43.0,9-10=79.4,2-16=-10.0,14-15=-10.0,9-13=-10.0 Hoa:1-2=•83.8,2-3=-47.4,8-9=53.0,9.10=89.4 Drag:3.4=-0.1,7-8=0.1 14, Concentrated Loads(lb) No.48$03 Vert:3=310.7 17=80.1 18=150.5 19=-34.0 20=-96.6 21=96.6 22=-96.6 3)Wind Right:Lumber Increase=1.33,Plate Increase=1.33 STA E Continued on page 2 Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida Corporation Florida Engineer Business No.7547-P.O.Box 50368,Jacksonville Beach,FL,32240-904.241.5200 This drawing is not sufficient alone for installation. Additional instructions accompanying this truss drawing,including HIB-91,should be used in conjunction with the architectural and structural plansdu ing in Nation. If HIB-91 has not been shipped to the site with the component pictured on this page,please contact Apex Technology for a free copy 904.2 1. 2( -� o 0 Job Truss Truss Type Qty Ply DEREK WEBB LOT 1 0000014 T07 ROOF TRUSS 1 1 TRUE TRUSS INC.,JACKSONVILLE FL. 32226 4.200 s Dec 13 1999 MiTek Industries,Inc. Fri Apr 07 06:57:19 2000 Page 2 LOAD CASE(S) Standard Except: Uniform Loads(plf) Vert:1-2=79.4,2-3=43.0,3.8=43.0,8-9=37.4,9-10=73.8,2.16=-10.0,14.15=-10.0,9-13=-10.0 Horz:1.2=-89.4,2-3=-53.0,8-9=47.4,9-10=83.8 Drag:3.4=-0.1,7-8=0.1 Concentrated Loads(lb) Vert:3=310.7 17=80.1 18=150.5 19=-34.0 20=-96.6 21=-96.6 22=-96.6 4)1st Wind Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:1-2=79.4,2.3=43.0,3-8=43.0,8-9=43.0,9-10=79.4,2-16=-10.0,14-15=-10.0,9-13=-10.0 Hoa:1.2=-89.4,23=-53.0,8-9=53.0,9-10=89.4 Drag:3.4=-0.1,7-8=0.1 Concentrated Loads(lb) Vert:3=310.7 17=80.1 18=150.5 19=-34.0 20=-96.6 21=-96.6 22=-96.6 V. CA ��►�T IF/- N .48 S OF RIO EDEN Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida Corporation Florida Engineer Business No.7547-P.O.Box 50368,Jacksonville Beach,FL,32240-904.241.5200 This drawing is not sufficient alone for installation. Additional instructions accompanying this truss drawing,including HIB-91,should be used in conjunction with the architectural and structural plans du ' ginss��llation. If HIB-91 has not been shipped to the site with the component pictured on this page,please contact Apex Technology for a free copy 90ns ,O:�O Job Truss Truss Type Qty Ply DEREK WEBB LOT 1 i 0000014 T08 ROOF TRUSS 1 1 TRUE TRUSS INC.,JACKSONVILLE FL, 32226 4.200s Dec 13 1999 M1Tek Industries,Inc. Fri Apr 07 06:57:21 2000 Pagel -2-0-0 5-4-2 9-0-0 10-8-0 15-8-0 20-10-0 26-0-0 29-7-14 35-0-0 7-0 0 2-0-0 5-4-2 3-7-14 1-8-0 5-0-0 5-2-0 5-2-0 3-7-14 5-4-2 2-0-0 Scale•1 B8.8 5x5= 2x4 II 8x5= 3x8= 5x5= 4 5 8 7 8 5.00 FIT 2x4 2x4 i 3 9 2 7.12= 7x8= o Us= 18 17 14 13 12 3x5= l 5x8= 2x4 II 2x4 If 7.8= 3x8= 9-0-0 110-8-0 15-8-0 20-10-0 26-0-0 35-0-0 9-0-0 1-8-0 5-0-0 5-2-0 5-2-0 9-0-0 Plate Offsets(X.Y): 18.0-2.8 0-2-71.[1570-6-0.0-4-12I LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deFl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) 0.40 15 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.58 14 >719 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.20 10 n/a SCOL 10.0 Code SBC/SBCCI 1st LC LL Min I/deg=240 Weight:190 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 2.11-13 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 5-0-14 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS(lb/size) 2=140010-3-8,10=1400/0-3-8 Max Horz 2=26(load case 3) Max Uplift2=443(load case 4),10=-743(load case 4) FORCES(lb)-First Load Case Only TOP CHORD 1.2=20,2.3=-2659,3-4=-2432,4-5=-3342,5.6=-3342,6-7=-4208,7.8=-2217,B-9=-2432,9-10=-2659,10-11=20 BOT CHORD 2.18=2438,17.18=-0,16-17=17,5-16=-171,15-16=4210,14-15=50,6-15=179,13-14=0,12-13=2828,10-12=2438 WEBS 3-18=-227,4-18=-1153,16-18=2668,4-16=2202,6-16=-980,13-15=2904,7-15=1557,7-13=-557,7.12=-751,B-12=694,9-12=-227 NOTES 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 100 mph winds at 15 It above ground level,using 5.0 psf lop chord dead load and 5.0 psf bottom chord dead load,1 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Provide adequate drainage to prevent water ponding. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 743 Ib uplift at joint 2 and 743 lb uplift at joint 10. 5)This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard • CAA IFI * N 4880 S AT EDS Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida Corporation Florida Engineer Business No.7547-P.O.Box 50368,Jacksonville Beach,FL,32240-904.241.5200 This drawing is not sufficient alone for installation. Additional instructions accompanying this truss drawing,including HIB-91,should be used in conjunction with the architectural and structural plans d ' gin Ration. If HTB-91 has not been shipped to the site with the component pictured on this page,please contact Apex Technology for a free copy 904.24]. 00� 4 p� Job Truss Truss Type City Ply DEREK WEBB LOT 1 0000014 T09 ROOF TRUSS 1 1 footionall TRUE TRUSS INC.,JACKSONVILLE FL. 32226 4.200 s Dec 13 1999 MiTek Industries,Inc. Fri Apr 07 06:57:23 2000 Page 1 r2-0-0 r 5-9-14 11-0-0 11-8.0 15-8-0 19-10-0 2�4-0-0 28-6-7 35-0-0 37-0-0 2-" 5-9-14 5-2-2 0-8-0 4-" 4-2-0 4-2-0 4-6-7 6-5-9 2-0-0 Scale*1'.88.8 5x5= 2x4 II 3x4= 6z5= 4 5 8 7 5.00 F12 1x4% 2x4 4 1 8 2 214 II 7212= 9 { d dt 161 3z5= 19 18 17 13 12 11 1X5= 4x8= 2x4 II 2x4 I 8x5= 3x4= 402= 2x4 II 5-9-14 11-8-0 15-8-0 19-10-0 24-0-0 35-" 5-9-14 5-10-2 4-0-0 4-2-0 4-2-0 11-" LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 Vert(LL) 0.27 14-15 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.63 Vert(TL) -0.46 9-11 >909 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.14 9 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1 st LC LL Min t/deb=240 Weight:197 to LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 3-8-3 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS(Ib/size) 2=1400/0-3-8.9=1400/0-3-8 Max Horz 2=30(load case 3) Max Uplift2=-743(load case 4),9=-743(load case 4) FORCES(Ib)-First Load Case Only TOP CHORD 1-2=40,2-3=-2760,3-4=-2880,4-5=-3030,5-6=-2987,6-7=-2346,7-8=-2339,8-9=-2662,9.10=40 BOT CHORD 2-19=2478,18-19=225,17-18=131,15-17=-65,15-16=2496.14-15=2627,13-14=73,5-14=-221,12-13=2i 1.11-12=2095,9.11=2403 WEBS 3-19=-348.4-14=503.12-14=2200,6-14=864,6-12=-805,7-12=375,7-1 1=376,8.11=-343,16-18=158,4-16=509,3-16=135,16-19=2294 NOTES 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 100 mph winds at 15 It above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,1 mi from hurricane oceanline,on an occupancy category 1,condition I enclosed building,of dimensions 45 It by 241t with exposure C ASCE 7-93 per SBC/SBCCI If end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Provide adequate drainage to prevent water ponding. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 743 Ib uplift at joint 2 and 743 Ib uplift at joint 9. 5)This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard Cgg9i IFIC��i9� s12 � * N0.4*8803 S AT F R D ENG`► Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida Corporation Florida Engineer Business No.7547-P.O.Box 50368,Jacksonville Beach,FL,32240-904.241.5200 This drawing is not sufficient alone for installation. Additional instructions accompanying this truss drawing,including HIB-91,should be used in conjunction with the architectural and structural plans du ' g in 11ation. IfHIB-91 has not been shipped to the site with the component pictured on this page,please contact Apex Technology for a free copy 904.24J.5 0� Job Truss Truss Type Qty Ply DEREK WEBB LOT 1 0000014 T10 ROOF TRUSS 1 1 TRUE TRUSS INC.,JACKSONVILLE FL. 32226 4.200 s Dec 13 1999 MiTek Industries,Inc. Fri Apr 07 06:57:26 2000 Page 1 -2-M 6-1-14 11-8-0 13-0-0 15-8-0 22-0-0 8 35-0-0 7-0-0 2-0-0 6-1-14 5-6-2 1-4-0 2-8-0 6-4-0 6-2-2 6-9-14 2-0-0 Soak.1:88.8 5x5= 2x4 II 5x5= 2x4 II 5 8 7 4 5.00 12 3x4% 3x4 3 e d 2 d 7x12= 7x12tA = 9 dIb 1 1 l 3x5= 17 18 13 12 11 3.5= 8x8= 2x4 II 2x4 II 5x8= 2x4 It 6-1-14 11-8-0 15-8-0 22-0-0 28-2-2 35-0-0 6-1-14 5-6-2 4-0-0 6-4-0 6-2-2 6-9-14 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) 0.24 14 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.58 Vert(TL) -0.36 12.13 >999 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.14 9 n/a BCDL 10.0 Code SBC/SBCCI 1st LC LL Min Udell=240 Weight:202 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 3-7-9 oc purlins. BOT CHORD 2 X 4 SYP No.213 BOT CHORD Rigid ceiling directly applied or 6-7-4 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS(Ib/size) 2=1400/0-3-8,9=1400/0-3-8 Max Horz 2=-35(load case 2) Max Uplift2=-743(load case 4),9=-743(load case 4) FORCES(lb)-First Load Case Only TOP CHORD 1.2=20,2-3=-2676,3-4=-2775,4.5=-2779,5-6=-2474,6-7=-2474,7-8=-2073,8.9=-2622,9-10=20 BOTCHORD 2-17=2456,16-17=-O,15-16=54,4-15=-195,14-15=2323,13-14=63,6-14=-235,12-13=0.11-12=2408,9.11=2408 WEBS 3-17=-344,15-17=2499.3-15=110,5-15=757,5-14=282,12-14=1935,7-14=693,7-12=58,8-12=-548,8.11=127 NOTES 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 100 mph winds at 15 it above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,1 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Provide adequate drainage to prevent water ponding. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 743 Ib uplift at joint 2 and 743 Ib uplift at joint 9. 5)This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard V• CAA IN * NO.488 7TCE F D Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida Corporation Florida Engineer Business No.7547-P.O.Box 50368,Jacksonville Beach,FL,32240-904.241.5200 This drawing is not sufficient alone for installation. Additional instructions accompanying this truss drawing,including HIB-91,should be used in conjunction with the architectural and structural plans d ' installation. If HIB-91 has not been shipped to the site with the component pictured on this page,please contact Apex Technology for a free copy 904.2i�o 0� �� Job Truss TROOF ype City Ply DEREK WEBS LOT 1 0000014 T11 TRUSS 1 1 TRUE TRUSS INC.,JACKSONVILLE FL. 32226 4.200 s Dec 13 1999 MiTek Industries,Inc. Fri Apr 07 06:57:28 2000 Page 1 -2-0-01 6-1-14 11-8-0 15-" 15-8r0 20-0-0 2739 35-0-0 7-0-0 i 7 2-0-0 6-1-14 5-6-2 3-4-0 0-8-0 4-4-0 7-2-2 7-9-14 2-0-0 S.W.•1:99.9 3x4 II 3x8 5x5= 5 8 7 5x5 5.00,2 4 3za Jx4% 9 3 2 d 902= 7x12 , 0 3x5= 17 is 13 12 11 3x5= Us= 2Xa II 2x4 It 5x9= 2X4 II 6-1-14 11-8-0 15-8-0 20-0-0 27-2-2 35-" 6-1-14 5-6-2 4-0-0 4-4-0 7-2-2 7-9-14 Plate Offsets(X.V): 5:0-4-0.0-0-41 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) 0.2514-15 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.37 14-15 >999 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.14 9 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min I/deft=240 Weight:197 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 3.7.6 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 6-9-14 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS(Ib/size) 2=1400/0-3-8,9=1400/0-3-8 Max Horz2=-40(load case 2) Max Uplift2=-743(load case 4),9=-743(foad case 4) FORCES(lb)-First Load Case Only TOP CHORD 1-2=40,23=-2756,3-4=-2911,4-5=-2186,5-6=-2015,6-7=-2036,7-8=-1989,8-9=-2692,9-10=40 BOT CHORD 2-17=2473,16-17=182,15-16=69,4-15=662,14-15=2624,13-14=45,6-14=589,12-13=56,11-12=2404,9-11=2404 WEBS 3-17=-402,15-17=2345,3.15=161,4-14=-813,12-14=1752,7-14=439,7.12=10,8-12=-707,8-11=172 NOTES 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 100 mph winds at 15 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,1 mi from hurricane oceanline,on an occupancy category I,condition 1 enclosed building,of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per SBC/SBCCI If end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Provide adequate drainage to prevent water ponding. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 743 Ib uplift at joint 2 and 743 Ib uplift at joint 9. 5)This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard CA IFIC,q�Cqy No 4880 S TE F EO Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida Corporation Florida Engineer Business No.7547-P.O.Box 50368,Jacksonville Beach,FL,32240-904.241.5200 This drawing is not sufficient alone for installation. Additional instructions accompanying this truss drawing,including HIB-91,should be used in conjunction with the architectural and structuralplans du' g in Ration. If HIB-91 has not been shipped to the site with the component pictured on this page,please contact Apex Technology for a free copy 9ans 00T\ O Job Truss Truss Type Qty Ply DEREK WEBB LOT 1 0000014 T12 ROOF TRUSS 1 1 TRUE TRUSS INC.,JACKSONVILLE FL. 32226 4.200 s Dec 13 1999 MiTek Industries,Inc. Fri Apr 07 06:57:30.2000 Page 1 19-4-0 -2-" 6-1-14 11-8-0 17-0-0 18-0-0 26-10-2 -" 37-0-0 f ' 3 = 2-0-0 6-1-14 5-6-2 5-4-0 1-0-0 7-0-2 8-1-14 2-0-0 scaN 1.88.8 1-4-0 3x8-- 5x5= 5.00 12 5 8 5.5-- 74exa 4x8 Z 4 5x5 3x4% 8 3 dd 2 8x12= �dy 3.8= G 3x5= 17 18 12 11 3x5= 8x8= 2x4 II 3x4 11 5.5= 6-1-14 11-8-0 17-0-0 19-4-0 26-10-2 35-" 6-1-14 5-6-2 5-4-0 2-4-0 7-6-2 8-1-14 Plate Offsets(X.Y): 1670-4-1.0-2-21,f870-2-8.0-3-01,(1370-6-4 0-4-41 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) 0.26 14-15 >999 M20 2491190 TCOL 7.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.39 14-15 >999 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.15 9 n/a BCOL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min Well=240 Weight:203 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.21) TOP CHORD Sheathed or 3-6-10 oc purlins. BOT CHORD 2 X 4 SYP No.21) BOT CHORD Rigid ceiling directly applied or 6-10-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS(Ib/size) 2=140010-3-8.9=1400/0-3-8 Max Horz2=-44(load case 2) Max Uplift2=-743(load case 4),9=-743(load case 4) FORCES(Ib)-First Load Case Only TOP CHORD 1-2=40,2.3=-2751,3-4=-2913,4-5=-2019,5-6=-1827,6-7=-1882,7-8=-2281,8-9=-2672,9-10=40 BOT CHORD 2-17=2467,16-17=216,15-16=70,4-15=625,14-15=2662,13-14=1998,12.13=77,7-13=566,11-12=251,9-11=2384 WEBS 3-17=-392,15-17=2304,3-15=175,4-14=-1050,5-14=1019,7-14=-441,11-13=2164,8-13=-380,8-11=-171 NOTES 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 100 mph winds at 15 It above ground level,using 5.0 psf lop chord dead load and 5.0 psf bottom chord dead load,1 mi from hurricane oceanline,on an occupancy category 1,condition I enclosed building,of dimensions 45 It by 24 ft with exposure C ASCE 7.93 per SBC/SBCCI If end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Provide adequate drainage to prevent water ponding. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 743 Ib uplift at joint 2 and 743 Ib uplift at joint 9. 5)This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard V. CAA �Q•�'�Z IFIL No. 88 3 S AT 0 Q ORI D ENG Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida Corporation Florida Engineer Business No.7547-P.O.Box 50368,Jacksonville Beach,FL,32240-904.241.5200 This drawing is not sufficient alone for installation. Additional instructions accompanying this truss drawing,including HIB-91,should be used in conjunction with the architectural and structural plans du gin llation. If HIB-91 has not been shipped to the site with the component pictured on this page,please contact Apex Technology for a free copy 904.241 g Job Truss Truss Type Qty Ply DEREK WEBB LOT 1 0000014 T13 ROOF TRUSS 1 1 TRUE TRUSS INC.,JACKSONVILLE FL. 32226 4.200 s Dec 13 1999 MiTek Industries,Inc. Fri Apr 07 06:57:33 2000 Page 1 5-0-0 9-8-0 14-4-0 19-4-0 21-4-0 5-0-0 4-8-0 4-8-0 5-" 2-M Scale•1:371 5x5= 2x4 II 5x5= 5.00 12 2 10 11 3 12 13 4 Ei a1 5 d �d e 9 1415 8 18 17 7 3x4 2x4 11 4x8= 2x4 II 3x4= 5-0-0 9-8-0 14-4-0 19-4-0 5-0-0 4-8-0 4-8-0 5-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) 0.18 8 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.19 7-8 >999 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.05 5 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1 st LC LL Min I/deft=240 Weight:85 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 3-10-15 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 6-3-11 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS(Ib/size) 1=102610-3-8,5=1155/0-3-8 Max Horz 1--83(load case 2) Max Upliftt■476(load case 4),5=-769(load case 4) FORCES(lb)-First Load Case Only TOP CHORD 1-2=-2241,2-10=-2590,10-11=-2590,3.11=-2590,3.12=-2590,12.13=-2590,4-13=-2590,4-5=-2200,5-6=40 BOTCHORD 1.9=2011,9.14=1997,14.15=1997,8-15=1997,8-16=1954,16-17=1954,7-17=1954,5.7=1967 WEBS 2.9=211,2.8=652,3-8=-385,4-8=698,4-7=191 NOTES 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 100 mph winds at 15 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,1 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Provide adequate drainage to prevent water ponding. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 576 Ib uplift at joint 1 and 769 Ib uplift at joint 5. 5)This truss has been designed for both TPI-85 and ANSI/TPI 1.1995 plating criteria. 6)Load case(s)1,2,3,4 has been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 7)Special hanger(s)or connection(s)required to support concentrated load(s)91.71b down and 225.91b up at 5-0-0,49.41b down and 86.1 lb up at 7-0-12.49.41b down and 86.1 lb up at 9-0.12,49.41b down and 86.1lb up at 10-3-4,and 49.41b down and 86.1 lb up at 12-3-4,and 91.71b down and 225.91b up at 14.3-4 on top chord,and 82.Olb down at 5-0-0,27.91b down at 7-0.12,27.91b down at 9-0-12,27.91b down at 10-3-4,and 27.91b down at 12-3-4,and 82.Olb down at 14.3-4 on bottom chord. Design for unspecified connection(s)is delegated to the building designer. LOAD CASE(S) Standard Except: 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-54.0,2-4=-54.0,4-6=-54.0,1-5=-20.0 Concentrated Loads(lb) Vert:2=-91.7 4=-91.7 9=-82.0 7=-82.0 10=-49.4 11=-49.4 12=49.4 13=49.4 14=-27.9 15=-27.9 16=-27.9 17=-27.9 2)Wind Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plfV e CA Vert:1-22==33 7.4,2.4=43.0,4-5=43.0,5-6=79.4,1-5=-10.0 Horz:1.2=47.4,4-5=53.0,5-6=89.4 �w Concentrated Vert:2=225.914= �'�'C�� 225.99=-77.57=-77.510=86.111=86.112=86.113=86.114=-24.015=-24.016=-24.017=-24.0 3)Wind Right:Lumber Increase=1.33,Plate Increase=1.33 Qe CJ Z Uniform Loads(plf) Vert:1-2=43.0,2-4=43.0,4-5=37.4,5-6=73.8,1-5=-10.0 No.4883 S Horz:1-2=-53.0,4-5=47.4,5-6=83.8 71C Concentrated Loads(lb) Vert:2=225.9 4=225.9 9=-77.5 7=-77.5 10=86.1 11=86.1 12=86.1 13=86.1 14=-24.0 15=-24.0 16=-24.0 17=-24.0 TAT 4)1st Wind Parallel:Lumber Increase=1.33,Plate Increase=1.33 s A�O 'O Continued on page 2 Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida Corporatio rw Florida Engineer Business No.7547-P.O.Box 50368,Jacksonville Beach,FL,32240-904.241.5 This drawing is not sufficient alone for installation. Additional instructions accompanying this truss drawing,including HIB-91,should be used in conjunction with the architectural and structural plans du ' ng in tallation. If HIB-91 has not been shipped to the site with the component pictured on this page,please contact Apex Technology for a free copy 904.2(11�2�\0 Job Truss Truss Type Oty Ply DEREK WEBB LOT 1 0000014 T13 ROOF TRUSS 1 1 TRUE TRUSS INC.,JACKSONVILLE FL. 32226 4.200 s Dec 13 1999 MiTek Industries,Inc. Fri Apr 07 06:57:34 2000 Page 2 LOAD CASE(S) Standard Except: Uniform Loads(plf) Vert:1-2=43.0,2-4=43.0,4-5=43.0,5-6=79.4,1-5=-10.0 Horz:t-2=-53.0,4-5=53.0,5-6=89.4 Concentrated Loads(lb) Vert:2=225.9 4=225.9 9=-77.5 7=-77.5 10=86.1 11=86.1 12=86.1 13=86.1 14=-24.0 15=-24.0 16=-24.0 17=-24.0 v' CAA9i ��Q► ��IF/C��'C9'� s; No.4880 ST RI ED E Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida Corporation Florida Engineer Business No.7547-P.O.Box 50368,Jacksonville Beach,FL,32240-904.241.5200 This drawing is not sufficient alone for installation. Additional instructions accompanying this truss drawing,including HIB-91,should be used in conjunction with the architectural and structural plans du ' gin llation. If HIB-91 has not been shipped to the site with the component pictured on this page,please contact Apex Technology for a free copy 904.281. 00r\ O o Job Truss Truss Type Q�PIYDEtREEK WEBB LOT 1 0000014 T14 ROOF TRUSS 1 TRUE TRUSS INC.,JACKSONVILLE iol FL. 32226 4.200 s Dec 13 1999 MiTek Industries,Inc. Fri Apr 07 06:57:35 2000 Page 1 7-0-0 12-4-0 19-4-0 21-4-0 7-0-0 5-4-0 7-0-0 2-0-0 Scala.1:37.1 5x5= 5x5= 2 3 5.00 t2 1 4 Ia 5 7 g 30= 2x4 II 3z4= 3z4= ( 7-0-0 12-4-0 19.4-0 7-0-0 5-4-0 7-0-0 _Plate Offsets(X.Y). 13,0-2-8.0-2-71 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/den PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.53 Vert(LL) 0.05 6 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.33 Vert(TL) -0.09 6-7 >999 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.03 4 n/a BCDL 10.0 Code SBC/SBCCI 1st LC LL Min I/dell=240 Weight:80 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 5-1-3 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS(Ib/size) 1=70510-3-8.4=820/0-3-8 Max Horz 1=-88(load case 2) Max Upliftl=-314(load case 4),4=-485(load case 4) FORCES(lb)-First Load Case Only TOP CHORD 1-2=-1142.2-3=-1043.3-4=-1142.4-5=20 BOT CHORD 1-7=1049,6-7=1043.4-6=1049 WEBS 2-7=123,2-6=-O.3-6=123 NOTES 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 100 mph winds at 15 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,1 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 It by 24 R with exposure C ASCE 7-93 per SBC/SBCCI If end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Provide adequate drainage to prevent water ponding. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 314 Ib uplift at joint 1 and 485 Ib uplift at joint 4. 5)This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard �v. CA 3Q To. 8 ATE OF Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida Corporations ORM Florida Engineer Business No.7547-P.O.Box 50368,Jacksonville Beach,FL,32240-904.241.5200 ED ENG This drawing is not sufficient alone for installation. Additional instructions accompanying this truss drawing,including HIB-91,should be used in conjunction with the architectural and structural plans du ' gin llation. If HIB-91 has not been shipped to the site with the component pictured on this page,please contact Apex Technology for a free copy 904.2Q1. 00 4 11` O Job Truss Truss Type Qty71" y DEREK WE88 LOT 1 0000014 T75 ROOF TRUSS 1 tional) OD TRUE TRUSS INC.,JACKSONVILLE FL. 32226 4.200 s Dec 13 1999 MiTek Industries,Inc. Fri Apr 07 06:57:37 2000 Page 1 4-5-2 9-0-0 10-4-0 14-10-14 19-4-0 21-4-0 4-5-2 4-6-14 1-4-0 4-6-14 4-5-2 2-0-0 S,",1.37.1 5x5= 5.5= 3 4 5.0012 2x4 2x4 2 5 1 5 � Ia 8 83x4= 3x4= 3x4= 3x4= 9-0-0 10-4-0 19-4-0 9-0-0 1-4-0 9-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deFl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) 0.06 1.9 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.39 Vert(TL) -0.19 1-9 >999 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.03 6 n/a BCOL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min I/dell=240 Weight:89 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.20 TOP CHORD Sheathed or 5-3-15 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 9-3-15 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS(Ib/size) 1=696/0-3-8.6=627/0-3-8 Max Horz 1=-93(load case 2) Max Uplift1=303(load case 4),6=-496(load case 4) FORCES(lb)-First Load Case Only TOP CHORD 1-2=-1378.2-3=-1038,3-4=-918,4-5=-1036,5-6=-1350,6-7=40 80T CHORD 1-9=1244,8-9=918,6-8=1201 WEBS 2.9=-357,3-9=239,4-8=199,5-8=-310 NOTES 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 100 mph winds at 15 It above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,1 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per SSC/SBCCI If end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Provide adequate drainage to prevent water ponding. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 303 lb uplift at joint 1 and 496 Ib uplift at joint 6. 5)This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard V. CAq IFIL F 6o_. 8 3 4T TE OF I Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida Corporation Cis ORIVP' Florida Engineer Business No.7547-P.O.Box 50368,Jacksonville Beach,FL,32240-904.241.5200 D E This drawing is not sufficient alone for installation. Additional instructions accompanying this truss drawing,including HIB-91,should be used in conjunction with the architectural and structural plans du ' gin llation. If HIB-91 has not been shipped to the site with the component pictured on this page,please contact Apex Technology for a free copy 904.241. 00� �� Job Truss Truss Type Qty Ply DEREK WEBS LOT 1 0000014 T16 ROOF TRUSS 6 1 TRUE TRUSS INC.,JACKSONVILLE FL. 32226 4.200 s Dec 13 1999 MiTek Industries,Inc. Fri Apr 07 06:57:39 2000 Page 1 -2-" 7-7-14 14-8-017-6-0 23-1-4 28-8-8 + 35-0-0 37-0-0 2-" 7-7-14 7-0-2 2-10-0 5-7-4 5-7-4 6-3-8 2-" Sw.•187.9 5.00 72 4x4= 4x8% 5 4 5x5 8 3x4 3 3x4 C 7 z8 �Ia 1 8x12= 12 11 10 9[g{� 3x8= 44= 5x8= 3x5= 15 14 U.= 8x8= 2x4 II 2,DoLtz 7-7-14 14-8-0 17-6-0 23-1-4 28-8-8 35-0-0 7-7-14 7-0-2 2-10-0 5-7-4 5-7-4 6-3-8 Plate Offsets(X.Y): r6:0-2.8 0.3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.95 Vert(LL) 0.34 11 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.51 10-11 >818 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.24 8 n/a BCDL 10.0 Code SBC/SBCCI 1st LC LL Min I/deFl=240 Weight:191 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 5-2-5 or bracing. WEBS 2 X 4 SYP No.3 REACTIONS(Ib/size) 2=1400/0-3-8.8=1400/0-3-8 Max Horz2=46(load case 3) Max Uplift2=-743(load case 4),8=-743(load case 4) FORCES(lb)-First Load Case Only TOP CHORD 1.2=20,2-3=-2550,3-4=-2377,4-5=-1908,5.6=-1908,6-7=-2705,7-8=-4271,8.9=20 BOT CHORD 2-15=2343.14-15=0,13-14=69,4-13=662,12-13=2186,11-12=2485,10-11=3850,8-10=3970 WEBS 3.15=-254,13-15=2377,3-13=-155,4-12=-857,5-12=1241,6.12=-897,6-11=537,7-11=-1418,7.10=773 NOTES 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 100 mph winds at 15 It above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,1 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Bearing al joints)8 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 743 Ib uplift at joint 2 and 743 Ib uplift at joint 8. 5)This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard • C4 IFIC 0.4 0 OF ,(Q Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida Corporatio /s ORIOP• Florida Engineer Business No.7547-P.O.Box 50368,Jacksonville Beach,FL,32240-904.241.52 E This drawing is not sufficient alone for installation. �RED Additional instructions accompanying this truss drawing,including HIB-91,should be used in conjunction with the architectural and structural plans du 'ng in allation. If HIB-91 has not been shipped to the site with the component pictured on this page,please contact Apex Technology for a free copy 904.2INi20O o Job Truss Truss Type CityPly DEREK WEBB LOT 1 0000014 T17 ROOF TRUSS 2 1 TRUE TRUSS INC.,JACKSONVILLE FL. 32226 4.200 s Dec 13 1999 MiTek Industries,Inc. Fri Apr 07 06:57:42 2000 Page 1 L_2-0-0 6-1-14 11-8-0 17-6-0 23-1-4 28-8-8 35-0-0 1 37-0-0 2-0-0 6-1-14 5-6-2 5-10-0 5-7-4 5-7-4 6-3-8 2-0-0 scab.167.8 4x4= 5 SAO 12 5x5% 3x4 c 4 8 5x5% 5x5 7 3 e o z ex1z= 12 11 10 B[dla 3x8= 4x4= 6.6= 3.5= 15 14 3x8= 8x8= 2x4 II 2.00 Li?- 6-1-14 ]Z6-1-14 11-8-0 17-6-0 23-1-4 28-8-8 35-0-0 6-1-14 5-0-2 5-10-0 5-74 5-74 6-3-8 Plate Offsets(X.YI: [10-2-8.0-3-01A7 0-2-8.0-3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.92 Vert(LL) 0.35 11 >999 M20 249/190 TCOL 7.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.52 11-12 >799 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.25 8 n/a BCDL 10.0 Code SBC/SBCCI 1st LC LL Min I/deft=240 Weight:186 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.21) TOP CHORD Sheathed. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 5-2-7 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS(Ib/size) 2=1400/0-3-6,8=1400/0-3-8 Max Horz2=46(load case 3) Max Uplift2=-743(load case 4),8=-743(load case 4) FORCES(lb)-First Load Case Only TOP CHORD 1-2=20,2-3=-2671,3-4=2904,4-5=-1909,5-6=-1909,6-7=-2710,7-8=-4269,8-9=20 BOT CHORD 2-15=2452,14.15=-0,13-14=54,4.13=668,12.13=2682,11-12=2502,10.11=3811,8-10=3968 WEBS 3-15=.425,13-15=2524.3-13=223.4-12=-1092.5-12=1155,6-12=-908.6-11=539,7-11=-1377,7-10=777 NOTES 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 100 mph winds at 15 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,1 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 45 It by 24 It with exposure C ASCE 7-93 per SBC/SBCCI If end verticals exist,they are not exposed to wind. If cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Bearing at joint(s)8 considers parallel to grain value using ANSI/TPI 1.1995 angle to grain formula. Building designer should verify capacity of bearing surface. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 743 Ib uplift at joint 2 and 743 Ib uplift at joint 8. 5)This truss has been designed for both TPI-85 and ANSIfTPI 1.1995 plating criteria. LOAD CASE(S) Standard X40 CAA ZIF C, V 880 STATE OF Q Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida Corporation �C's''ZORIOP Florida Engineer Business No.7547-P.O.Box 50368,Jacksonville Beach,FL,32240-904.241.5200E ENG` This drawing is not sufficient alone for installation. Additional instructions accompanying this truss drawing,including HIB-91,should be used in conjunction with the architectural and structural plans du ' g in Nation. If HIB-91 has not been shipped to the site with the component pictured on this page,please contact Apex Technology for a free copy 904.2 OQ.� O O CITY OF ATLANTIC BEACH 0F.PARTMENT OF BL)!LDING 800 SEMINOLE ROAD-ATLANTIC BEACH,FL 32233-TEL: 247-5826-FAX: 247-5877 PERMIT INFORMATION uo7dA;eldN INFORMATION Oihilk--Nu-iiiber- 20516 Address: 272 Its STREET Permit Type: TREE REMOVAL ATLANTIC BEACH, FL 32233 Class of Work: NEW Township: Range: Book. Proposed Use: SINGLE FAMILY Lotfs):4 Block: 102 Section: Square Feet: i Subdivision: SECTION H Est Value.. Parce(Number-, Improv. Cost: Date Issued: 8/22/2000 .�--Name. DE ALME;DA, JULIO Total Fees: Address: 2610 STATE ROAD Al A APT Amount Paid* ATLANTIC BEACH, FL 32.233 Date Paid: _?hone: (904)246-4524 Work Desc: TREE R—EM-(5VKL- PER PLANS CONTRA;-TQR(% -.-- APPLICATION FEES --------- ML-CY-k-WEBB, INC. --- Iris-�ectian�k Re aired, REE BARRICADES NOTICE-INSPECTIONS MUST BE REQUESTED AT LEAST 24 HOURS PRIOR TO INSPECTION 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 "FAILURE TO COMPLY WITH THE CONSTRUCTION LIEN LAW CAN RESULT IN THE PROPERTY OWNER PAYING 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. ATLANTIC BEA H BUILDING DEPT. _ FORM`60OA-97 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: WEBB Builder: WEBB Address: MAIN ST Permitting Office: City, State: ATLANTIC BCH, FL Permit Number: Owner: Jurisdiction Number: Climate Zone: South I. New construction or existing New — 12. Cooling systems 2. Single family or multi-family Single family — a. Central Unit Cap:36.0 kBtu/hr — 3. Number of units,if multi-family I — SEER: 10.00 — 4. Number of Bedrooms 3 — b.N/A — 5. Is this a worst case? Yes — — 6. Conditioned floor area(ft2) 1448 ft2 c. N/A — 7. Glass area&type — — a. Clear-single pane 0.0 ft2 _ 13. Heating systems b.Clear-double pane 86.0 ft2 — a. Electric Heat Pump Cap:36.0 kBtu/hr — c. Tint/other SC/SHGC-single pane 0.0 112 _ HSPF:6.80 — d. Tint/other SC/SHGC-double pane 0.0 ft2 b.N/A 8. Floor types — — a. Slab-On-Grade Edge Insulation R=0.0, 172.0(p)ft c. N/A — b.N/A — — c. N/A 14. Hot water systems 9. Wall types _ a. Electric Resistance Cap:50.0 gallons — a. Frame,Wood,Exterior R=11.0, 1230.0 ft2 — EF:0.86 — b.N/A _ b.N/A — c. N/A — — d.N/A _ c. Conservation credits — e. N/A (HR-Heat recovery,Solar 10. Ceiling types _ AHP-Dedicated heat pump) a. Under Attic R=30.0,1448.0 112 — 15. HVAC credits — b.N/A — (CF-Ceiling fan,CV-Cross ventilation, c. N/A HF-Whole house fan, 11. Ducts — PT-Programmable Thermostat, a. Sup:Unc. Ret:Unc. AH:Interior Sup.R=6.0,60.0 ft _ RB-Attic radiant barrier, b.N/A MZ-C-Multizone cooling, MZ-H-Multizone heating) Glass/Floor Area: 0.06 Total as-built points: 18733.00 PASS 1 Total base points: 23330.00 I hereby certify that the plans and specifications covered Review of the plans and 4T>taE STgl by this calculation are in compliance with the Florida specifications covered by this do Energy Code. calculation indicates compliance with the Florida Energy Code. PREPARED BY: and s NDE Before construction is completed - c DATE: this building will be inspected for I hereby certify that this building, as designed, is in compliance with Section 553.908 rtcoD compliance with the Florida ergy Florida Statutes. OWNER/AGENT: t V BUILDING OFFICIAL: - DATE: G� alp DATE: Z - n c:> EnergyGauge®(Version: FLRCNA-200) ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 85.7 The higher the score,the more efficient the home. MAIN ST,ATLANTIC BCH, FL, 1. New construction or existing New — 12. Cooling systems 2. Single family or multi-family Single family — a. Central Unit Cap:36.0 kBtu/hr — 3. Number of units,if multi-family 1 — SEER: 10.00 — 4. Number of Bedrooms 3 — b.N/A — 5. Is this a worst case? Yes — — 6. Conditioned floor area(112) 1448 112 c. N/A — 7. Glass area&type — — a. Clear-single pane 0.0 ft2 — 13. Heating systems b. Clear-double pane 86.0 ft2 — a. Electric Heat Pump Cap:36.0 kBtu/hr — c. Tint/other SC/SHGC-single pane 0.0 ft2 _ HSPF:6.80 — d.Tint/other SC/SHGC-double pane 0.0 ft2 b.N/A — 8. Floor types — — a. Slab-On-Grade Edge Insulation R=0.0, 172.0(p)ft — c. N/A — b.N/A — — c. N/A 14. Hot water systems 9 gall hypes — a. Electric Resistance Cap:50.0 gallons _ a. Frame,Wood,Exterior R=11.0, 1230.0 ft2 — EF:0.86 — b.N/A — b.N/A — c. N/A — — d.N/A _ c. Conservation credits — e. N/A (HR-Heat recovery,Solar 10. Ceiling types — DHP-Dedicated heat pump) a. Under Attic R=30.0,1448.0 112 _ 15. HVAC credits — b.N/A — (CF-Ceiling fan,CV-Cross ventilation, c. N/A HF-Whole house fan, 11 Duds — PT-Programmable Thermostat, a. Sup:Unc. Ret:Unc. AH:Interior Sup.R=6.0,60.0 ft _ RB-Attic radiant barrier, b.N/A MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed(or exceeded) 0410E Sr gT� in this home before final inspection.Otherwise,a new EPL Display Card will be completed _IV ___',. 0, based on installed Code compliant features. Builder Signature: Date: a Address of New Home: City/FL Zip: scop W16 *NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating If your score is 80 or greater(or 86 for a US EPAIDOE EnergyStdP designation), your home may qualms for energy efficiency mortgage(EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 4071638-1492 or see the Energy Gauge web site at www.fsec.ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 850/487-1824. EnergyGauge®(Version:FLRCNA-200) FORM`600A-97 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: MAIN ST,ATLANTIC BCH, FL, PERMIT#: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE _ CHECK Exterior Windows&Doors 606.1.ABC.1.1 Maximum.3 dnVsq.ft.window area;.5 cWsgft.door_area. Exterior&Adjacent Walls 606.1.ABC.1.2.1 Caulk,gasket,weatherstrip or seal between:windows/doors&frarnes,surrounding wall; foundation&wall sole or sill plate;joints between exterior wall panels at corners;utility penetrations;between wall panels&top/bottom plates;between walls and floor. EXCEPTION:Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to theme plate. Floors — 606.1.ABC.1.2.2 Penetrations/openings>1/8"sealed unless backed by truss or joint members. EXCEPTION:Frame floors where a continuous infiltration barrier is installed that is sealed _ to the ep^rirneter�penetrations and seams. --- -- — _ ---- -_ Ceilings 606.1.ABC.1.2.3 Between walls&ceilings;penetrations of ceiling plane of top floor;around shafts,chases, soffits,chimneys,cabinets sealed to continuous air bamer,gaps in gyp board&top plate', attic access.EXCEPTION:Frame ceilings where a continuous infiltration barrier is installed that is sealed at thee meter,at penetrations and seams. Recessed Lighting Fodures 606.1.ABC.1.2.4 Type IC rated with no penetrations,sealed;or Type IC or non-IC rated,installed inside a sealed box with 1/2"clearance&3"from insulation;or Type IC rated with<2.0 cfm from conditioned space,tested. -- --- Mufti-stn Houses 606.1.ABC.1.2.5 Air barrier on perimexer of floor cavity_between floors• --- Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors,dampers;combustion space heaters comply with NFPA, have combustion air. -- 6A-22 OTHER PRESCRIPTIVE MEASURES must be met or exceeded by all residences. COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12.Switch or clearly marked circuit breaker electric or cutoff(gas)must be provided.External or built=m heat trap required. Swimming Pools&Spas 612.1 Spas&heated pods must have covers(except solar gated).Non-orxmercial pools must have a pump timer.Gas spa&pool heaters must have a minimum thermal efficiency Of 78o/a._ _ --- Shower heads 612.1 Water flow must be restricted to no more than 2.5 allons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts,fittings,mechanical equipment and plenum chambers shalt be mechanically attached,sealed,insulated,and installed in accordance with the criteria of Section 610. _ Ducts in unconditioned attics:-R-6 min.insulation. _— HVAC Controls 607.1 __tS crate readily accessible manual or automatic thermostat for each system. Insulation 604.1,602.1 Ceilings-Min.R-19.Common walls-Frannie R-11 or CBS R-3 both sides. Common ceiling&floors R-11. EnergyGauge"I DCA Form 60OA-97 EnergyGauge®/FlaRES'97 FLRCNA-200 FORM 600A-97 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: MAIN ST,ATLANTIC BCH, FL, PERMIT#: BASE AS-BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 3 2370.00 7110.0 50.0 0.86 3 1.00 2424.09 1.00 7272.3 As-Built Total: 7272.3 CODE COMPLIANCE STATUS BASE AS-BUILT Cooling + Heating + Hot Water = Total Cooling + Heating + Hot Water = Total Points Points Points Points Points Points Points Points 15075.1 1144.8 7110.0 23329.9 11121.6 338.8 7272.3 18732.7 PASS E r 0 .inn :zs=- 0 c� a + r. con wg.�•� EnergyGaugeTM DCA Form 60OA-97 FORM 60OA-97 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: MAIN ST,ATLANTIC BCH, FL, PERMIT#: BASE AS-BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Omt Len Hgt Area X WPM X WOF = Points 18 1448.0 2.02 527.7 Double,Clear E 1.4 6.0 20.0 1.64 1.02 33.4 Double,Clear E 1.5 6.0 60.0 1.64 1.02 100.4 Double,Clear E 1.5 6.0 6.0 1.64 1.02 10.0 As-Built Total: 86.0 143.9 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adaicent 0.0 0.0 0.0 Frame,Wood,Exterior 11.0 1230.0 0.60 738.0 Exterior 1230.0 0.60 738.0 Base Total: 1230.0 738.0 As-Built Total: 1230.0 738.0 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 40.0 1.30 51.9 Exterior Insulated 20.0 1.80 36.0 Exterior 20.0 1.80 36.0 Adjacent Insulated 40.0 1.30 51.9 Base Total: 59.9 87.9 As-Built Total: 59.9 87.9 CEILING TYPESArea X BWPM = Points Type R-Value Area X WPM = Points Under Attic 1448.0 0.10 144.8 Under Attic 30.0 1448.0 0.10 144.8 Base Total: 1448.0 144.8 As-Built Total: 1448.0 144.8 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 172.0(p) -2.1 -361.2 Slab-On-Grade Edge Insulation 0.0 172.0(p) -2.10 -361.2 Raised 0.0 0.00 0.0 Base Total: -361.2 As-Built Total: -361.2 INFILTRATION Area X BWPM = Points Area X WPM = Points 1448.0 -0.06 -86.9 1448.0 -0.06 -86.9 Winter Base Points: 1050.3 Winter As-Built Points: 666.5 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points 666.5 1.000 1.014 0.501 1.000 338.8 1050.3 1.0900 1144.8 666.5 1.00 1.014 0.501 1.000 338.8 EnergyGaugeTm DCA Form 60OA-97 , FORM4 600A-97 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: MAIN ST,ATLANTIC BCH, FL, PERMIT#: BASE AS-BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Omt Len Hgt Area X SPM X SOF = Points .18 1448.0 53.20 13866.7 Double,Clear E 1.4 6.0 20.0 65.05 0.93 1205.6 Double,Clear E 1.5 6.0 60.0 65.05 0.92 3580.8 Double,Clear E 1.5 6.0 6.0 65.05 0.92 358.1 As-Built Total: 86.0 5144.5 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adajcent 0.0 0.0 0.0 Frame,Wood,Exterior 11.0 1230.0 2.70 3321.0 Exterior 1230.0 2.70 3321.0 Base Total: 1230.0 3321.0 As-Built Total: 1230.0 3321.0 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 40.0 2.60 103.9 Exterior Insulated 20.0 6.40 127.9 Exterior 20.0 6.40 127.9 Adjacent Insulated 40.0 2.60 103.9 Base Total: 59.9 231.8 As-Built Total: 59.9 231.8 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Under Attic 1448.0 0.80 1158.4 Under Attic 30.0 1448.0 0.80 1158.4 Base Total: 1448.0 1158.4 As-Built Total: 1448.0 1158.4 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 172.0(p) -20.0 -3440.0 Slab-0n-Grade Edge Insulation 0.0 172.0(p) -20.00 -3440.0 Raised 0.0 0.00 0.0 Base Total: -3440.0 As-Built Total: -3440.0 INFILTRATION Area X BSPM = Points Area X SPM = Points 1448.0 18.79 27207.9 1448.0 18.79 27207.9 Summer Base Points: 42345.8 Summer As-Built Points: 33623.6 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points 33623.6 1.000 0.970 0.341 1.000 11121.6 42345.8 0.3560 15075.1 33623.6 1.00 0.970 0.341 1.000 11121.6 EnergyGaugeTm DCA Form 60OA-97