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Permit 1217 Lily St (vault folder) �S ;r 1Ja CITY OF ATLANTIC BEACH i 800 SEMINOLE ROAD J ATLANTIC BEACH,FL 32233 INSPECTION PHONE LINE 247-5826 INSPECTION EMAIL REQUEST: Building=dept(&coab.us Application Number . . . . . 07-00001423 Date 10/11/07 Property Address . . . . . . 1217 LILY ST Application type description TREE PERMIT Property Zoning . . . . . . . TO BE UPDATED Application valuation . . . . 0 ------ ------------ ------------------- -------- ----- ---- --------- - - -- - -- --- --- Application desc TREE PERMIT ----- ------------ ------------------------------------- - --- ----- ------- -- ---- Owner Contractor ------------------------ --- ------------- --- - ---- NAAMAN HARRELL OWNER ATLANTIC BEACH FL 32233 -------- --- - ----- --- ------ ---- --- -------- ----- --------- - --- ---- - ------------ Permit . . . . . . TREE PERMIT Additional desc . . Permit Fee . . . . . 00 Plan Check Fee . 00 Issue Date . . . . 10/11/07 Valuation . . . . 0 Expiration Date . . 4/09/08 ---- ------ -------- -------------------- ---------------- - --------------------- Special Notes and Comments VOID PREVIOUS PERMIT 07-00000572 , 4/27/2007, AS THIS IS A REVISION TO THAT APPLICATION. APPROVED FOR THE REMOVAL OF NINE (9) 6" OAKS, FIVE (5) 7" OAKS, TWO (2) 8 " OAKS, AND ONE (1) 10" OAK FOR A TOTAL OF 115" IN THE INTERIOR ZONE; APPROVED FOR THE REMOVAL OF ONE (1) 611 OAK, SEVEN (7) 7" OAKS AND TWO (2) 8" OAKS, FOR A TOTAL OF 71 " IN THE EXTERIOR ZONE, AS SHOWN ON THE TREE SURVEY SUBMITTED WITH THE APPLICATION. NO INTERIOR TREES LISTED ABOVE ARE PROTECTED AND THEREFORE DO NOT REQUIRE MITIGATION. ALL EXTERIOR TREES LISTED ABOVE ARE PROTECTED AND REQUIRE MITIGATION WITH 35 . 5" OF HARDWOODS . PRIOR TO ISSUANCE OF CERTIFICATE OF OCCUPANCY, THE APPLICANT WILL BE REQUIRED TO SUBMIT A SITE PLAN DEMONSTRATING EXISTING ONSITE HARDWOODS TO BE DESIGNATED AS PROTECTED TREES IN LIEU OF MITIGATION. ------------------------------------------------------ ---- ------- ----------- PERMIT §90PR BI�b&yY IN ACCORDgpv WflOALL CITY OF lifIiITIC BEACITX)RjAjkeGjS AND THE EWRIDA BUILDING CODES. CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD J =� ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5826 INSPECTION EMAIL REQUEST: Building-dept(&coab.us Page 2 Application Number . . . . . 07-00001423 Date 10/11/07 ----------- ------ ---------- ---------- -------- - - ---------- Permit Fee Total . 00 . 00 . 00 . 00 Plan Check Total . 00 . 00 . 00 . 00 Grand Total . 00 . 00 . 00 . 00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. Graham Shirley From: Jones, Mike Sent: Monday, July 14, 2008 11:51 AM To: Graham Shirley; Brugman Kerri Cc: Griffin, Michael Subject: Final Building Inspection 1217 Lily St. has passed all trades and final building inspection, pending Rick Carper inspection,the building is ready for CO. Thanks, Mike Jones. 1 Brugman Kerri From: Clemons, Malcolm Sent: Tuesday, July 15, 2008 3:16 PM To: --"-f am Shirley Cc: Brug Kerri; Kaluzniak, Donna Sub' t: RE: CO i pection 1217 Lily st Permit#07 827 o utilities at this location. OK. Malcol rom: Graham Shirley nt: Monday,July 14,2008 10:22 T : Jones,Mike;Carper,Rick; Kaluzniak,Donna; Deming,James; Nodine,Phil;Walker,Chris;Clemons,Malcolm Su ect: CO inspection 1217 Uly st Permit#07 827 Ed w/E and R Inc. Has requested a final co inspection for 1217 Lily St Permit#07 827. Ed can be reached at 626 5656. Shirley L. Graham Building Permits Clerk Atlantic Beach, FL s raham coab.us building-dept(D_coab.us i .: PERMIT #: 16-SJ-189284 STATE OF FLORIDA APPLICATION #: AP183165 DEPARTMENT OF HEALTH DATE PAID: 05/07/2007 ONSITE SEWAGE TREATMENT AND DISPOSAL FEE PAID: $325.00 SYSTEM RECEIPT #: 16-PID-131907 " ry DOCUMENT #- P R 152264 CONSTRUCTION PERMIT FOR: OSTDS New APPLICANT: naaman harrell PROPERTY ADDRESS: 1217 Lilly St ATLANTIC BEACH, FL 32233 LOT: 4-6 BLOCK: 213 SUBDIVISION: PROPERTY ID #: [SECTION, TOWNSHIP, RANGE, PARCEL NUMBER] [OR TAX ID NUMBER] SYSTEM MUST BE CONSTRUCTED IN ACCORDANCE WITH SPECIFICATIONS AND STANDARDS OF SECTION 381.0065, F.S. , AND CHAPTER 64E-6, F.A.C. DEPARTMENT APPROVAL OF SYSTEM DOES NOT GUARANTEE SATISFACTORY PERFORMANCE FOR ANY SPECIFIC PERIOD OF TIME. ANY CHANGE IN MATERIAL FACTS, WHICH SERVED AS A BASIS FOR ISSUANCE OF THIS PERMIT, REQUIRE THE APPLICANT TO MODIFY THE PERMIT APPLICATION. SUCH MODIFICATIONS MAY RESULT IN THIS PERMIT BEING MADE NULL AND VOID. ISSUANCE OF THIS PERMIT DOES NOT EXEMPT THE APPLICANT FROM COMPLIANCE WITH OTHER FEDERAL, STATE, OR LOCAL PERMITTING REQUIRED FOR DEVELOPMENT OF THIS PROPERTY. SYSTEM DESIGN AND SPECIFICATIONS T [ 1,050 ] GALLONS / GPD SeDtiC CAPACITY A [ ] GALLONS / GPD N/A CAPACITY N [ ] GALLONS GREASE INTERCEPTOR CAPACITY [MAXIMUM CAPACITY SINGLE TANK:1250 GALLONS] K j 300 ] GALLONS DOSING TANK CAPACITY [ 67 ]GALLONS @[ 6 ]DOSES PER 24 HRS #Pumps [ 1 ) D [ 500 ] SQUARE FEET SeDtiC SYSTEM R [ ] SQUARE FEET N/A SYSTEM A TYPE SYSTEM: [ ] STANDARD [ ] FILLED [X) MOUND [ ) I CONFIGURATION: [x] TRENCH [ } BED [ ] N F LOCATION OF BENCHMARK: Orange dot 47°high on tree I ELEVATION OF PROPOSED SYSTEM SITE [ 43.00 ] [ INCHES FT ] [ ABOVE BELOW BENCHMARK/REFERENCE POINT E BOTTOM OF DRAINFIELD TO BE [ 27.00 ] [ INCHES FT ] [ ABOVE BELOW BENCHMARK/REFERENCE POINT L D FILL REQUIRED: [ 34.00] INCHES EXCAVATION REQUIRED: [ 38.00 ] INCHES O Maintain all required setback per CH64E-6 T H E R SPECIFICATIONS BY: TITLE: Environmental Specialist I APPROVED BY: � %;. TITLE: Environmental Specialist I Duval CHD Zhan J Bennett* TATE !SSIMD: �i;ii� 0-010 2 - liii 7 EXPIRATION DATE: 12/04/2008 DH 4016, 10/97 (Previous Editions May Be Used) Page 1 of 3 V 1.1.4 APIB3165 SE161497 MIAMI DROE NIIAMI-DADS COUNFY,FLORIDA METRO-DME FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE(BCCO) 140 WEST FLAGLER STREET,SUITE 1603 PRODUCT CONTROL DIVISION MIAN1I,FLORIDA 33130-1563 (305)375-2901 FAX(305)375-2909 NOTICE OF ACCEPTANCE (NOA) Jeld-Wen, Inc. 31725 Highway 97 North Chiloquin, OR 97624 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami-Dade County Product Control Division and accepted by the Board of Rules and Appeals(BORA)to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami-Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami-Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Jeld-Wen Series "Door Craft"Single Outswing Insulated Steel Door(Steel edge) APPROVAL DOCUMENT: Drawing No. S-2075,titled "3-0 x 7-0 Outswing. ", sheets 1 through 5 of 5, prepared by R.W. Building Consultants, Inc,dated 01-15-01 and last revised on 12-03-01, bearing the Miami- Dade County Product Control Approval stamp with the Notice of Acceptance number and approval date by the Miami-Dade County Product Control Division. MISSILE IMPACT RATING: Large Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami-Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami-Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official This NOA 01-0122.09 and consists of this page I as well as approval document mentioned above. The submitted documentation was reviewed by Ishaq I. Chanda, P. E. kii NOA No 01-0122.09 Expiration Date:April 25,2007 Approval Date: April 25,2002 Page 1 DoorCraft°Steel Door JELD-WEN OUT-SWING OPAQUE STEEL EDGE DOOR O 7 IN AN ADJUSTABLE SPLIT STEEL JAMB c Z N 39.89" OVERALL FRAME W. 39,375" OVERALL FRAME W. 36" MAX. PANEL WIDTH I 36" MAX. PANEL WIDTH Q Cr LA*) z3 °N GENERAL NOTES 1. THIS PRODUCT IS DESIGNED TO COMPLY WITH THE FLOR'CA ® ® � � �° BUILDING CODE. CD CV 2. WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY W ~ 2 2 TO TRANSFER LOADS TO THE STRUCTURE. LU M U tl 3. PRODUCT ANCHORS SHALL BE AS LISTED AND SPACED AS SHOWN ON DETAILS. ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. I = o Q 4. DESIGNED PRESSURE RATING SHALL BE AS FOLLOWS: �– = F U a� —SEE DESIGN PRESSURE RATING TABLE SHEET ONE. 5. TO IDENTIFY WHICH SYSTEM MEETS THE REQUIREMENTS FOR WATER IN MIAMI—DARE COUNTY, SEE THRESHOLD DETAILS. 4 w ` w o o moo~r 2� z z g u m SOD< W¢ RESIDENTIAL IN STEEL DOOR W/ TEEL EDGE > ¢ Q o ¢ o Jti a wd (Common to all frame conditons M o I w'a �� Door Leaf Construction: d N 'v a o al�F-a Face sheets: 24 go, (0,022") minimum thickness, ro m a v'`E a Galvanized steel A-525 commercial quality – AKDQ y per ASTM 620 with min. average yield strength Fy=34,680 psi. to F m Core design, Expanded polystyrene with 1.0 to 1.25 lbs. density, manufactured by Jeld–Wen. o o z Construction: steel face sheets are glued to the expanded polystyrene (EPS). The steel rails (.040" min.) and steel stiles (.040" min.) are rolled Z formed. The face skin at the top and sides c a a are bent over and into the stiles & rails to make a mechanical lock. At the bottom the face skin is e d ' bent 90 over the rod. A wag lock block ck reinforcement is used. 1 1 icag2e_Const tion (Both Frame Tvoes): The head ,I 7ambbs an si a jams are a two piece,formed steel Mo rame. The base frame is 16ga. golvonized steel. The D–an STEEL EDGE DOOR QLD–WEN STEEL EDGE 0008 closure frame is formed from 1890, golvenized steel. IN THE KFNANEE ADJUSTA–FRAME IN THE OUNBARTON REDIFLEX FRAME v� The head jamb extends post the side jambs. The side VIEWED FROM THE EXTERIOR VIEWED FROM THE EXTERIOR �ambs have tabs that are inserted into slots in the OUTSWING UNIT OUTSWING UNIT ^0 eader and are bent over 90' to form o mechanical 2 lock with the header. The units use a bump face threshold. auicoiNc CaNSUITANT$, INC H 1 3.684.3831 TABLE OF CONTENTS DATE: 01/15 01 SHEET DESCRIPTION MY^^°d.._VlYiKrYh"I SCALE: N.T.S. 1 GENE AL NOTEa & TYPICALELEVATIONS DESIGN PRESSURE RATING rrsZ1loo'2-- owc.er: TJH pcuzs 2 R SECTIONS W THE K WAN FRAME *WHERE WATER INFILTRATION NOne �____ . Z 0=� CHK.BY: RW UNIT TYPE REQUIREMENT IS NEEDED BnAvnNc Ko.: 3 RO Tl NSW THE D NBARTON FRAM Mi2*IDw ?.d-C—d 4 ANCHO tNG L ATION5 & DETAIL 907H FRAMES Dht+Iwl [ j� 5 UNIT COMPONENTS & BILL OF MATEPIALS SINGLE 3'0 X 7'0 +70.0 PSF –70.0 PS By {g F7 I S-2075 • SEE THRESHOLD DETAILS St EE 1 of 5 A SEE NOTE 13 25" MAX 2.25" MIN. EMB. SHT. J4 FOR SPACING SHIM SILICONEi 9 14 OPTIONAL CAULK, TYi'. q 37 ITEM i p° , SEE NOTE JJ21 21 Z N 14 SHT. N4 FOR SPACING 19 ` 37 ° 4 INT RI R ami 25 ; OPTIONAL i Z Qin N ITEM SEE NOTE 24 17 =Z NOTE.' X SNAP—ON TRIM PACKAGES ARE AN OPTION ° 2 = __^ Q AND CAN BE ORDERED FOR ONE SIDE, BOTH Z S 20 = SIDES OR NOT ORDERED AT ALL. ci N —� 2 nv f LJ 2S 1 1 24 35 w .p ch U 0., N - 1 w Y z 25 7 20 13 15 z= 2 a J 7.33" MIN. EMB. EXTERIOR n a o� o� 0o Y z� uj = 2 HORIZONTAL CR 71 N I ww w v Lu E 2 LATCH JAMB TO BUCK OPTIONAL x0m NA �3 37 fTEM SEE NOTE 1.3 e w .25" MAX. 14 SHT. N4 FOR 17 SHIM nF SPACING a� I w-, a ".. 20 LQ n o w z Y 3 ° oo oo ~ 24 t9 n EXTERIOR INT RI R z t 7 6 N a tNT RI R •° Z i 1.75" MIN. E{, RI N7 R1 R PANEL 7HK. Lz 9 / • °< N Mo 0 N t2 10 8 TO 30 29 O z z_ IQ 16 z cm z 13 7 25 D7 � 5 23 �BUIIDINC W vl W N N CONSULTANTS, INC 3 HORIZONTAL CR '" Tf N 813.68a.383t ° 2 HINGE JAMB TO BUCK d ° WE:01/15/01 °, • �� • A.yynry<Du.vaylylnK.w°lb, SCu£' N.T.S. ° F1ur1Js euidu*C.,m DWC.8r: TJH ()air AP2(G if�IX77-- VERTICAL CROSS SECTION W/ NOAr cNe,ey: RW v/-o��+ •�4 SECTION 2 HIGH WATER DAM THRESHOLD ITEM 9 RsdstC°sx�l DaAvsNc NC.: i VERTICAL CROSS ECTION W1 N S-2075 2 ENDURA BUMPFACE THRESHOLD ITEM ,#29 NOTE: THIS THRESHOLD HAS NOT BEEN TESTED FOR WATER INFILTRATION snEe 2 OF 5 SEE NOTE P .25" MAX OPTIONAL 2.25 MIN. EMB. SHT. #4 FOR SPACING SHIM 38 ITEM 19 14 ° 33 34 21 cc 14 SEE NOTE J/3 19 Z N 25 SHT. #4 FOR SPACING 0 28 INT RIQR rnrmmrrw�r u rrimrrrr 38 OPTIONAL 1 17 U ¢ a p ITEM SEE NOTE 10 Z 3 a R - �' T! To• Z�Z� SNAP-ON TRIM PACKAGES ARE AN OPTQ LU _ AND CAN BE ORDERED FOR ONE SIDE, BOTH 3 = r 20 z SIDES OR NOT ORDERED AT ALL. m p N N t0 26 ti N •e c� U a 1f 1 } • w uj 25 7 20 13 15 1.33" MIN. EMB.-_T �2rx� �T RIOR a oOw; z� 2Rf N7 T N o�cn m o0 z 3 LATCH JAMB TO BUCK w w VF- SEE NOTE #3 BOJ N �Q _ .25" MAX. 34 14 SHT. #4 FOR F xw¢a Nz SHIM SPACING j a W j o o Q 2 17 OPTIONAL w� w ITEM 38 °17 . 0 - 17 1 19 Go n z 6 10 (/ Z d e O INTERtNTERIO N TERIOR IN7 RI R g m 'r 1.75' MIN. _ °. N w o PANEL THK. FX7 RI R INT RI oQ g No 12 10 8 29 10 30 XT RI R i6 o 7 25 Z z z 13 �� m 5 31 Ed N N HORIZONTAL�OSS SF�71QN3 HINGE JAMB TO BUCK ' a a ° a.Tt:01/15/01 IIr Appeo.r 1 —PlYi-I-0 the sv�.E N.T.S. ° f a • ' ibAes B.16"Cdr o*G.ev: TJH APA4t-2 1_7a13� NOAM or-ore - CHK EM RW 1 V RTI A R TIQAI1 Miud Dtlr hoCW COwnel OMwING NO.: VERTICAL CROSS SECTION WI 3 HIGH WATER DAM THRESHOLD ITEM 19 S-2075 3 ENDURA BUMPFACE THRESHOLD ITEM #29 NOTE: THIS THRESHOLD HAS NOT BEEN By I_"Al:— TESTED FOR WATER INFILTRATION ISHEU 3 Gr 5 f! ` — a: 25 Z N TYP. n n I uxj N op x z 3 I N IN a W 3 �0 ? TYR, v uj n S S � MUa �n � SEE NOTE ,#I BELOW FOR HEADER & SIDE zw 4j JAMB ANCHORING _Z¢< �� zz SEE DETAIL 25 04^m 010 I 7 "D" SEE DETAIL �P wwm w w m xN 2~ �low�o xoe 7 F F �No e ZQ DETAIL "D" I , SEE T I N z TYP. BOTH FRAMES tn 6" 6" NOTES: - 1. ANCHORING SCREWS IN THE HEADER AND SIDE cn z EXTERIORytEW JAMBS ARE IN THE FACE NAILING FLANGE OF THE ANCHORING LOCATION FOR FRAME, IF THE ANCHORING SPACING DOES N07 THE DUNBARTON FRAME FALL ON ONE OF THE PRE-PUNCHED HOLES, DRILL Z 6 & KAWNEE FRAME A HOLE IN THE FACE NAILING FLANGE AT THE 7 8 ^ CORRECT DIMENSION. o ow ^(0 2. WHEN USING THRESHOLD ITEM J29 OR #30 USE p w --� ---� ITEM #8 TO ANCHOR THEM DOWN. WHEN USING N o 0 IN. ?J ( THRESHOLD ITEM #9 USE ITEM J30 TO ANCHOR IT 4.5 DETAIL "C' 3. THE CLOSURE FRAME FOR BOTH UNITS ARE rYP. BOTH FRAMES FRAME HINGE REINFORCEMENT ANCHORED WITH THE SAME SPACING AS THE BASEno KEWANEE FRAME 7GA. H.R.S. HEADER do JAMB FRAME OF THE SAME UNIT.ANCHOR THE CLOSURE FRAMES WITH ITEM I14. w SEE SHEETS 2 AND 3. 0 are:01115101 ,lpprvv+ai•..+romplrigy wwC:M sGtE: N.T.S. 3 i Fl—i eelam`c�d< owc.By: TJH 8.0 HOu o/_a/z2 09 CHK.ev: RW Miaaol Dade PradsutCMl'/W Es�uT c No.: FRAME HINGE REINFORCEMENT DUNBARTON FRAME 7GA. C.R.S. Br t s,w�I LZ`-- -2075 4 of S i t P LTEµ 4E E H£ 1 PptUSTP`PF�Rp,ME Nt AI TCN, :N 2 UTP'FRAR'E GE 1.558" 4 Ppdu4" pFH WOpO t --� 10 � TPP DN x . 1 WFA x 1 1.454" 9 CAMP i.131 3" 3.t 3" i , .. FRAM 10 0p Rp14R�U A Ft 11 TTOM 173 0 K NAP, N TRS EE4 �, 13 50a XT2 cPC 8��K2t o VAR'ES�tZ tBGA' l'J �4 ,Nk-D I- 18_ A TAPR Ft F 17 pT�US p"r-Y, cS KcWA UR FRAM £EL g5 36 18 2x W TE �' 00 ST .� 1.2" tBGA• 1.73 1 SHtM MP TITAN �p0 1 g75 FR µ 1 268 ,� 21 K KS T��E R6tN µ A PRF 3 4 � �, 2 FRPM tON PH11. K wA FR STEEL_ 2 a 2 4 C MPREX' 1 FgN1E� n, 25„ pp TIG Kp RR µ SH X 2 NINgTEE>• tN�E REIN 140" T P 40T RpU- FORMED t t t FRA H �pSUP£ 4 E i y� RIP SI 52 W iN R v 33 4F p5t � U w �U�P,.FRPu` �tti �• 580„� F 38 PC156"NN y N 24 1 875 M 1.44 P Z N ARTGA�t6 P STE£� 2627 8 R tl N PC: tF pa 51 2 ZGA. H pT0 µ �,^tit UN A R�GA�ST�Fi 3 34 t,49" �� S,t°� L .0�„ ROTI F0 12 r 's `�� MiN MFI P tN A PR SAIL TNK 4.D63, �; 5 25,. THRG N FA 5 Aµ M 2.t2 MP i N ye ,NAT R uNiNUbi N GU Hi H UOEO At N URA �� GSL.• EXTR ` P TNR 05G,. vNAtL �P. `2) T yvtN EO tA�OMtNUM EXiRU[) CITY OF ATLANTIC BEACH s' BUILDING /ZONING DEPARTMENT APCPERMIT PAION # ' 800 Seminole Road Atlantic Beach,Florida 32233 (904)247-5800 (904)247-5845 Fax www.coab.us APPLICATION TRACKING FORM '� W R5CnRED DEPT: / / N NNIN Property Address: / .L/`�,/ Z N BUILDIN 2Applicant: t�rLs Y N BLIC TILITIES G Y N FIRE DEPT. Project: AM 6 Y N PUBLIC SAFETY w APPROVAL Z p R Q ED AGENCY: RECEIVED BY: INITIAL: DATE: LU W N D.E.P HUFSTETLER Q aY N S.J.R.W.M. w CARPER w Y N ARMY CORPS of ENG CARPER Y HOTELS&RESAURANTS HUFSTETLER APPLICATION STATUS CIRCLE ONE: SITE BUILDINO DA AP REVIEWED BY: INITI L: DATE: ❑ IST REV ❑ I ,J�-"` �i6, A , PLANNING ❑ ❑ BUILDING 2ND REV ❑ ❑ PUBLIC WORKS PUBLIC UTILITIES FIRE DEPT. PUBLIC SAFETY ❑ ❑ 3RD REV ® ❑ Return this form to the Building Department once you have entered your comments into the AS400. t "o_ w I AP SHV WING BOUNDARY NAAMAN R. HARRELL (Ci0 QO � I i SURVEY OF: z _ Ll LYSTREET LOTS 4, 5 AND 6, .""LOCK —� 50' RICHT—OF-W. Q ; 213, SECTION "H" ATLANTIC F �"� . o O N 0 1 ° 16'00" w 170.00" SET 70. � J� { 50.00 I 50.00 J` cc �` o �--• { � -I � j a'' cin { } ( Do ,_7 rn ( N m Cn X 01 DFn v iY , -----._ 70.00' I 50.00' 50.00' . q N 0 0 0 0 c J 01 16'06 L 170.00'00' C � z r NOTICE OF COMMENCEMENT State of Tax Folio No. County of To Whom It May Concern: The undersigned hereby informs you that improvements will be made to certain real property, and in accordance with Section 713 of the Florida Statutes,the following information is stated in this NOTICE OF COMMENCEMENT. Legal description of property being improved: L.O 7 '4 5 f SL*c W_ 2.13 Se�'ttior� 14 e F ATU4 04 ' K L Address of pro erty being improved: Z.1-1 L.l Ly 3 T. O /M1L A �Gkt �— 3 0.23 General description of improvements: Raw 000 S F. Owner: !� Address: 10JLQ L. Owner's interest in site of the improvement: 1�IA Fee Simple Titleholder(if other than owner): Name: Address: Contractor: �� OF Ap&na FLOAADA Lt—C' Address: WIaS "r'• 'TL IML-- Phone No: Fax No: Surety(if any): Address: Amount of Bond$ Phone No: Fax No: Name and address of any person making a loan for the construction of the improvements. Name: Address: Phone No: Fax No: Name of person within the State of Florida,other than himself,designated by owner upon whom notices or other documents maybe served: Name: Address: Phone No: Fax No: In addition to himself,owner designates the following person to receive a copy of the Lienor's Notice as provided in Section 713.06(2)(b),Florida Statues. (Fill in at Owner's option). Name: Address: Phone No: Fax No: Expiration date of Notice of Commencement(the expiration date is one(1)year from the date of recording unless a different date is specified): THIS SPACE FOR RECORDER'S USE ONLY OWNER Signed: _Date: / �� this_ day of in the County Doc#2007161718,OR BK 13982 Page 1658, if D St Florida,has personally ppeared Number Pages.1Filed&Recorded 05/15/2007 at 04:23 PM, tary b cat Large,State of Florida,County of Duval. JIM FULLER CLERK CIRCUIT COURT DUVAL COUNTY My com fission expires: RECORDING$10.00 Personally Known: ."'. ROY=G= or Produced Identification: 's'�,,01ir,�' eaaea>�we_tr�saaoee i CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD =' ATLANTIC BEACH,FL 32233 INSPECTION PHONE LINE 247-5826 INSPECTION EMAIL REQUEST: Building-deptacoab.us Application Number . . . . . 08-00000251 Date 2/28/08 Property Address . . . . . . 1217 LILY ST Application type description WELL PERMIT Property Zoning . . . . . . . TO BE UPDATED Application valuation . . . . 0 ---------------- ----------- -- ---------------- --- ----------- - ---- - - - ----- Application desc new well --------------- -- --- ----- - -- ------ - -- - -- - - - -- - - -- --- - -------- - -------- - ---- Owner Contractor ---- --- ----- ---- --- - - --- --------------- NAAMAN HARRELL WILLIAMS WELL DRILLING INC P. O. BOX 330567 ATLANTIC BEACH FL 32233 ATLANTIC BEACH FL 32233 (904) 241-8489 ------------------------------------------ ------- ----- --- - -------------- Permit . . . . . . WELL PERMIT Additional desc . . Permit Fee . . . . 35 . 00 Plan Check Fee . 00 Issue Date . . . . Valuation . . . . 0 Expiration Date . . 8/26/08 ------------------------------------------------ --- ---- --- - --- - ----- -- Fee summary Charged Paid Credited Due Permit Fee Total 35 . 00 35 . 00 . 00 . 00 Plan Check Total . 00 . 00 . 00 . 00 Grand Total 35 . 00 35 . 00 . 00 . 00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. �] it !n J Q CITY OF ATLANTIC BEACH WELL PERMIT APPLICATION Date Owner's Name:/UQ,ti( DXI Qf�j� -// Address: 1,;7-,l 7_ Well Address(if different than above): Well Location on Property (i.e. northeast corner, etc.)__ Well Installation Contractor:kZ/4 fjl S 41CJ 1�11,otl�;- C®v c Contractor License No.: /Z? l7 Phone: -;f"/�-6WYFAX: Contractor Address: P -3 a J�t/�, -o7 Check Use of Well: Domestic Irrigation Other Estimated-Well Depth Casing Depth: Screen Interval from �r Well Diameter:_ Casing Material G� Is address currently connected to the City water system? � Is address currently connected to the City sewer system? '�/ 0 Has a Well Permit been obtained from the City of Jacksonville?"Permit# Does the well require a permit from the St. Johns River Water Management District? (Not required for wells under 2-inches diameter installed by r sident or wells under 6- inches diameter if installed by licensed well contractor).- If permit is required,note Permit Number and attach a copy. NOTE. WHENA WELL IS INSTALLED ON YOUR PROPERTY, YOUMUST INSTALL A REDUCED PRESSURE ZONE TYPE BACKFLOW PREVENTER ON THE CITY WATER SERVICE. ON THE CUSTOMER'S SIDE OF THE METER. THE BAC%FLOW PREVENTER MUST BE TESTED BYA CERTIFIED TESTER AND A COPY OF THE RESULTS SENT TO THE PUBLIC UTILITIES DEPARTMENT: y 4 J CITY OF ATLANTIC BEACH WELL PERMIT APPLICATION Date_ Z 0� �yOwner's Name:U-0� �U�"�l�'�� Address: Well Address (if different than above): Well Location on Property (i.e. northeast corner, etc.) N� �cgG stJ��i Well Installation Contractor: c- Contractor License No.:or7--Phone: �/l' k!' 0 FAX: Contractor Address: !"f �� tf,`� �3at7� ��l �� ✓� .�� Check Use of Well: Domestic -A� Irrigation Other Estimated-Well Depth- G'/ Casing Depth/'Je!2 Screen Interval frorw/f°tole Well Diameter: f— Casing Material � - Is address currently connected to the City water system? gi v Is address currently connected to the City sewer system? Has a Well Permit been obtained from the City of Jacksonville?Permit# Does the well require a permit from the St. Johns River Water Management District? (Not required for wells under 2-inches diameter installed by resident or wells under 6- inches diameter if installed by licensed well contractor). Al` G If permit is required,note Permit Number and attach a copy. NOTE. WHENA WELL IS INSTALLED ON YOUR PROPERTY, YOUMUST INSTALL A REDUCED PRESSURE ZONE TYPE BAC%FLOW PREVENTER ON THE CITY WATER SERVICE. ON THE CUSTOMER'S SIDE OF THE METER. THE BAC%FLOW PREVENTER MUST BE TESTED BYA CERTIFIED TESTER AND A COPY OF THE RESULTS SEJ�T TO THE PUBLIC UTILITIES DEPARTMENT. ': CITY OF ATLANTIC BEACH j 800 SEMINOLE ROAD ATLANTIC BEACH,FL 32233 INSPECTION PHONE LINE 247-5826 INSPECTION EMAIL REQUEST: Building-dept(a-koaKus Application Number . . . . . 08-00000246 Date 2/21/08 Property Address . . . . . . 1217 LILY ST Application type description ELECTRIC ONLY Property Zoning . . . . . . . TO BE UPDATED Application valuation . . . . 0 ------- -- ----------- -- --- - -- --- - ---- - --------- - - -- - - - -------- - - - - ---- ------ - Application desc temp pole TP01 --- --- ------- - -- ---- -- --- - --------- - - -- -------- - -- -- --- - - - -- ------- - -------- Owner Contractor NAAMAN HARRELL BROOKS & LIMBAUGH ELECTRIC CO Q/A BROOKS, CHRISTY ATLANTIC BEACH FL 32233 42 WEST 8TH ST. ATLANTIC BEACH FL 32233 (904) 241-9051 ----- -------- -------------------------------- ---- --------- - - -- - - -- -- -- ------ Permit . . . . . . ELECTRICAL PERMIT Additional desc . . Permit Fee . . . . 70 . 00 Plan Check Fee . 00 Issue Date . . . . Valuation . . . . 0 Expiration Date . . 8/19/08 ---------- ---- ------ -------- -------------------- --- - - ---- ----- --- --- ------ -- Fee summary Charged Paid Credited Due ----- ---------- -- ---- -- - - -- ---------- - -- ----- - - ---- ------ Permit Fee Total 70 . 00 70 . 00 . 00 . 00 Plan Check Total . 00 . 00 . 00 . 00 Grand Total 70 . 00 70 . 00 . 00 . 00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. CITY OF ATLANTIC BEACH 07- ya' 800 SEMINOLE ROAD,ATLANTIC BEACH,FL 32233 n OFFICE:(904)247-5826•FAX NO.:(904)247-5845' BUILDING-DEPT@COAB.US 3z1 ELECTRICAL PERMIT APPLICATION DUVAL COUNTY t _ 7II1i i iN��i�E, 5 ys'II'n61 1'�nar< `, � ; HCl Y ';�3DAT� 7 I ( (� NO I,9, 1 1 EKES PERMIT At antic Beach FL 32233 :OWNS '. F+�:Ih1!'II;II'&a r:" '4 i1 I,i i�x''`wr.�x�i:. a '�r;✓`s,' ?.'`':. 4.N E: 5.ADDRESS IF DIFFERENT FROM JOB ADDRESS: 6.PHONE: C 6ry� �„��iy� 9TRAGT ' .i,isa51 ,.,:. Ii n""t��"5"«.. i�"& 9,'.. N�1 191;A€,,, .�i'u`i#' '�,xa plN pi;aa;,5 AME OF MPANY: 8.ADDRESS.: �, l.( 14 9.STATE OF FLORI� EyS NQ 10.BELL PH NE: q PFN / �C�12.EMAIL ADDRESS: 11UU 1 lOFFICE P ONE: �( 4 15.Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. This permit becomes null and void if work is not commenced within six(6) months,or if construction or work is suspended or abandoned for a period of six(6)months at any time after work is commenced. CONTRACTORS SIGNATUREJz''G�! � ❑MULTI FAMILY-#OF UNITS: ESIDENTIAL ❑SINGLE FAMILY [a-TtMP SERVICE ❑COMMERCIAL ❑ADDITION ❑TRAILOR A"41006 ❑ALTERATION ❑SIGN ❑OLD M1qEW ❑'05 NATIONAL ELECTRICAL CODE ❑REPAIR ❑POOL/SPA ❑REWIRE ❑OTHER: rwgx WERHEAD 20.TYPE OF SERVICE: ❑ UNDERGROUND ❑ UNDERGROUND UP POLE 21. NEW SERVICE: CONDUCTORS PER PHASE: _ ❑ POWER IS ON ❑ POWER IS OFF 22.SIZE OF CONDUCTOR: D�; a✓ AMPACITY: KCOPPER ❑ALUMINUM 23.SWITCH OR BREAKER SIZE: AMPS: PH: W: VOLT: RACEWAY SIZE: 24.EXISTING SERVICE SIZE: AMPS: PH: W: VOLT: RACEWAY SIZE: 25. FEEDERS: #OF AMPS: #OF AMPS: #OF AMPS: 26.LIGHTING FIXTURES: INCANDESCENT: FLUORESCENT&M.V.: 27. FIXED APPLIANCES: 0-30 AMPS: 31-100 AMPS: OVER 100 AMPS: 28. FIRE ALARM: ❑YES ❑ NO 2931 DO NOT APPLY TO NEW SINGLE FAMILY,MULTI-FAMILY AND ROOM ADDITIONS 29.SMOKE DETECTORS: NUMBER: 30. RECEPTACLES: 0-30 AMPS: 31-100 AMPS: OVER 100 AMPS: 31.SWITCHES: 0-30 AMPS: 31-100 AMPS: OVER 100 AMPS: perJ I �N, 6 ' #OF UNITS: COMP. MOTOR HP RATING: AMPS: HEAT KW: #OF UNITS: COMP. MOTOR HP RATING: AMPS: HEAT KW: S,4t"�'�'fR"u „ "11 rliNfill .,, iarv'�. 'I,": (5� li:'ex, `".'ni.xiI!i," .'111 i .,? `v+ :''TQi4 .' _.'""111 i(II�' di Hoi 11�i�I�4h,;(Ill lya �'(t, lll�i'' �( +' ht7=77,. iw�1w77777 NUMBER: VOLTAGE: HP: KVA: NUMBER: VOLTAGE: HIP: KVA: s*,�+�1 TFQ ER;S UNDER 60OV: NUMBER: KVA: OVER 60OV: NUMBER: KVA: 5. ISrCALA E�QS 9P °x 4"' s.�r �c;il $q " DESCRIBE IN DETAIL-- COAB FORM BLDG02:REVISED:11/6/2007 'HP Officejet 7410 Log for Personal Printer/Fax/Copier/Scanner Information Systems 904-247-5845 Dec 28 2007 10:04AM Lest Transaction Date Time Type Identification Duration Panes Result Dec 28 10:03AM Fax Sent 96657372 1:07 2 OK i ' CITY OF ATLANTIC BEACH CHECK LIST- CERTIFICATE OF OCCUPANCY (CO) " RESIDENTIAL/ COMMERCIAL Public Utilities Public Works ❑ All Meter Boxes&Cleanouts Set to Grade ❑ Post Construction Topographical Survey Provided (As Required by Public Works Director ❑ Cleanout(s)Installed Near House&At R-O-W Line ❑ Retention Swales (As Required by Public Works Director ❑ Cleanout at R-O-W Line Covered With RT-1 ❑ Direction of Drainage(As Required by Public Works Concrete Box& Metal Lid Director) ❑ Inspect Taps as Necessary ❑ Gutter(s)(As Required by Public Works Director ❑ Backflow Preventors Installed Properly If the ❑ Damage to Sidewalk(s) Repaired Following Exist: o Wells(s) o Irrigation System o Fire Sprinkler ❑ Restoration of Construction Damage to R.O.W Area(s) ❑ Stabilization of Soil Surface 800 Seminole Road•Atlantic Beach,FL 32233-5445 Phone: (904)247-5800• Fax:(904)247-5845•www.coab.us PREPARED 5/08/06, 8:55:18 INSPECTION TICKET PAGE 1 CITY OF ATLANTIC BEACH INSPECTOR: MIKE SONES DATE 5/08/06 -- --- ----------------—-------—----- ADDRESS . : 1217 LILY ST SU13DIV: CONTRACTOR E & R ENTERPRISES OF NORTH FL PHONE (904) 270-2185 OWNER NAAMAN HARRELL PHONE PARCEL - - - APPL NUMBER: 07-00000827 SINGLE FAMILY RESIDENCE -- - --- PERMIT: BLDG 00 BUILDING PERMIT REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------- ----- 10 01 3/20/08 WE BD FOOTING TIME: 17:00 3/20/08 AP ed 626 5656 11 01 4/03/08 MJ BD SLAB TIME: 17:00 4/04/08 AP Ed 626 5656 -Needs pm if possible* 17 01 4/22/08 MJ BD ROOF SHEATHING TIME: 17:00 4/22/08 AP ROOF SHEATHING, ED, 626.5656 99 01 4/22/08 MJ BD WALL SHEATHING TIME: 17:00 4/22/08 AP Ed 626 5656 13 01 5/08/08 MJ a P BD FRAMING TIME: 17:00 ed 626 5656 ------------- COMMENTS AND NqTES --- LA doco- & L .hac�w j�Va rvr� Cer - - i CITY OF ATLANTIC BEACH CHECK LIST—CERTIFICATE OF OCCUPANCY (CO) RESIDENTIAL/ COMMERCIAL Building Electrical Plumbing Mechanical/Fuel Gas 6 Usable Bathroom dl Removal of Temporary of Toilets)Working Light Ventilation in Washrooms /Electrical Pole M/ Usable Kitchen11/Spacing of Outlets on Walls o/. Shower(s)Working t/ Tie Down of Compressors Caulk Exterior rd GFI Check a' Drains Not Leaking (Under e5 Protection of Air HandlerfWater PenetrationsSinks) /Heater if in Garage Labels for Garage � Disconnect for Main ll Sink(s)Working 8f Condensate Lines(1)One-Foot Doors) / Off Building S Opening Protection Li Anti-Tip Brackets for Oven Li Freeze Protection Exterior n Return Air in Bedroom(s) / (Plywood/Shutters) Pipes&Attic Pipe / e' Removal of Temporary ❑ Final Termite Sticker on Backflow Preventor(s)on Hose Y( Gas Line Grounded Electric Pole Panel , � Bibs a'Removal of Dumpster ' Light(s), Front& Rear Interior Finishes in Bath(s) / l/ Doors d Removal of Chemical Light/Plug for Attic Spacing Around Water Closets Toilets t?i Certificate of Protective ❑ Whirlpool Pump Ua' Rodent Protection Via Opening Treatment for Prevention 9A Made in Walls, Ceiling or Floors of Termitesfor Passage of Pipes ❑ M Building Plan(s) Onsite "t6utlet(s)for Center Island W/Irrigation Heads (1)One-Foot / /Off Building Side Wall) C Drainage Plan(s)Onsite V/ Disconnect for Air Handler e( Water Heater Pan/Pan Drain &Water Heater / Smoke Detector � �/ Relief Valve Water Heater Location(s) In� P 1" Egress Windows in ❑ Energy Cutoff Device(s) ,,/Bedroom(s) Finish Floor Elevation Clothes Washer Standpipe (1St Floor) / Height ❑ Payment of All Reinspect r3' Shower Compartment Size Fees e� Passage Way to Attic La/ Hazard Glass Bath/Shower Address Numbers on Pump for Whirlpool Bathtub House irk Above Weir of Trap url Final Survey with FFE ❑ Backflow Preventor(s)for Clothes Washer / Insure i inAtticrrl � PC f 1r&V.'p� � 800 Seminole Road•Atlantic Beach,FL 32233-5445 Phone: (904)247-5800-Fax:(904)247-5845-www.coab.us J` City of Atlantic Beach Ss1 �F �r Building Department 131 S95'' Certificate of Occupancy This Certificate issued pursuant to the requirements of Section 110.2 of the Florida 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 following: Date: July 30, 2008 Contractor: E & R Enterprises of North Fl Address: 1217 Lily Street, Atlantic Beach, Fl 32233 Construction Type: Residential Occupancy Class: Group R-2 Permit Number: 07-00827 M MIC L GRIF BUILDING OFFICLA g5/0812008 10:31 9047249154 DURDEN SURVEYING PAGE 01/03 V.S.DEPARTMENT of HOMELAND SECURir. ELEVATION CERTIFICATi OMB No.1660-0008 Federal Emergency Management Agency - Exoires Febndary 28.2009 National Flood insurance Program Important: Read the instructions on pages 1-8. SECTION A-PROPERTY INFORMATION :-.For lfwranas.Gfniorryt Al. Building Owner's Name NAAMAN R.HARRELL :Poli1CY Mutr)tler. ' A2. Building Street Address(including Apt..Unit.Suite.and/or Bldg.No.)or P.O.Route and Box No. Company Nr41C Number 1217 LILY STREET City ATLANTIC BEACH Stats FL ZIP Code 32233 A3. Property DeaCriptlon(Lot and Block Numbers.Tax Parcel Number,Legal Description,atc. LOTS 4,5 AND C BLOCK 213,ATLANTIC BEACH SECTION W.PLAT BOOK 18,PAGE 34,CURRENT PUBLIC RECORDS DU1/AL COUNTY.FLORIDA A4. Building Use(e g..Residential,Non-Residentiol.Addition,Accessory,etc.) MjPKEIA A5. LaBtudolLongitude:Let,30 19 58.7 Long.j 0j.Z5 38.1 Ho►izontai Datum: ® NAD 1927 0 NAD 1983 A6. Attach at least 2 photographs of the building if the Cartificole is being used to obtain food insurance_ AT Building Diagram Number .1. A8. For a building with a crawl space or encbsure(s),provide A9. For a building with an attached garage.provide: a) Square footage of craw)spats or enclosure(&) NIA sq ft a) Square footage of attached garage A5.Q sq ft b) No.of permanent flood openings In the crawl space or b) No.of permanent food openings in the attached garage enclosure(s)watt within 1.0 foot above adjacent grade NLA walls within 1.0 foot above adjacent grade NIA c) Total net area Of food openings in AB b NLA- sq in c) Total net area of food openings In Ag.b NU1 sq in SECTION B-FLOOD INSURANCE RATE MAP(FIRM)IWWWATION 1.NFIP Community Name&Cmnmunity Number 82.County Name 83.State CITY OF ATLANTIC BEACH,FLORIDA DUVAL FL 84.MaWPanel Number 5.suffix 86.FIRM Index 87,FIRM Partes 98.Flood 89.Base Flood Etevatlon(s)(Zone Date Eflective/Revised Date O.ne(s) AO.use been food depth) 120075 0001 p 8115/1989 8/15/1989 AE 6.0 810. Indicate the source of the Base Flood Elevation(BFE)data or baso flood depth entered in Item 89. ❑FIS Prattle ®FIRM ❑Community Determined ❑Other(Describe) 811. indicate elewa6on dsbrrn used for BFE in item 89: 0 NOW 1929 ❑ NAVD 1988 ❑Other(Describe) 812. Is the buBdirng located Ina Coastal Bonier Resources S1slamCORS)area or Otherwise Protected Area(OPA)? (QYes WNo Designation Dane CORS ©OPA SECTION C-BUILDINGS ELEVATION INFORMATION(SURVEY REQUIRED) Cl. Building elevations are based on: Q Construction DrawhW ®Building Under Construction' ❑Finished Construction 'A new Elevation Certificate will be required when oonstruction of the building is complete. C2. Elevations-Zones Al-A30,AE,AH.A(with BFE).VE,V1430.V(with BFE),AR.AR/A,ARAE.AR/A1-A30,AR/AH.AR/AO. Complete items C2.8-9 below according to the building diagram specified In Item AT Benchmark Utilized Vertical Datum 1929, ConversdonlComments Check fie measurement used. a) Top of bottom floor(including basement,crawl space.or enclosure foot)_ ¢.¢ feet ❑motors(Puerto Rico only) b) Top of the next higher floor NAN ❑feet ❑meters(Puerto Rico only) c) Bottom of the lowest horizontal sbucbxal member(V Zones only) N.A ❑feet ❑meters(Puerto Rico only) d) Attached garage(top of slab) 7.7 ®feet ❑maters(Puarto Rico only) e) Lowest eievotion of machinery or equipment services the building ¢.1 ®feet ❑meters(Puerto Rico only) (Describe type of equipment in Comments) f) Lowest adIacent(finished)grade(LAG) ¢.7 ®feet []meters(Puerto Rico only) g) Highest o4scent(finished)grade(HAG) ¢.¢ Q feet ❑meters(Puerto Rico only) SECTION 0-SURVEYOR,ENGINEER,OR ARCHITECT CERTIFICATION This certification Is to be signed and sealed by a tend surveyor.engineer.or architect authorized by law to certify elevation informatiom i carMY MW the information on this Cevfficate MFr•esents my best efforts to interpret go date svafaW. ......... I understand&drat any false stabrno t may be punishable by the or imprimam nt under 1$Lt.& Cada,Secllort 1001. ❑ Cheek here 1f comments are provided on back of form. Corlifees Name H.B.Duroen.Jr. License NumberP.L.S.04707 =,; Tile President Company Name Duiden Surveying S Mapping,Inc. Address o Read,IWJ Ci Jacksonville tate FI ZIP Code 32211 4 Telephone 904.f2-4.55W- EMA Form 81-31,February 2006 See reverse side for rnntirwndlmn �- ---- ,65/08/2008 10:31 9047249154 DURDEN SURVEYING PAGE 02/03 IMPORTANT: M these spaces,copy th+ rtesp!!!i .gIng information from Section A. Fo?Ctasurarrce Eompany Use: Building Street Address(Including Apt.,Unit Sulk,and/or Bldg.No.)or P,O.Route and Box No. Polii yNuntber. . 1217 LILY STREET City ATLANTIC BEACH State FL ZIP Code 32233 :.Company.:NAIC Number SECTION D-SURVEYOR,!ENGINEER,OR ARCHITECT CERTIFICATION(CONTINUED) Copy both sides of this Elevation Certificate for(1)community official.(2)insurance agenifoompany,and(3)bultding owner. Comments ELEVATION ON LOWEST MACHINERY SPRING BUILDING 13 A/C PA ignahm Date 4124r2W8 © Check has N attachments SECTION E-BUILDING ELEVATION INFORMATION(SURVEY NOT REQUIRED)FOR ZONE AO AND ZONE A(WITHOUT RFE) For Zones AO and A(without BFE),complete Items Et-E5. If the Certificate is Intended to support a LOMA or LOMR-F request,complete Sections A,B, and C. For Items E1-E4,use natural grade.K available. Check the measurement used. in Puerto Rico only,enter motors. E1. Provide eievatiom information for the following and check the'appm"te boxes to show whether the elevation is above or below the highest adjacent grade(HAG)and the lowest adjacent grade(LAG). a)Top of bottom Boor pnduding basement,crawl spats,or enclosure)is Q feet ❑meters ❑above or Q below the HAG. b)Top of bottom floor(including basement crawl space.or enclosure)Is . ❑feet ❑mater! ❑above or❑ below the LAG. E2. For Building Diagrams e4 with permanent food openings provided in Section A Items B andfor 9(see pogo 8 of Instructions),the next higher floor (elevation C2.b in the diagrams)of the building Is _ ❑lest ❑meters ❑above or ❑below the HAG. E3. Attached garage(trop of slob)is ❑fent ❑meters ❑above or ❑below the HAG. E4. Top of platform of machinery and/or equipment servicing Rha building is ❑feet ❑maters ❑above or❑below the HAG. ES. Zone AO only: If no flood depth number is available,is the top of the bottom Boo elevated In accordance with the community's floodplain management ordinance? ❑Yes Q No ❑ Unknown. The!oral official must certify this 1Monmetion in Section G. SECTION F-PROPERTY OWNER(OR OWNER'S REPRESENTATIVE)CERTIFICATION The property owner or owners outhortzed representative who completes Sections A.B.and E for Zone A(without a FEMA-issued or community4mued SIFE) or Zone AO must sign here. The statamente in Seeftur A,B,and E aro oornect to ft best of my knoWbolge, Property Owner's or Owner's Autt+ofted Rep eaenbtive's Name Address City State ZIP Code Signature Date Telephone Comments Cl Check here if attachments SECTION 7.COMMUNITY INFORMATION(OPTIONAL) The local off"who Is authorized by law or ordinance to administer the community's floodpisin management ordinance can compete Sections A.a.C(or E), and G of Ihha Elevation Catlfkste. Complete the applicable items)and sly+below. Check the measurement used in Items 08.and Gil. G1.❑ The Inforrrratlon In Section C was taken from other decumentstion that has been signed and sealed by a licensed surveyor,engineer,or architect who is authorized by law to ce"elevation informalton. (Indicate the source and date of the elevation data in the Comments area below.) 02.❑ A community ot6Cial completed Section E for a budding located in Zone A(without a FEMA4ssued or community4mmod BFE)or Zone AO. G3.❑ Tho following infoonatlan(Items 04.49.)is provided for community floodplain management purposes. G4,Permit Number --lG5. Date Pemtit Issued G6. Date Cartlticate Of Compfnanco0coupancy Issued G7.This permit fres been issued for. Q New Construction ❑Substantial improvement G8,Elevation of as-built lowest floor(including basement)of the building: _Q feet ❑meters(PR)Datum G9.BFE or(In Zone AO)depth of flooding at the building aft! ❑feet ❑meters(PR)Datum Local Officiars Name Title Community Name Telephone Signature Date Comments Check free if attachmenjg FEMA Form 81-31,FetInsery 2006 Replaces all previous edflons `&55/08/2008 10:31 9047249154 DURDEN SURVEYING PAGE 03/03 Building Photographs See Instructions for Item A6. Fa insurarl -Company user Building Street Address('including Apt.,Unit,Suite,and/or Bldg.No.)or P.O.Route and Box No. Po ioy•Number 1217 LILY STREET City ATLANTIC BEACH State FL ZIP Code 327.33 Compsiry NAtCKker If using the Elevation Certificate to obtain NFIP flood insurance, affix at least two building photographs below according to the instructions for Item A6. Identify all photographs with: date taken;"Front View"and "Rear View"; and, if required, "Right Side View" and "Left Side View." If submitting more photographs than will M on this page, use the Continuation Page, following, FRONT VIEW LEFT VMW q `�'_;1.r,ra;` +!�:Ali:�. _ ;� F :� •�.. yS _ REARVIEW RIGHT VIEW t TSI w• a f'w EVALUATION ENTITY MANUFACTURER Gary Pfuehler,P.E. Product Evaluation Report Clopay Building Products Company 5665 Green Oak Court for Florida DCA 8585 Duke Blvd. Fairfield,OH 45014 Mason,OH 45040 Evaluation Report# 4050W5-16 513.770.4800 Statement of Compliance: The Clopay Building Products Company sectional doors as described on the drawings listed below meet the design and test pressures shown.Based on the testing and rational analysis detailed below,this product is evaluated to be in compliance with the following provisions of the Florida Building Code: ®Outside the HVHZ: 1606.1 Wind Loads(tested in compliance with FBC 1707.4.3.1,ref.ANSUDASMA 108 or TAS 202) C3 Inside the HVHZ: 1619 Wind Loads for HVHZ(tested in compliance with FBC 1707.4.3.1,ref.TAS 202), 1625 Cyclic Tests for HVHZ(ref.TAS 203), 1626 Impact Tests for HVHZ(ref.TAS 20 1) Description of Product: Double-skin Insulated(exterior skin 27 ga.min.;interior skin 29 ga.min.) Double Car(9'2"to 16'0"wide)WINDCODE®W5 Garage Door Design Pressures:+30/-30 Test Pressures:+45/45 Specific Models and Technical Documentation: Model Test Report Drawing No. Comments 2050W5,2051W5, Glazing approved per HCN-9,HCN-5A.Low head room track approved 2053W5,4050W5, HCN-9 101595 Rev06 per HCN-126. 4051W5,4053W5 62W5,64W5,65W5 HCN-9 102053 Rev02 Glazing approved per HCN-9,HCN-5A.Low head room track approved per HCN-126. DP38W5,FL38W5, Glazing approved per HCN-9,HCN-5A.Low head room track approved 134W5, 135W5, HCN-9 102142 Rev03 per HCN-126. 136W5 Installation requirements:Installation must be in accordance with manufacturer's installation instructions. Limitations and conditions of use:Jambs,lintels,sills or other structural elements required to prepare openings are not covered. The design of the supporting structural elements shall be the responsibility of the professional of record for the building or structure and in accordance with current building codes for the loads listed on the drawing referenced above. Certification of Independence of Evaluation Entity: I hereby certify that(1)I have no financial interest in Clopay Building Products Company;(2)1 am an independent licensed Professional Engineer in the State of Florida;and(3)1 comply with the criteria of independence as stated in 9B-72.110(3),F.A.C.and 9B-72.110(4),F.A.C. Signature: Gary Pfuer,!PE. Florida P.E.No.49850 Date: �� FILE: 4050W5-16 REv02 REV DATE DESCRIPTION MODELS 2050, 2051 2053 4050 4051 4053 OPTIONAL WINDOW LITE SECTION02 3/2000 ADDED MODEL 4052. 2052 TWO 3"x20 GA. U-BARS PER SECTION THIS DOOR MEETS OR EXCEEDS THE DESIGN SEE SECTION B-B FOR DETAILS. LOADS FOR THE WIND SPEEDS LISTED BELOW 03 3/2000 ADDED DOUBLE TRACK LHR OPTION NOTE A-.-- --►B ACCORDING TO THE 2001 FLORIDA BLDG. CODE 04 11/2000 QTY (1) WAS (2) FOR TRACK BOLT OR 2000 )BC (ASCE7-98) FOR THE FOLLOWING 05 10/2001 ADD M/N 4053; DELETE M/N 2052 & 4052 CONDITIONS: 1) ENCLOSED BUILDING, 2) DOOR / b SLOPE IMPORTANCE RTA 5ETH IN BUILDING'S FACTOR OF 1.0. 4)RA ANYNE, 06 ROOF 1-3/8" THICK 05/20 ADD M/N 2053 o WIND SPEED MPH 5 110 120 120 130 EXPOSURE LEVEL B or C B C B 12 GA. GALV. STEEL TOP ROLLER BRACKET. m r--------yl�r--------7��r--------7�--r---------r��r--------y„r---------r„r---------r,rr---------r LOCK POSITION EACH BRACKET ATTACHED WITH 3 14x5 8” o MEAN ROOF HEIGHT 30' 30' 16' 30' ( 1 M / (BOTH SD ) H SHEET METAL SCREWS 1 POUND POLYSTYRENE EXPANDED FOAM INSULATION LAMINATED _ _-__---_ TO BOTH EXTERIOR AND r 7r-----YI�r--------711r---------r.�r------I,Ir------rl Ir----'---r��r-----7 SECTION A-A � 71,11) INTERIOR SKINS. I J,I }------- ,u SLIDE BOLT }-------a„}-------�i IH-------�� }--------�„}--------��}------- '}-------� END oLOCK ENGAGES x STILE t VERTICAL 27 GA STEEL MIN. EXTERIOR 14 GA. GALV. STEEL ROLLER r--------7I:r--------7-Ir---------n�r------- Ilr--------�Ilr--------7"r--------- -------- TRACK.TRACK ON ONE AL GALV. SKIN WITH A HINGE. EACH FASTENED TO ILII illi IOCK END STILES W (41 14x5/8” 'III "" II loll EACH SIDE SHEET METAL SCCFF�2E S. i 1 uu ,,,, ,,,, ,,,, BAKED-ON PRIMER AND 'i-------1'l;_--------�"y.--------�� }------ _�I I}--______�"---------4I.}________,I I}___---_- OF DOOR. POLYESTER PAINTED TOP COAT. INSIDE SLIDE BOLT OPTIONAL OUTSIDE KEYED LOCK POSITION q f__ I LOCK OPTION TONGUE AND GROOVE JOINTS. a r MAX. DOOR WIDTH = 16'-0" INSIDE ELEVATION (4) #14 SHEET METAL SCREWS ENO 3" TALL x 20 GA. GALV. STEEL U-BAR, NOT INTER. STILE 50 KSI MIN. TWO PER SECTION. ATTACHED DOORS UP TO 7'-0" HIGH CONSIST OF 4) SECTIONS (SHOWN). STILE WITH TWO 1/4"x3/4" SELF TAPPING DOORS OVER 7'-0" HIGH CONSIST OF (5) SECTIONS (NOT SHOWN). O SCREWS PER HINGE LOCATION. OUTSIDE (4) 1/4" DIA. SELF TAPPING SCREWS *OR T FRAME WITH U.V. HANDLE NG ON OUTSIDE SURFACE. LOCK BAR 14 GA. END HINGE 18 GA INTERMEDIATE HINGE 29 GA. STEEL MIN. INTERIOR GALV. ENGAGES IN SKIN WITH A BAKED-ON PRIMER OUTSIDE KEYED LOCK TRACK ON VERTICAL JAMB ATTACHMENT (C-90 BLOCK OR AND A BAKED-ON POLYESTER PAINTED TOP COAT. LOCK BAR LOCKING EACH SIDE 2.000 PSI MIN. CONCRETE COLUMN)- OF DOOR. 3/8"x4" SLEEVE ANCHOR BOLTS ON 17"CENTERS (C-90 BLOCK) OR 22" CENTERS (2,000 PSI MIN. CONCRETE) OR S 1/4"x4 TAPCON SCREWS ON 14" CENTERS (2,000 ACRYLIC PSI MIN. CONCRETE). WASHERS INCLUDED WITH - 13 GA. GALV. STEEL BOTTOM BRACKET. MOLDED INSIDESECTION B-B 1{8x3/4" PAN HEAD SCREW SLEEVE ANCHORS, 1-1/4" O.D. MIN. WASHERS REQUIRED ATTACHED WITH (2) #14x5/8" SHEET METAL SCREWS. LITE RETAINER. 10 SCREW WINDOW LITE 10 SCREWS PER LITE) WITH TAPCONS. ANCHORS MAY BE COUNTERSUNK (BUT NOT REQUIRED) TO PROVIDE A FLUSH SNAP LATCH ENGAGES MOUNTING SURFACE. HORIZONTAL JAMBS DO NOT HORIZONTAL TRACK SUPPORT BY ONTO VERTICAL TRACK. TRANSFER LOAD. ALUMINUM EXTRUSION DOOR INSTALLER (TO SUIT) ONE SNAP LATCH ON STOP MOULDING BY DOOR & VINYL WEATHERSTRIP. EACH SIDE OF DOOR. INSTALLER (TO SUIT) INTER, STILE 20 GA. MIN. GALV. STEEL END STILE IT111 OPTIONAL cuzlNc snowN ON THIS DRAWING MEETS THE WIND LOAD REOUIREMENTS OF THE FLORIDA BUILDING CODE OR INTERNATIONAL BUILDING CODE BUT DOES AW MEET THE �713STEEL FLAG BRACKET. IMPACT RESISTANT REOUIREMENT FOR WINDBORNE DEBRIS OUTSIDE KEYED END REGIONS FBC SECT. 1606.1.4;IBC SECT. 1609.1.4. D TO W000 JAMB WITH 12 GA. GALV. STEEL TRACK HANDLE STILE (3) 5/16"xt-5/8" WOOD LAG SCREW. BRACKET FASTENED TO WOOD TRACH CONFIGURATION INSIDE HANDLE JAMB WITH ONE 5/16"x1-5/B" WOOD LAG SCREW PER BRACKET. 18 GA. MIN. GALV. STEEL INTER, HINGE OUTSIDE KEYED LOCK 7/16" I.D. ROUND FASTENED TO CENTER STILE W/(4) = NOTE: DOUBLE TRACK SNAP LATCH LOCK OPT)ON - 2" GALV. STEEL TRACK PUSHNUT FASTENER EACH #?4x5/8" SHEET METAL SCREWS. LOW HEADROOM IS FASTENED TO TRACK BRACKETS. (ONE PER ROLLER). p AVAILABLE AS AN OPTION DOOR EACH BRACKET ATTACHED WITH ONE 0 HEIGHT "L" 1/4"x5/8" BOLT & NUT OR 14 GA. GALV. STEEL ROLLER HINGE 0 6-6 70 LHR TOP BRACKET TWO 1/4" RIVETS. FASTENED TO END STILES W/(4) EACH It 2" GALV. STEEL TRACK, 7-0 76 DOUBLE HORIZONTAL L TRACK THICKNESS: .060" 7-6 82 TRACK JAMB CONFIGURATION 4) 1/4'x3/4 ESELFTTAPPING SCREWS.8'-0' 88' ( DESIGN LOADS: +30.0 PSF & -30.0 PSF TEST LOADS: +45.0 PSF & -45.0 PSF 2" STEEL ROLLER. DESIGN ENGINEER: MARK WESTERFIELD, P.E. TYP. 2-1 2"x12 GA. GALV. STEEL TRACK BRACKET. FLOR)DA P.E. ;48495, NC P.E. (j23832, TEXAS P.E. �j97513 / DOUBLE TRACK SCALE: MAXDOOR SIZE: (4) TRACK BRACKETS PER SIDE. (FACTORY ATTACHED) LOW HEADROOM OPTION CLOPAY BUILDING PRODUCTS COMPANY NOTED 16'W X 8'H VERTICAL JAMB ATTACHMENT ( jOD FRAME B�LDINGS�; Clopay 8585 DUKE BLVD. DATE: 2/9/96 DESCRIPTION 1/2"x3" LAG SCREWS ON 15' CENTERS. 1-1 4" O.D. MASON, OH 45040 MIN. WASHER REQUIRED. LAG SCREWS MAY BE COUNTERSUNK (513) 770-4500 DRAVN BY: MWW 2050/4050/4053, 16'W, t30PSF (BUT NOT REQUIRED) TO PROVIDE A FLUSH MOUNTING Building Products cNECXED Br: DRAVING NUMBER: RI, .. ... SURFACE. HORIZONTAL JAMBS DO NOT TRANSFER LOAD. ORIGINAL DRAWINGS ARE SIGNED IN BLUE Company Ciopoy Corporation All Rights R.I.I.d. B INK WITH A RAISED SEAL EMBOSS). 101595 �6 4 3 2 11 MODELS 62, 64, 65 1 REVISIONS OPTIONAL WINDOW LITE SECTION REV. NO.1 ZONE: DATE: ECN N0. APPVD: DESCRIPTION TWO 3"x20 GA. U-BARS PER SECTION SEE SECTION B-B FOR DETAILS. Ate_ -_B 2 B2 17/ll/00 - MWW OTY (1) WAS (2) TRACK BOLTS 1-3/8" THICK--{ 72 GA. GALV. STEEL TOP ROLLER BRACKET. D EACH BRACKET ATTACHED WITH (3) #14x5/8" D - SHEET METAL SCREWS. m r--------7 .r--------7 .r--------7 ,r-------- ------- -------7 LOCK POSITION 1 POUND DENSITY 1 n (BOTH SIDES) EXPANDED POLYSTYRENE FOAM INSULATION LAMINATED II UI; '}________{��}________{��}-_______{��y.________{��}________{! }________{ �}________{-�}________{ TO BOTH EXTERIOR AND = THE OPTIONAL GLAZING SHOWN ON THIS DRAWING MEETS THE SECTION A-A Lo WIND LOAD REQUIREMENTS OF THE FLORIDA BUILDING CODE INTERIOR SKINS. w (SECT. 1606.1.1)BUT DOES-NO MEET THE IMPACT RESISTANT = r--------YiY--------YIY--------YiiY-------- I---------?I lr---------flit--------711r--------Y REQUIREMENT FOR WINDBORNE DEBRIS REGIONS AS DEFINED SECT. 1606.1.4 OF THE FLORIDA BUILDING CODE 1 'iii IN o ;Ill "" II 1111 II" I." I 14 GA. GALV. STEEL ROLLER }________{II}________{��}________{ .}_-______ }________{��}________{�I�________{�Ij_________{ 27 GA. STEEL MIN. EXTERIOR o I D00 MEETS DR EXCEEDS THE DESIGN SKIN WITH G-40 GALV,BAKED-ON PRIMER AND SHEET METAL S E HINGE. EACH FASTENED TO LOADS FOR THE WIND SPEEDS LISTED BELOW END STILES W/fid 114x5/8" xQ ACCORDING TO THE 2001 FLORIDA BUILDING S. r---------rl lr------- --------yl lr------- .,r--------��r---------r"r---------rl�r---------f CODE(ASCE)-98 FOR THE FOLLOWING POLYESTER PAINTED TOP COAT. 1° 1 CONDITIONS- 1)ENCLOSED BUILDING,2)DOOR 2 OF WIDTH IN BUILDING 5 EN ONE, ________ _______ FACTOR OF 1.0.4)ANY ROOF SLOPE. D AND 50, SAF FACTOR. TONGUE AND GROOVE JOINTS. WIND SPEED MPH '11 120 120 130 OPTIONAL OUTSIDE KEYED LOCK POSITION I A-- ' E%POSURE LEVEL B or c e c a SLIDE BOLT MEAN ROOF HEIGHT 30' 30' 16' 30' END E I- -MAX. DOOR WIDTH = 16'-0" STILLOCK ENGAGES INTO VERTICAL 3" TALL x 20 GA. GALV. STEEL U-BAR. C, INSIDE ELEVATION INTER. SNAP LATCH ENGAGES KSI MIN. TWO PER SECTION. ATTACHED . STTRACK. ONE WITH C it�, ONTO VERTICAL TRACK. WITH TWO x3/4" SELF TAPPING OTELOCK ON ONE SNAP LATCH ON EACH SIDE SCREWS PERRHINGE LOCATION. DOORS UP TO 7'-0" HIGH CONSIST OF (4) SECTIONS (SHOWN). j II EACH SIDE OF DOOR. DOORS OVER 7'-0" HIGH CONSIST OF (5) SECTIONS (NOT SHOWN). OF DOOR. INSIDE SLIDE BOLT FRONT FRAME WITH U.V. OUTSIDE B LISTED LOCK OPTION 29 GA. STEEL MIN. INTERIOR SKIN COATING ON OUTSIDE SURFACE. HANDLE (4) #14 SHEET WITH G-40 GALVANIZING, BAKED-ON PRIMER • j AND ABAKED-ON POLYESTER PAINTED TOP COAT. END METAL SCREWS STILE 4DSB GLASSO TSI, K Y D O K 13 GA. GALV. STEEL BOTTOM BRACKET. 1/8"ACRYLIC SNAP LATCH LOCK OPTION REPORT#9606C (4) 1/4" DIA. SELF ATTACHED WITH (2) #14x5/8" SHEET METAL SCREWS. MOLDED INSISECTION B-B N8x3/4" PAN HEAD SCREW TAPPING SCREWS LITE RETAINER. 10 SCREW WINDOW LITE (10 SCREWS PER LITE) 14 GA. END HINGE 18 GA. INTERMEDIATE HINGE i/3 SCALE VERTICAL JAMB ATTACHMENT fIWOOD FRAME BUILDINGS)' 1/2"x3" LAG SCREWS ON 15' CENTERS. i" O.D. MIN. ALUMINUM EXTRUSION B HORIZONTAL TRACK SUPPORT BY WASHER REQUIRED. LAG SCREWS MAY BE COUNTERSUNK STOP MOULDING IT DOOR & VINYL WEATHERSTRIP. (BUT NOT REQUIRED)TO PROVIDE A FLUSH MOUNTING INSTALLER (TO SUIT) B DOOR INSTALLER (TO SUIT) SURFACE. HORIZONTAL JAMBS DO NOT TRANSFER LOAD. 20 GA. MIN. GALV. STEEL END STILE NOTE: THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE LHR TOP BRACKET PROFESSIONAL OF RECORD FOR THE BUILDING OR 12 GA. GALV. STEEL TRACK STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING F�EACH GA. GALV. STEEL FLAG BRACKET. DOUBLE HORIZONTAL BRACKET FASTENED TO WOODCODES FOR THE LOADS LISTED ON THIS DRAWING. FASTENED TO WOOD JAMB WITH TRACK JAMB WITH ONE 5/16"xt-5/8" 11) 5/16"xt-5/8" WOOD LAG SCREW. WOOD LAG SCREW PER BRACKET. 18 GA. MIN. GALV. STEEL INTER. HINGE MARK WESTERFIELD.P.E. 7 16" I.D. ROUND FASTENED TO CENTER STILE W 4 FLORIDA P.E./48495 K CONFIGURATION 2" GALV. STEEL TRACK PUSHNUT FASTENER EACH #14x5/8" SHEET METAL SCREWS. NORTH CAROLINA P.E.423832 DOUBLE TRACK FASTENED TO TRACK BRACKETS. (ONE PER ROLLER). z LOW HEADROOM OPT40N EACH BRACKET ATTACHED WITH ONE DOOR 1/4"x5/8" BOLT & NUT QR 14 GA. GALV. STEEL ROLLER HINGE O HEIGHT "L" TWO 1/4" RIVETS. FASTENED TO END STILES W/(4) EACH DESIGN ENGINEER: MARK WESTERFIELD, P.E. 6'-6 70 JAMB CONFIGURATION #14x5/8" SHEET METAL SCREWS AND FLORIDA P.E. ;48495 II 2" GALV. STEEL TRACK, 7-p 78 (4) 1/4"x3/4" SELF TAPPING SCREWS. DESIGN LOADS: +30.0 PSF & -30.0 PSF TRACK THICKNESS: .060" 7-6 82 TEST LOADS: +45.0 PSF & -45.0 PSF 8'-0 BB' ORIGINAL DRAWINGS ARE SIGNED IN BLUE L9 VERTICAL JAMB ATTACHMENT (C-90 BLOCK OR 2" STEEL ROLLER. INK WITH A RASED SEAL(EMBOSS). PART NO.: ^ A 2.000 PSI MIN, CONCRETE COLUMN: NOTCE: Unless Stored Otherwise 8585 DUKE BLVD. A 3/8"x4" SLEEVE ANCHORS ON 17"CENTERS (C-90 'on}bentiol/Proprietary mrwmauos MASON, OH 45040 o TYP. 2-i/2"x12 GA. GALV. STEEL TRACK BRACKET, a CLGPAY.,UWG PRo cm co. TOLERANCES ore (4) TRACK BRACKETS PER SIDE. BLOCK) OR 22" CENTERS (2,000 PSI MIN. CONCRETE) OR pasmamd he Asa swy not (513) 770-4800 Z 1/4'x4'TAPCON SCREWS ON 14" CENTERS (2,000 19x a;eelosea,we4.auplgMm. .0 = t.03 Y1lIt10v COIR w move o.euaole,or aisuipwea a NOTE: DOUBLE TRACK PSI MIN. CONCRETE). WASHERS INCLUDED WITH .Imoat as pror apssese.Folwre In .OD = 3.Ot5 DESCRIPTION: MODEL 62/64/65 Mox Door Size: 16'0"W x 8'0"H LOW HEADROOM IS SLEEVE ANCHORS, 1 O.D. MIN. WASHER REQUIRED oeee,..e mo Istc int ree�n b .000 = t.005 AVAILABLE AS AN OPTION WITH TAPCONS. ANCHORS MAY BE COUNTERSUNK aD'bt- KIN"en«�� .0000 = t.001 DRAWN BY: NILE DATE: 12/3/99 SCALE:NOTED DWG., la.,:e.rn� (BUT NOT REQUIRED) TO PROVIDE A FLUSH � � Degrees = t 1/2' CHECKED BY: DATE: SHEET 1 OF 1 SIZE MOUNTING SURFACE. HORIZONTAL JAMBS DO NOT Third Angle Unless Stated Otherwise - ----- TRANSFER LOAD. Projection DIMENSIONS ARE w INCHES. DWG. NO.: 102053 REV. N0. 2 4 3 2 1 r 4 3 2 1 MODELS DP38. FL38, & RP38 REVISIONS MODELS 134. 135, & 136 OPTIONAL WINDOW LITE SECTION I REV. N0. ZONE: DATE: ECN N0. APPVD:I DESCRIPTION TWO 3"x20 GA. U-BARS PER SECTION SEE SECTION B-B FOR DETAILS. 03 - 04/29/04 ER1053 MWW ADDED M/N 134, 135, 136, RP38 1-3/8" THICK D h F / ; A i1 '� 12 GA. GALV. STEEL TOP ROLLER BRACKET. o EACH BRACKET ATTACHED WITH (3) #14x5/8" I - SHEET METAL SCREWS. a'' r--------7r--------7 �r--------7� r---------r,.r---------n ir--------Y1,r------Y1 1r--------7 LOCK POSITION 1 POUND DENSITY } II (BOTH SIDES) EXPANDED POLYSTYRENE 11'I L"y { '}----_-_SIL' 'P'I 1111 II11 ION LAMINATED FOAM INSULATION = -_______" �iy________.y�iy________{,�y________111}________� TO BOTH EXTERIOR AND SECTION A-A INTERIOR SKINS. w = ---------- ---------- W ________Y „r--------Yi ir---------r;Tr--------yi,r--------7irr--------7�,r---'---7 y________{ii y_------- iii I' HI GA. GALV. STEEL ROLLER ' I'y________.(IIi________i11i--______y 27 GA. STEEL MIN. EXTERIOR o y--------�"}--------�"y-------- HINGE. EACH FASTENED TO a BAKED-ON WITH PRIMER-40 LAND SHEEET TMETALW SC 4S4x5/8" r--------7��r-------711T---------1 IN- --- ,�r------?I{r--------r,�r--------��r------Y POLYESTER REPAINTED TOP COAT.. THIS DOOR MEET Of EXCEEDS THE DESIGN _ i. �'i ilii ACCORDING FOR THE WIND SPEEDS LISTED BELOW THE OLOAD IAZIME SHOWN ON THIS IN MEETS THE "” ACCORDING 70 THE 2001 FLORIDA BUILDING WIND REQUIREMENTS OF THE FLORIDA BUILDING CODE CODE IASSET-98)FOR THE FOLLOWING TONGUE AND GROOVE JOINTS. (SECT. MENT FOR BUT DOES i14I MEET THE NS AS RESISTANT CONDITIONS: t) ENCLOSED BUILDING,7)DOOR REQUIREMENT FOR OF THE DEBRIS REGIONS D DEFINED Has 2'Of WIDTH IN BUILDING'S END ZONE, IN SECT. 1606.1.4 OF THE FLORIDA BUILDING CODE. OPTIONAL OUTSIDE KEYED LOCK POSITION A f-- ' HA uSE FACTOR DF t.D.4 ANr ROOF SLOPE, LHR TOP BRACKET MAX. DOOR WIDTH = 16'-0" A 5 Sox SAF FACr R. DOUBLE HORIZONTAL C END wtNO SPEED MPn x110 tZD t20 i3D TRACK 3" TALL z 20 GA. GALV. STEEL U-BAR. C INSIDE ELEVATION STILE EXPOSURE LEVEL B or C B C 8 50 KSI MIN. TWO PER SECTION. ATTACHED NOTE: INTER. MEAN ROOF HEIGHT 30' 30' t6' 30' WITH TWO 1/4"x3/4" SELF TAPPING DOORS UP TO 7'-O" HIGH CONSIST OF (4) SECTIONS (SHOWN)). STILE DOORS OVER 7'-0" HIGH CONSIST OF (5) SECTIONS (NOT SH WN). 4 SCREWS PER HINGE LOCATION. ( ) #14 SHEET DOUBLE TRACK OUTSIDE METAL SCREWS FRONT FRAME WITH U.V. HANDLE LOW HEADROOM OPTION COATING ON OUTSIDE SURFACE. LOCK BAR SLIDE BOLT WITH GA. STEEL MIN. INTERIOR SKIN ENGAGES IN p END LOCK ENGAGES WITH G-40 GALVANIZING, BAKED-ON PRIMER OUTSIDE KEYED LOCK TRACK ON (4) i/4" DIA. SELF STILE INTO VERTICAL AND ABAKED-ON POLYESTER PAINTED TOP COAT. LOCK BAR LOCKING EACH SIDE TAPPING SCREWS TRACK. ONE OF DOOR. 14 GA END HINGE 18 GA. INTERMEDIATE HINGE LOCK ON DSB GLASS EACH SIDE OR 1/8" ACRYLIC OF DOOR. - 13 GA. GALV. STEEL BOTTOM BRACKET. MOLDED INSIDE SECTION B-B #8x3/4" PAN HEAD SCREW VERTICAL JAMB ATTACHMENT WOOD FRAME BUILDINGS): INSID_5LID BOT ATTACHED WITH (2) #14x5/8" SHEET METAL SCREWS, LITE RETAINER. 10 SCREW WINDOW LITE (10 SCREWS PER LITE) 1/2"x3" LAG SCREWS ON 15 CENTERS. i" 0.0. MIN. LOCK OPTION WASHER REQUIRED. LAG SCREWS MAY BE COUNTERSUNK (BUT NOT REQUIRED) TO PROVIDE A FLUSH MOUNTING STOP MOULDING BY DOOR B HORIZONTAL TRACK SUPPORT BY SURFACE. HORIZONTAL JAMBS DO NOT TRANSFER LOAD. INSTALLER (TO SUIT) ALUMINUM EXTRUSION B DOOR INSTALLER (TO SUIT) & VINYL WEATHERSTRIP. 20 GA. MIN. GALV. STEEL END STILE NOTE: THE DESIGN OF THE SUPPORTING STRUCTURAL SNAP LATCH ENGAGES ELEMENTS SHALL BE THE RESPONSIBILITY OF THE ONTO VERTICAL TRACK. PROFESSIONAL OF RECORD FOR THE BUILDING OR 7TRACK GA. GALV. STEEL FLAG BRACKET. 12 GA. GALV. STEEL TRACK ONE SNAP LATCH ON STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING BRACKET FASTENED TO WOOD H FASTENED TO WOOD JAMB WITH EACH SIDE OF DOOR. CODES FOR THE LOADS LISTED ON THIS DRAWING. JAMB WITH ONE 5/16"x1-5/B" 5/16"xi-5/8" WOOD LAG SCREW. INTER. STILE WOOD LAG SCREW PER BRACKET. 18 GA. MIN. GALV. STEEL INTER. HINGE MARK WESTERFIELD,P.E. CONFIGURATION 7/16" I.D. ROUND FASTENED TO CENTER STILE W/(4) FLORIDA P.E.#48495 FASTENED TO TRACKBRACKEEL ETS.BRACKETS. PUSHNUT FASTENER EACH #14x5/8" SHEET METAL SCREWS. NORTH caRDUNA P.E.#23832 = OUTSIDE KEYED END EACH BRACKET ATTACHED WITH (ONE PER ROLLER). HANDLE STILE 1/4"x5/8" BOLT & NUT DE 14 GA. GALV. STEEL ROLLER HINGE 0 DOORHT "L" TWO 1/4" RIVETS. FASTENED TO END STILES W/(4) EACH o INSIDE HANDLE #14x5/8" SHEET METAL SCREWS AND 6'-6 70" JAMB CONFIGURATION II 2" GALV. STEEL TRACK, 7-0 76 OUTSIDE KEYED LOCK (4) 1/4"x3/4" SELF TAPPING SCREWS. TRACK THICKNESS: .060" 7-6 82 SNAP LATCH LOCK OPTION 2" STEEL ROLLER. ORIGINAL DRAWINGS ARE SIGNED IN BLUE DESIGN LOADS: +30.0 PSF & -30.0 PSF g L B-0 BB VERTICAL JAMB ATTACHMENT(C 90 BLOCK OR INK WITH A ISEAL(EMBOSS). TEST LOADS: +45.0 PSF & -45.0 PSF PART NO.: - A A = 2,000 PSI MIN CONCRETE COLUMN) NOTKE: Unless Stated Oth<fWise 8585 DUKE BLVD. WINDLOAD RATING 3/8"x4" SLEEVE ANCHORS ON 17" CENTERS (C-90 cemlmor l/Pro«�.wrr mlo„nouoe IDEAL MASON, OH 45040 TYP. 2-1/2"K12 GA. GALV. STEEL TRACK BRACKET. a CLOPA.emLrnNc PRooucrs co. TOLERANCES are Z 4 TRACK BRACKETS PER SIDE. BLOCK)"OR 22"CENTERS (2,000 PSI MIN, CONCRETE) OR a 16—there.one mor- (513) 770-4800 z O 1/4"x4 TAPCON SCREWS ON 14" CENTERS (2,000 the_118.d,sled.d.0—ed, .0 = 3.03 mode os.uveN,«d;slydned a DOUBLE TRACK PSI MIN. CONCRETE). WASHERS INCLUDED WITH wnnwt;m Prror ow,eme.Fo;wre ro .00 = t.OtS DESCRIPTION: MODEL 134 16-0 x 8-0: +30/-30 DESIGN LOAD O L�W�HEADROOM IS SLEEVE ANCHORS, 1" O.D. MIN, WASHER REQUIRED ..sere tnu mtce mar ressn m .000 = t.005 WITH TAPCONS. ANCHORS MAY BE COUNTERSUNK rae�ety r«dnr mmase.em .0000 = 3.001 DRAWN BY: BMM DATE: 4/19/00 SCALE:NTS DWG,D AVAILABLE AS AN OPTION Ioeos.esnm9 memrom. (BUT NOT REQUIRED) TO PROVIDE A FLUSH � � Degrees = tt/2' CHECKED BY: MWW DATE: 4/19/00 SHEET 1 OF t SIZE J__) MOUNTING SURFACE. HORIZONTAL JAMBS DO NOT Third Angle unless stated Otherwise - - TRANSFER LOAD. Projection DIMENSIONS ARE IN INCHES. DWG. NO.: 102142 REV. ND. Q3 4 3 2 1 City of Atlantic Beach Public Works Department Certificate of Occupancy Inspection Address: 1217 Lily Street Permit No. 07 827. ITEM Comments 1. Approved drainage plan properly implemented. 2. Right of Way restored (concrete, sod, pavement). A. As-built drawing for W. Plaza Drive paving required. 3. Ground surface stabilized (mulch, sod, etc.) B. Excess fill (wood chips, etc.)and debris(sod, etc.)on lot to west of Lily Street must be removed. Approved: signature/date CO checklist 1217 Lily Street.xis 7/31/2008 CITY OF ATLANTIC BEACH BUILDING PERMIT APPLICATION (New/Residential & Commercial) Date: S—1407 ob Address: t3071 _ 611--Y S T Owner's Name: 4^A to S A "A-12 SLI_ Address: t2 VI ul L.y/ ST A-*- FL. M53 Phone: �O*� •moi„3g� Q��g Legal Description: Block Number: Lot Number: CO Zoning District: I2=UXA*tTJA1 - tractor: w*101 ?%)-rrS/4C 14 State License Numbe Cs1 G jSp y�/$ Address: 2(02.19 WEST WO ST. _Phone: (02.&' SQT(b City: _ OATLAWrtc 9414. State: FL- Zip: 22'3 Fax: tt1L Describe proposed use and work to be done: S/044W FAMILY r7>o 944 IF By 1 Q /✓&'{f1/ 14CO S E Present use of land or building(s): Vke-^oir Valuation of proposed construction: /SO X Is approval of Homeowner's Association or other private entity required?NO If yes,please submit with this application. Will this project involve changes in elevation,site grade or any use of fill material,addition of 5%or.lmore to the original impervious area or the removal of any trees? ❑NO. Applicant certifies that no change in site grade, impervious area or fill material will be used on this project. YES. See Step 2 below. Approval of the Public Works Department is required prior to issuance of a Building Permit. ❑NO. Applicant certifies that no trees will be removed for this project. RYES. Removal of Trees will be required for this project. TREE REMOVAL PERMIT IS REQUIRED. Tree Removal Permits to be reviewed by the Tree Conservation Board,which meets two times each month. Procedure: In order to expedite issuance of permits, please follow all steps and provide all information as appropriate. Incomplete applications may result in delay in issuance of permit. STEP 1. Verify zoning designation and proper setbacks for the proposed construction. If you are unsure of this information, please contact the Planning and Zoning Department at 904-247-5826. In order to correctly verify zoning designation, please have Property Appraiser's Real Estate Number available. STEP 2. Contact the City of Atlantic Beach Department of Public Works to determine if a pre-construction or post-construction topographical survey or grading plan is required. (If not required, written verification must be provided with this application.) The Department of Public Works is located at: 1200 Sandpiper Lane,Atlantic Beach,FL 32233 Telephone:(904)247-5834 STEP 3. Submit Tree Removal Application if trees are to be removed or relocated. 800 Seminole Road -Atlantic Beach,Florida 32233-5445 Phone: (904)247-5800 - Fax: (904)247-5845 - http://www.ei.atiantic-beach.fLus Page 2 Revised 8/04 STEP 4. Please submit Building Permit Application, Energy Code Forms, Notice of Commencement, Owner/Contractor Affidavit if owner is contractor,and four(4)complete sets of construction ptans,'to the Building Elepartment,which is located at the Atlantic Beach City Hall,800 Seminole Road,Atlantic Beach,FL 32233 Telephone:(90,4T247-5826 In addition to construction and engineering detail,plans must contain it;,;f(llowing'intibpation as appropriate for the type of work being performed. Scale of drawings should be sufficient to depiry required information in a clear and legible manner. I 1. Current survey showing the property boundary with bearings and distances and the legal description. 2. Location of all structures, temporary and permanent, including setbacks, building height, number of stories and square footage. Identify any existing structures and uses. 3. If required by the Department of Public Works,a pre-construction topographical survey. 4. Any significant environmental features,including any jurisdictional wetlands,CCCL,natural water bodies. ' 5. Impervious Surface area calculations. Include driveways,sidewalks,patios and other Impervious Surfaces. Swimming pools may be excluded from total Impervious Surface. 6. Provide drainage plans. 7. Provide erosion and sediment control plan. k 8. Any other documents requested by Building Dept.,Planning Dept.,Public Works and Public Utilities. I 4etebyftify4lpitt all informa' provided with this application is correct. Signature of-Owner: + DateT I hereby certify that I have rea 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 prop .'I understand that the issuance of this permit is contingent upon the above information being true and corrt and that the pl and su port' data have been 4-shall be provided as required.- . r , Si ature of Contractor: C Date: 5-t 4.Q Address and contact information of person to receive all correspondence regarding this application(please print). Name: ASCE V- tv Mailing Address: Or I �, 3.3 Phone: q O -! &2-(r S_ /Fax: 6 S 4 Z.4 2 K E-Mail: AS TO OWNER: y� Swom to and subscribed before me this _day of ,20 -97. / . State of Florida,County of Duval `;."•Y P; ROY ROC=W Notary's Signature: * * MY COMMISSION I DD 511610 EXPIRES:May 27,2010 +rq4"ol°! Bonded Thr,Budget Noisy Smka Personally known Produced identification *Type of identification produced _ 02— AS TO CONTRACTOR: Sworn to and subscribed before me this_ day of _ ,206. State of Florida,County of Duval a 1t y.:u� ROY Notary's Signature: # * MY COMMISSION N DD 511610 Personally known EXPIRES:May 27,2010 *�'IFIV' Bonded Thm Budget NotaryServim ❑ Produced identification Type of identification produced 800 Seminole Road •Atlantic Beach,Florida 32233-5445 Phone: (904)247-5800 Fax: (904)247-5845 - http://www.ei.atiantic-beach.fl.us Page 3 Revised 8/04 iso CITY OF ATLANTIC BEACH r; 3 800 SEMINOLE ROAD j ATLANTIC BEACH,FL 32233 INSPECTION PHONE LINE 247-5826 Application Number . . . . . 08-00000940 Date 7/14/08 Property Address . . . . . . 1217 LILY ST Application type description PLUMBING ONLY Property Zoning . . . . . . . TO BE UPDATED Application valuation . . . . 0 ---------------------------------------------------------------------------- Application desc irrigation ---------------------------------------------------------------------------- Owner Contractor ------------------------ ------------------------ NAAMAN HARRELL LAWN IRRIGATION SERVICES 2604 W SEBAGE AVE ATLANTIC BEACH FL 32233 ATLANTIC BEACH FL 32233 (904) 241-5051 ---------------------------------------------------------------------------- Permit PLUMBING PERMIT Additional desc . . Permit Fee . . . . 50 . 00 Plan Check Fee . 00 Issue Date . . . . Valuation . . . . 0 Expiration Date . . 1/10/09 ---------------------------------------------------------------------------- Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 50 . 00 50 . 00 . 00 . 00 Plan Check Total . 00 . 00 . 00 . 00 Grand Total 50 . 00 50 . 00 . 00 . 00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. CITY OF ATLANTIC BEACH Q_ P=' " 800 SEMINOLE ROAD,ATLANTIC BEACH,FL 32233 O V I I I ( I r OFFICE:(904)247-5826*FAX NO.:(904)247-5845 BUILDING-DEPTQCOAB.US PLUMBING PERMIT APPLICATION DUVAL COUNTY V-NO e� YES PERMIT#: +4.NAME: y 5.ADDRESS IF DIFFERENT FROM JOB ADDRESS: 6.PHONE: M NQrre-ij a-&P?1,440 4 7.NAME OF COMPANY: + 8.ADDRESS.: w n al as lie o ve- 9.STATE OF FLORIDA LICE E NO: 10.CELL P NE: 2 ~ 7 7v 11.F NO.: r ✓ ? 3 12.EMAIL ADDRESS: 13.0 ICE PH N : 5-0 5- / 14. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. This permit becomes null and void if work is not commenced within six(6) months,or if construction or work is suspended or abandoned for a period of six after work is commenced. CONTRACTORS SIGNATURE: P'N EW 13'06 FLORIDA BUILDING CODE- D RE-PIPE PLUMBING ❑OTHER: BATH TUB SEWER CONNECTION BIDET SHOWERS DISH WASHER SHOWERS PANS DISPOSAL SINK DRINKING FOUNTAIN WATER CLOSET TANK FLOOR DRAIN WATER CLOSET VALVE HOSE BIB WASHING MACHINES ICE MAKER WATER CONNECTION INTERCEPTOR WATER HEATER LAVATORY URINALS LAUNDRY TRAYOTHER(SPECIFY): ROOF DRAIN PERMIT ISSUING FEE: $35.00 TOTAL FIXTURES: x $7.00 (PER FIXTURE) + $35.00 = COAB FORM BLDG03:REVISED:1/10/2008 E & R Enterprises (904)270-2198 p.1 Jul. 24. 2008 6:35AM No. 6011 F. 1 �ADER 1`� ... , O.Serrtri(w`j�ni rltAl'6limigp µ$v,urn• TERwer Complete Pest Control Service QST RODW a Certificate of Compliance Location of Prop": , Street Norm M11 LAJJW City and State:_ ��LV1,C IJV1„ Lot# Block# Unit# Date of Treatment: Chemical Used: The above-referred property has received a complete treatment for the prevention of subterranean termites. This treatment-is in accordance with rules and laws established by the Florida Department of Agriculture and Consumer Services. Certified Operator Signature Date Randal P. Nader President Nadcr's Pest Raiders, Inc. P.O. V0X 3J99-POnte Vectra Beach,FL 32004.3399 10056 Sawprass drive West•Ponte Vedra Beneh.FL 32092•(904 285-0091 •FOX(904)273-ow'.1 f=6lrtRMIT13 BOACh•(904)277.0090•St.Au9U5tm(904)946-PES7 JackaanVille(9041223.4255.Orange Park(904)272-6601 •Palm Coast(386)447-PEST toll Free(866)4 NADERS I(W)462.3377 www.na0ersoestraiders.c am .. . .... .... . . .. t M I A M IRADE NI IAM I-DADE COUNTY,FLORIDA _ METRO-DADE FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE(8CCO) 140 NEST FLAGLER STREET,SUITE 1603 PRODUCT CONTROL DIVISION MIAMI,FLORIDA 33130-1563 (305)375-2901 FAX(305)375-24M8 NOTICE OF ACCEPTANCE (NOA) Jeld-Wen, Inc. 3250 Lakeport Drive Klamath Falls,OR 97601 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has.been reviewed by Miami-Dade County Product Control Division and accepted by the Board of Rules and Appeals(BORA)to be used in Miami Dade County and other areas where allowed by t the Authority Having Jurisdiction(AHJ). This NOA shall not be valid after the-expiration date stated below: The Miami-Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted. manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify,or suspend the use of such product or material within their jurisdiction.. BORA reserves the right to revoke this acceptance, if it determined by Miami-Dade.County Product Control Division that this product or material fails to.meet the requirements of the applicable building code. This product is approved as described herein,and has been designed to comply with the High Velocity Hurricane Zone of the,Florida Building Code. DESCI<tIPTI.ON;Series"Doorcruft®Steel"6'8 Outswing Opaque.Steel:Edge Door)v/wo Sidelites, APPROVAL DOCUMENT:,DrawingNo 5-21024titled'Outswmg,Opaquc',Stecl Cdge Steel Door up to'107x. 4 Unit",sheets'I:'h ugh"7,prepared by RW Buildinl;`Consu�:tants, Inc,dated 5%3QX0�,bearing clic Miami-Dario County Product Control Approval stamp;with the Notice of Acceptance number and approval.date.by the.Miami- Dade County Product Control Division. MISSILE IMPACT RATING: Large and Small Missile impact LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo,city,state and following statement: Miami Dade County Product Control Approved",unless otherwise noted herein. RWAL:of this NOA shall be considered after a renewal•application has bcen filed and there has been;no EA _l change in the:applicable building code negat4vely affe-ting,the performance of this pcoduct TER�IN(INATION of this NOA will occur after.the expiration date or if there has been a revision;orchange in the materials;use,and/or manufacture of the product or process.Misuse of this NOA as an endorsement of any product, for sales,advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISENIENT: The NOA number preceded by the words Miami-Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed,then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall he provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official This NOA consists of this page 1 as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez, P.E. MOA No 02-01.07.02 o Expiration Date: July 3,.2007 Approval Date: July 3,2002 Page I DoorCraft STEEL EDGE 74.5" OVERALL MAX. FRAME MOTH 70" OVERALL ® MAX. FRAME WIO7H 36.625" MAX. 36" MAX, STEEL EDGE OPAQUE INSULATED STEEL DOOR PANEL WIDTH PANEL WIDTH 36" MAX 15.5' MAX. OUTSWING 6.6 UNITS W/d W/OUTSIDELITES WIASTRAGAL r PANEL WIDTH FRAME WIDTH � 2 GENERAL NOTES ~ 1. THIS PRODUCT IS DESIGNED TO COMPLY WITH THE FLORIDA BUILDING CODE. Cr 2. WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS 1N-ACTIVE ACTIVE 0 Lu W D = Z 3 cV TO THE STRUCTURE. i x o x Z 3. PRODUCT ANCHORS SHALL BE AS LISTED AND SPACED AS SHOWN ON DETAILS. ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSINGOR STUCCO. �yi a 4. DESIGNED PRESSURE RATING SEE TABLE PAGE 1. m 6 cti O® 60.MAX ' 5. THIS SYSTEM MEET THE WATER REQUIREMENTS FOR "HIGH VELOCITY O $ 17- HURRICANE ZONES'. SEE DESIGN PRESSURE CHART BELOW 1 r r 6. THIS SYSTEM REQUIRES WINDBORNE DEBRIS EXTERNAL PROTECTION AS PRESCRIBED , IN SECTION 1626.1 OF THE FLORIDA BUILDING CODE, AT SIDELITES ONLY. 'n o Co o �- tZ RESIDENTIAL INSULATED STEEL DOOR o coK (Common to oil frame conditions) Door Leof Construction: ALL UN - L; Face sheets 24 go. (0.021") minimum thickness, Galvanized steel A-525 Ot1T5 NR ROAt E1 ARE IONR� ED ljoyguk NG UM o I W commercial quality AKDO per ASTM 620 with yield strength i Fy(ove.)=24,600 psi. 37.5' OVERALL 107' OVERALL MAX. FRAME WIDTH '' Core desigm Expanded polystyrene with 1.0 to 1.25 lbs. density, MAX. .FRAME WIDTH 36.625' MAX. by Jeki-Wen lex PANEL WIDTH 36" MAX. 36" MAX. 15.5" MAX. o Panel Construction The active and inactive door nets are constructed from 2 24 a r .PANEL WIDTH (0.0211 thick golvonized steel skins with roll formed edges to receive the 1.73,wide x PANEL WIDTH' I W�ASTRAGAL FRAME WIDTH a a 1.219'thick one piece continues roll formed galvanized steel side stiles/top roil The tops of the steel panels are bent at a ninety-degree angle to overlap 0.25' the steel top rail ` and side stifes..The bottom rod :s 0021'roll formed steel 1.67'wide x 1.21'high formed to receive door bottom sweeps when required. The steel bottom is butted to the ® ® _ _ / MAX.side stiles. The side stiles have a'tab, which is bent 90' over the bottom roil and W W-ACM WIDTH ? c secured with a 0.25'x 0.5' 16ga rivet of each comer. The bottoms of the steel panels x x p d w ore bent of a ninety-degree angle to overlap the bottom roil 0.25'. Each hinge location -� o o on the hinge stile is internally reinforced with a 1.131'wide x 1.213"deep x 12.404' / a_ :9 piece of pressed fiberboard, (MDF board). The interior cavity of each door is filled �{ a 6" MAX W with polystyrene.The face sheet is glued to the polystyrene. O o D.L.O. w o Sash Construction: The sash is constructed from 24Gk (0.021'min.) galvanized steel. The O C n o edges of the face sheet are bent 90' over the polystyrene core and and glued to it. The H a 0 sashes ore routed to receive the ODL (HP Polypropylene 7tnermoFd-P6-30fM0391) lite rri frame. The units ore glazed with .125' tempered glass. The lite frames are sealed with QSD glazing compound on the exterior. The frames are constructed from Ponderosa Pine jambs measurng 0 0 4.563'x 1.25' The head jambs are mortised and butt joined to the side jambs and aoo oro a z attached with (3).16GA. 2'x 7/16'crown wire staples. The units use a bump face " threshold measuring 4.041'x 1.0". The threshold is attached to the frame with (3) 160k �euu alma "x 7/16'crown wire staples. o SINGLE DOUBLE ASIOTABLE OF CONTENTS ELITES cor+su�rr+eTs, erre OUTSWING UNIT OUTSWING UNIT 613.684.3831 SHEET D SCRIPTI N DESIGN PRESSURE RATING 12 26 O1 1 P APprured us cuseptytep with the SeXE: N.T.S. 2MATERIALSWHERE WATER INFILTRATION REQUIREMENT IS NEEDED Fturid aotdtos ode owo.BY., WLN 3 A I UNIT TYPE POSITIVE NEGATIVE MOM A 4 T T AD.oui p,,,d n� teat BY: RW 5 AN HORING TIONS T DETAILS SINGLE WITH OR WITHOUT SIDELITES +67.0 sf -67.0 sf at ORAMM No: 6 AN LOCATIONS k GLAZING DETAIL DOUBLE W StDELRE 8ER N AST +67. sf -67.D sf DY� S-2102 7 JUNIT COMPONENTS DOUBLE W SIDELITES IMPERIAL HURRICANE ASTRAGAL) +60.0 sf -60.Opst sir 1 o i 5 5 ITEM DESCRIPTION MATERIAL i z 2 FIFiiD JAMB 1 144-x 4 9 16 FINGER JOINTED IN PINE a x PINE d d d in W 4- X 4 STEEL N X 1 FH HIN 0 STEEL 19 19 }O X I S L Qtr 8 '114' X 2 1/2-TAPCON - O 0 0 9 OUTSWNG BUMPER WSHOLD .050"EXTRUDED ALUM. ;e2 ' Z 10 MP 6 FOAM W 2 k _ 2 =,= 11 TOP RAl 1.73 x 1.21 x 1"MIN. TRK. ST EEL 2 12 801TOM RAIL 1.73 x 1.2 x 0A21 MIN. THK. STEEL r7 J SEE NOTE Y 13 1.73'x 1.21"x 0.021 MIN. THK. STEEL � 14 1 1 3 4"PFN R STEEL s 7 SHT. 4 '.: ,'.s � 1 HOOD LOCK BLOCK i. 1 x 4.0 x 11.875 WOOD 2 1'. •,i; :., 0 1.131 x 1.131 x }2.4 MOF HUARD cv 9 I rn E 1.0 to i Ib. BY J D-WEN FOAM it i 7 ' %^ ` SEE NOTE i y 1 —1,,4x 1 M o Z 10 z " ;.li. 3 SHT. 4 m w 9 Zx WOOD t- N MA 5 � cv 4O 21 KWIK 400 RIS KNOB 1.75" MIN. ;j';; 22 KWIKS TITAN 700 SERIES DEADBOLT > y�' PANEL TRK. Y 23 C, g x PHt FLATHEAD W SCREW STEEL z s 8 x 1 2 PHI TH 0 WO D S R STEEL C� w w ALUM. YtR68J AWVCiG2f/BEY ALUM. Z 2 7 = s 27 1 1199 51LICONESILICONE w 28 U ALUM. -V w i 29 ILI ON CAULK (Ciq LAWR N SILICONE C? 30 GLAZING SILICONE L Fr EXTERIOR INTERIOR o `v o NTERIOR Qg a 8 x 1 /8'1 S P NODO SCREW ASiRAC�I( WR68J TO DOOR STEEL 32 x 3 1 4 ROUND STOP WOOD USED � _ 125" MIN. TEMP.. p C KN .S T m 17 ! CLASS THK. ` HLA 8 fi0' - 36 N U N ,N _ 3 i MPR Y PP z m Y m FRAME ODL HP POLYPROP. TH RMOFIL-P6-30FM0391 POLYPROP. rn L' U7 AN 1 ¢GA .02J MIN: L L z x } 1 2 LAS (LITEa 10 , • 1 i 4 r.49 1 PINE) 9 4ESHT�4E a 1.75" ?AIN. 4 Y KN HERITAGE SERIES W00 12 PANEL THK. T r S !L 44 TRIM WX I L STEEL 4 NOr USED 2 7417 46 110 x 2 PHILLIPS FLATHEAD WOOD SCREW ^z 7 16GA RAR}TRIM NAIL 314-C. L +1 1 1 1 48 374 PRESSURE TREATED REINFORCEMENT v d dd p d a Q �eun.Dwc d CQNSUITANTS, IHC 813.884.3831 p oATE- 12126101 4 6 Approeed et rnsplyle{with the srxc: N.T.S. Fk dde�N Wel Cude ONG.ft W1�LN lw n w in w -sLnZ�S o` 1 Cwc er. RW CQ n 2 7CROSS-SECTION 7_1 VER77CAL CROSS-SECTION Mieml Dwie rrod" !1 an0 uwno-. 2 DOOR PANEL 2 SIOELITE SASH IDHrhaS-2102 sT 2 or 7 ASTRAGAL RETAINER BOLTS (4) BOLTS TOTAL, (2) 8.0" L. x z Y SEE NOTE .312" DUI. ® TOP & (2) 8.0" L. 71r� 5 8 SHL 4 x .312" DIA. ® BOTTOM W 46 6 EXTERIOR z a 17 13 EXTER10 SIX0 2 -j SEE NOTE p19TdSHT. 4 �NN 17 n [_ a 3t a p Zp 2 W 2 j INTERIOR 1 10 � chVp= INACTIVE ACTIVE 29 10 T5ITAL CROSS SECTION 3 p 3 HINGE JAMB TO BUCK 26 INTERIOR .15" MIN. C-SINK w rl-"\ HORIZONTAL CROSS sF-c-no 5" 3 AT ASTRAGAL W/WINOJAMBER It ASTRAGAL SyIM MTHK AX. i 3 SEE DESIGN PRESSURE CHART �zw .1.15" MIN. z N� EMB. ASTRAGAL RETAINER BOLTS (2) �5 TOTAL. (1) 9.0" L. x a i .312' OLA. O TOP do (1) ALUM. RETAINING SLIDE 21 34 42 21 34 42 9.0" L. x .312" DIA. ® BOTTOM (3) 1.0" x 4.5" x 0.565" aux EXTERIO SEE NOTE SEE NOTE 1 F' z 5 SHL 4 EXTEBIQB 1 2 SHL 4 W 0 4t 13 17 a 15 7 29 17 m 19 a <l.. -- N-o.5ACTIVE INACTIVE T a' zY 29 10 15 10 t 5 -� 28 �w �., INTERfdg �BUN..pNO a Jj�7ER10R ^a 3 AT ASTRAGAL CROSS SECTIQN coasuuuars, xac 813.884.3831 OPTIONAL IMPERIAL ASTRAGAL. ' SEE DESIGN PRESSURE CHART DATE 12126101 G 15" MIN. Appmv dmcompljiuswitb46s Sc"- N.T.S. �— C-SINK D Aua adiapCaie on.er: WLN F'-.25" MAX. NOAr pl[i o� ax.er: RW C SHIM 7HK. '3 Miami Dade Praioetl Im1 ONlurtra NO.: 3 LATCH JAMB TO BUCK Dlvkma - 5-2102 1.15" MIN. EMBs OF7 5 SEE SHT. 4 SEE NOTEW 6 44 48 9 SHT. 4 21 34 42 ^, 13 4 44 ^a AXT RIOR o 4 48 13 1 SEE NOTE 2 N SEE 5 SHT074 24 17 \ 14 8 SNL 4 z Y U QO&Q P9 29 38 ;n W ZINTE3 tQi W 37 L 38 � 16 3710 17 1 y;:rte; mak; 3fj ;:1,:•.;::� ry:F,• SEE NOTE ::<�,-?,:r,,,I.,;t•N:. W 6 SHT. 4 25 W Y Y ;.:'• %cr 25 SEE E3 18 iE 6 SHT. 4 _Z HORIZONTAL CROSS SECTION 32 47 SEE NOTE 40 39 41 AT SIDELITE TO HINGE .JAMB. TYP. 3 SHT4 18 SEE NOTE SEE NOTE E c� 7 SHL 4 4 SHL 4 c in N SEE NOTE 47 32 1.15" MIN. 20 t 3- SEE SHL 4 SEE N07E SEE NOTE 1 EMB. y� �- 4 SHT. 4 4 Vigo TO LATCH JAMB. TYP. .15" MIN. T SHL 4 COUNTERSINK z NOTES C a nz k Y t. SPACING FOR THE (9) IS x 1" PFH SCREW ATTACHING THE WINDJAMBER ASTRAGAL TO THE a 29 38 z INACTIVE DOOR IS AS FOLLOWS: TOP DOWN; 1.0`, 3.0" 5.0" & 19.0". FROM THE.BOTTOM UP; 1.0", 3.0", 5.0", 19.0" & 38.0 25 4' ' 2. SPACING FOR THE (14) 110 x 1" PFH SCREW ATTACHING THE IMPERIAL ASTRAGAL TO THE J7 81Q6 z INACTIVE DOOR IS AS FOLLOWS: FROM THE TOP DOWN do BOTTOM UP;,1.0", 2.5", 4.0, 5.5, r i 05 13.0",. 18.0" & 26.0". ti:, y r•':,•:^•. 3. SPACING FOR IS x 1 1/2" PLASCREW IS AS FOLLOWS; TOP & BOTTOM; (3) SCREWS (1) 3.0" IN FROM.EACH HORIZONTAL CORNER 1) MORE IN THE CENTER. FROM THE TOP 19 ( 4 OF THE FRAME DOWN ON THE SIDES; 3.0", 13.0", 26.0", 39.0, 52.0" & 63.0". INTERIOR w 4. SPACING FOR BRAD TRIM NAIL 3/4" L. ATTACHING THE QUARTER ROUND TO THE _ SIDELITE IS AS FOLLOWS; TOP & BOTTOM; 1.25" IN FROM EACH HORIZONTAL CORNER WITH (1) Mo MORE NAIL IN THE MIDDLE. SIDES; 1.25" FROM EACH END & SIX MORE EQUALLY SPACED ON 17 THE FIELD. 5. WHEN ATTACHING THE STRIKE PLATE TO THE JAMB AND BUCK USE 18 x 2 1/2" 4' 4 47 SEE NOTE 40 SEE NOTE 4E Z PFH WOOD SCREW. WHEN ATTACHING THE STRIKE PLATE TO THE JAMB AND SIDELITE JAMB AT 4 SHT, 4 1 THE MULLION USE #8 x 2." PFH WOOD SCREW. 25" MAX SFI1M THK. 32 SEE NOTE Ed. 6• SPACING FOR #8 x 2.5" PFH WOOD SCREW ATTACHING THE MULLIONS TOGETHER IS 7 SHT. 4 O.HORIZO TAL CROSS SECAS FOLLOWS; 6.0" FROM EACH VERTICAL CORNER WITH (4) MORE SCREWS EQUALLY SPACED, A AT SIDELITE TO BUCK. TOTAL OF (6) SCREWS PER EACH VERTICAL MULLION. 7. THE SIDELITE IS SECURED INTO THE SIDELITE JAMB WITH SILICONE CAULK ON THREE DAM 12126101 SIDES & 3/8" x 3/8" 1/4 ROUND & BRAD TRIM NAIL x 3/4" L. Appmdmwolplyinrnilk gK ScAl' N.T.S. 8. WHEN ATTACHING THE HINGE TO THE JAMB AND BUCK USE #10 x 2" PFH WOOD Florida n�inlCCwlc wa.[IY WLN SCREW. WHEN ATTACHING THE HINGE TO THE JAMB AND SIDELITE JAMB AT THE MULLION USE Lyro 10 x 1 3/4" PFH WOOD SCREW. nuAaoz nines n� cw.ft. RW Attsotl uwte prtq� hW duwsxl NO.; 9. THE MULLION CAP IS ATTACHED TO THE PRESSURE TREATED REINFOECEMENT WITH ITEM 118 A Ry u S-2102 I" TRIM NAIL SPACED A MAX. OF 12" ON CENTER. stw 4 or 7 I SEE DETAIL "F" SHEET 5 SEE DETAIL SEE DETAIL G SHEET 5 —{ JSHEE T 5 cc 3 3" 6" I 1 4" I 4" 6" 6" 4" 4" I 1I I I I II ® II 11 >. — TYP. 3,. ® — h ( TYP. ( U Q CC to SEE © ® "? WC7j Z _TYP. ^n z COODETAILT1'P. TYP ^n 3 Y QQ SEE DETAIL of ;� J SHT . N O w< _ H SHEET 5 - tnta U Q W 6E SH. 4 Ud as _ TYP.- ^a _ -TrP. n'P_ n E 8 8 3"—i I TYP. I I DTYP I B L C 1 I ®pPI I- 3:0- 6. 3" 3" 4"--j 6" 6" �� 4" Etna 6" �-- j � 4" 4"� � i 3" 3 5EE DETAIL -^^�ff1 hrrr K SHT. 5 DOUBLE DOOR ANCHORING LOCATIONS SINGLE DOOR W/SIDELI7E ANCHORING LOCATIONS ti o c al Z 6 14 4 ASTRAGAL RETAINER BOLT HOLES MUST BE DRILLED r5SSHT 4E THROUGH THE THRESHOLD ' • & INTO THE MASONRY DEEP ENOUGH FOR A 2" THROW 8 0 0 DETAIL H STRIKE DETAIL G HINGE PLATES TO WINDJAMBER 11 c c TO JAMBS & DOOR 4 ASTRAGAL SEE NOTE 5 SHT. 4 SEE NOTE 5 N^z 8 SHT. 4 ` DETAIL K SILL DETAIL K SILL Butwtrro IMPERIAL ASTRAGAL coNsutsANTs, INc 4 WINTAINERR II ASTRAGAL RETAINER BOLT THRESHOLD 8t3.884,S83t SEE NOTE RETAINER BOLT HOLES STRIKE PLATE Q 5 SHT. 4 - 5 B 12126101 p Appmwd a wmplytat with thA SCALE N.T.S. Fh.w ,Uekt6sCude Dwo.BY. WLN Date _6 t NOAM 02• '7.I)7 "BY. RWWiNDJ fl GAL DETAIL J STRIKE MiamlUaAeP[ad RETAINER BOLTS HEADER IMP OPTIONAL DETAIL H STRIKE ySTRIKE PLATE RETAINER BOLT HEADER PLATES 70 JAMBS PLATES TO IMPERIAL STRIKE PLATE SEE NOTE 5 SHT. 4 ASTRAGAL (7) MORE EVENLY i SPACED AT 9:89' 1 _ 1.75" MIN. W r rn m , PANEL THK. .•=-1 Z W m W v io ro 36.375"—'� �^ 5.5" N v 1 tD rn p' 1 w W ?m a,m En `u mm im v -10 co mm N� W _ W fn v x TI' � to m N 1 I ,-i Z 1^ 125 MIN. TEMP. v GLASS THK. 0 En 7.375" r 38.375' m p 69.375" N r (7) MORE EVENLY ? SPACED AT 9.89" tn�Otn rn ` � Y--- 36.375' 5.5" 1 I I I I 1�® I ^1 1 1 301 1 1 1� rn to = 69.375" �a=aq a=te�=s s' '�?s 7.3775"6 ' (7) MORE EVENLY SPACED AT 9.89' E N s s m P OUTSWING DPAOUE STEEL JELD WEN,INC. ,n Is � ro EDGE STEEL DOOR UP TO 31725 HIGHWAY 97 NORTH ? 2 530 02 MEIA — pj PART OR AS Y: CHILOQUIN.OA.97624 o 1 O3 13 02 ANCHORING LOCATIONSPH.541.783.2057 107'x 6-8 UNIT z O TE & GLAZING DETAILS MIAMI-DADE MIAMI-DADE COUNTY,FLORIDA _ Nili'I'RO-DADS H AGLER BUILDING BUILDING CODE COMPLIANCE OFFICE(BCCO) 140 NEST FLAG LER STREET,SUITE 1603 PRODUCT CONTROL DIVISION MIAMI,FLORIDA 33130-1563 (-,05)375-2901 FAY(305)375-2908 NOTICE OF ACCEPTANCE (NOA) Jeld-Wen, Inc. 31725 Highway 97 North Chiloquin, OR 97624 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami-Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Niiami-Dade County Product Control Division (In Miami\Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or,material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami-Dade County Product Control Division that this product or material fails to meet the:requiremcnts of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Jeld-Wen Series"DoorCraft" double outswing insulated Steel Door (Steel edge) APPROVAL DOCUMENT: Drawing No. S-2074,titled "Outswing Steel Door", sheets I through 8 of 8, prepared by R.W. Building Consultants, inc, dated 12-01-00 and last revised on 05-20-02, bearing the Nliami- Dade County Product Control Approval stamp with the Notice of Acceptance number and approval date by the Miami-Dade County Product Control Division, MISSILE IMPACT RATING: Large Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's mane or logo, city, state and following statement: "Miami-Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use,and/or manufacture of the product or process. Nlisuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami-Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. if any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shalt be available for inspection at the job site at the request of the Building Official. This NOA 01-0122.11 and consists of this page I as well as approval document mentioned above. The submitted documentation was reviewed by Ishaq 1. Chanda, P. E. NOA No 01-0122.1 t Y _ Expiration Date:June 13,2007 Approval Date: June 13,2002 Pagre I DoorCraft®Sfeel Door SWOLE OR DOUBLE OUT-SWING STEEL EDGE DOOR O IN A HOLLOW METAL STEEL FRAME z 40.25" OVERALL FRAME WIDTH n 76.0" OVERALL FRAME WIDTH 36.0" MAX. Z 3 IM GENERAL NOTES36.0" MAX. PANEL WIDTH 1. THIS PRODUCT IS DESIGNED TO MEET THE SOUTH FLORIDA PANEL WIDTH W h BUILDING CODE 1994 EDITION FOR MIAMI—DADE COUNTY. 3 2. WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY <1 Ip N TO TRANSFER LOADS 70 THE STRUCTURE. ® ® ® ® ® U, M U a ' J. PRODUCT ANCHORS SHALL 8E AS LISTED AND SPACED AS SHOWN ON DETAILS. ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. z 4. DESIGNED PRESSURE RATING SHALL BE AS FOLLOWS: — w —SEE DESIGN PRESSURE RATING TABLE SHEET ONE. U _ = 0 �a ❑ 5. THIS SYSTEM MEETS THE WATER REOUIREMENTS = w W ao vt Z oo �z IN MIAMI—DADE COUNTY. w = u ❑❑W o L z O a O yam n z� RESIDENTIAL INSULATED STEEL DOORW/ TEEL EDGE ° p O �cs3 n (Common to all frame conditions X °zo Door Leaf Construction: Face sheets- 24 ga. (0.022") minimum thickness, > n o ��oti wa Galvanized steel A-525 commercial quality — ARDQ o z ❑0 Ad rr. es� per ASTM 620 with ave. min. yield strength Fy=53,650 psi. o o; m n a Core design- Expanded polystyrene with 1.0 to 1.25 '004 lbs. density mfg, by Jeld—Wen. »»� t F F r— Construction, The .022" thk. steel face sheets are z=z z glued to the expanded polystyrene (EPS). The steel gg N 0 rails (.040" min.) and steel stiles (.040" min.) areL rolled formed. The face skin at the top and sides are bent over and into the stiles & rails to make a z mechanical lock. At the bottom the face skin is g bent 90' over the rail. A wood lock block w w W W ut reinforcement is used. SURFACE BOLTS ARE w w w w Frame Construction The head jambs and side jambs SHOWN IN THIS VIEW 3-0 x 7-0 OUTSWING ELEVATION 0 0 0 0 are a one prece formed steel trome from 16gqo. BUT THEY ARE ON THE N N N galvanized steel. The corners are mitered butFed. The INTERIOR FACE OF DOOR VIEWED FROM THE EXTERIOR o 0 0 0 header has slotsfofor the tabs that are welded to the o rn side jambs. The bs are bent 90' over the header after 6-0 x 6-8 OUTSWING FLEVATtON N^^o ao being slipped through the slots. The units use a VIEWED FROM THE EXTERIOR 'n'n n CN bump face threshold. 000-- v h N —H0 TABLE OF CONTENTS �auitoiNc CONSULTANTS. LNC SHEET DESCRIPTION DESIGN PRESSURE RAPING 8t3.884.383t 1 GENERALNOTES ELE�ATIONSWHERE WATER INFILTRATION 2 VERTICAL CROSS SECTION & BILI, OF MATERIALS UNIT TYPE QATE 12101100 3 HORIZONTAL CROSS SECTIONS, 1 3, 2 3 & 3 3 REQUIREMENT IS NEEDED 4 HORIZONTAL CROSS SECTIONS, t 4 & 2 4 3-0 x 7-0 SINGLE MAX. +80.0 psf —80.0 psf :pnn.•d .aomtt>t� ..d,ti,. SCALE: N.T.S. 5 ANCHORING LOCATIONS DETAILS & ANCHORS /BUMP THRESHOLD SEE INSTALLATIONS 66t'c C.11 owc.or. 71JH 6 ANCHORING LOCATIONS DETAILS & ANCHORS NirA„_1_c,:_ tt cwc.ev: RW 6-0 x 6-8 DOUBLE +55.0 psf —55.0 psf ati"i u.dr Pnduc�Cvntrol 7 ANCHORING LOCATIONS, DETAILS & ANCHORS oaAwtNc No.: THRESHOLD 8 UNIT COMPONENTS & DOOR MODELS W/HIGH DATA �{,(,t<_ I G CGFS-2074 •< svtFr 1 av Q ITEM DESCRIPTION MATERIAL t A T - cn cd 2 H.M.F. HEADER 16GA. STEEL BY FLEMINC STEEL = d wet w o 3 H.M.F. I JAM 16GA. STEEL Y F MNG T F" ' A z z'� 4 H.M.F TCH JAM 16 A. ST L Y F EMINGSTEEL 23 Gula 1G BWPER THRcSHOCD HK}I WATER ONI V URRVL.051'Ot'IRUDED AL0h1. ALUM. Z N a n a" �_, �_ 6 -4--x 4 U Hi 1 a. . 9 HAGER) STEEL n N X 1 P H WOOD W HING DOOR STEEL °D 8 10-24 x 3 4 M.S. HINGE TO FRAME STEEL 0 - OC hp 9 8-32 x 3 4 M.S. DEADBBOLT PLATE TO -AME STEEL 2 3 N t0 10 x 2" PFH WOOD SCREW STEEL T Z 47 - 11 3/16- TAPCON BY E C STEEL W p 12 OUTSWING BUMPER THRESHOLD .053` EXTRUDED ALUM. ALUM. �y O 13 COMPRESSION WEAHFOAM cu 14 TOP RAIL 1.73" x 1.21" x 0.040" THK. STEEL W ►, _ 15 BOTTOM RAIL 1.73 z 1.21 x 0.040" THK. STEEL ' t7 V LL 2 43 16 SIDE STILE 1.73 x 1.21 z 0.040 THK. STEEL 172 1 2" PFH W CR STEEL 18 8 x 2" PFH WOOD SCREW STEEL 14 34 29 19 W000 LOCK BLOCK 1.67 x 3.0 x 11.75 WOOD w i 1 20 1.18 x 1.18 x 82 MOF BOARD STEEL oN 40 2.5" MIN. EMBEDMENT 21 STE L Z-ASTRA L o°oma P~ 22 IXPAN POLYSTYRENE E 1.D to 1.25 Ib. DENSITY BY JELD-WEN FOAM aau �W 39 2.0" MIN. EMBEDMENT 23 MASONRY WALL CONCRETE CONC. owa ~ v24 WOOD STRUCTURAL MEMBER WOOD y�C. @ �� Z m 25 KWIKSET TITAN 700 SERIES KNOB lg"'�m caw �0 26 KWIKSET TITAN 700 SERIES DEADSOLT N v0 o27 WOOD METAL STUD ANCHOR SEE SHT. 5 STEEL 30 co _ 28 COMPRESSION ANCHOR SEE SHT. 5 STEEL v offni5 0 rzr w x z o 29 BUTTERFLY ANCHORSEE SHT. 5 STEEL Q�Q�pOx any T w 30 Z-ANCHOR SEE SHT. 5 STEEL a a w= __ 31 T-ANCHOR SEE SHT. 5 STEEL o =a 32 FRAME HINGE REIN PLA FOAM =x x x r .3/15'33TAPCON BY ELCO STEEL 22 '- w ?© 34 COMPRESSION tlf IP FRAM SCk GE -ON OST 675 FOAM z z z z w z o = X7 RIR NT 1 R 35 YALE KNOB HERITAGE SERIES z 0 36 YALE DEADSOCT HERITAGE SERIES a° x v w 1.75" MIN. 37 12-24 x 3A'M.S. STEEL a a 0-1 cc i PANEL THK. 38 NOT USED - z _= w w 39 1 4'x 5'TAPCON BY ELCO STEEL r, Ma m z 1 40 3/8'x 5'TAPPER WL STEEL w z z w m w v"+ X7 RIOR � �q a 41 IVES SURFACE OLT SEPo S 45 STEEL ` 0 a n RI o^' w 4a a P2 42 1 4 SEX BOLT SURFACE BOLT ATTACHMENT STEEL �y a co - J 43 H.M.F. HEADER 16GA. STEEL BY KEWANEE STEEL a a d w of p o 1.75" MIN. 44 H.M.F. HINGE JAMB 16GA. STEEL BY KEWAN o M a v r ^ m PANEL THK. -0 a ^ I > t5 45 H.M.F. LATH JAMB 16GA. STEEL BY EWANEE STEELN a 5 0> ° 46 8 x 2'PHI PANHEAD SCREW STEEL o a 0` 13 11 1 0 ° 33 47 SILICONE CAULKSILICONE 0 15 13 48 3/16- TAPCON STEEL M h' Z m ^ t z O 12 euu owc Q] m 1 CONSULTANTS, INC � 0 1 L� 1.25" MIN. 873.684.3831 ^'m EMB. 4 ' DAME 12/01/00 d • • •� _ .d Appl—1 a, SCALE: N.T.S. Fl-id.ll'idioxC'.N owc.wn TJH f/afr �.iE''S,inG2 . ' ...• A!):1a O)—G�2z.tl CNK.9Y: RW VERTICAL CROSS SECTION Nti—i Wda I'md.,t Caalrol DRAWING N4: 2 W BUMPFACE THRESHOLD s,'i<<<� 1 I„ {, ' 5-2074 �11 FR IGH WATER SECTION 7NiS CONFIGURATION ONLY MEETS WATER 2 W/NIGH WATER DAM THRESHOLD REQUIREMENT WITH THE SINGLE UNIT sN�r 2 oe 8 4 45 s 25 35 27 INTERIOR 1- 1 z3ocil 24 34 22 W� STRUCTURAL 3 .. MEMBER q ulmaa SPACING IS AS FOLLOWS: TOP DOWN 1 1/8", 6 1/8", 17 7/8", 28 3/8", 38 3/4" t WHEN ATTACHING TO A Y 48 5/8', 65 3/8" & 77 3/8" 25 35 `a Li METAL STRUCTURAL STUD 46 ¢ MEMBER USE ITEM J37 37 18 19 37 Opo o y Li ~ 42 41 1 NT RIR u WW e y �� N HORIZONTAL CROS ZION EXTERIOR 1 Lo 3 LATCH JAMB 70 WOOD OR METAL STUDknz W/A WOOD/METAL STUD ANCHOR a w a 34 22 ozd N NOTE: �IIY3� r2o STRUCTURAL WOOD OR STEEL MEMBERS MUST ji x� CARRY 142 11ft LOAD AND THE S7RUCTURA 'd MEMBERS MUST BE VERIFIED BY THE a a w APPROPRIATE OFF(CIAL. zzzz o000 29 `ee `bp 37 16 zzcxz 14 Z cn d ' d � 44 3 . 23 R( R w a z w ♦e 19• z= NT RIR 3l A�RIZONTAL ZSTRAGALOSS SECTION o o a o ~ THE SURFACE BOLTS ARE o M N•r 34 ON THE INACTIVE DOOR ONLY (TOP & BOTTOM) 22 1 7 0 000 ' 40 2.5" MIN. EMBEDMENT !/(f eull°INc CONSULTANTS, INC • 39 2.0" MIN, EMBEDMENT BtJ.684.363t own 12101100 • Ary-,d ,.„,old>�g"ilhm� suaF: N.T.S. EXTERIOR 20 16 6 FFvida Bufd o�C.Nln owC.eY: TJH 6MIN. 2 EMB. CNK.BY: RW 32 FOR ITEM #39 ac.o,i ifad,11-1-t c-f-I wax-Nc NQ.: 2 H RIZONTAL CROSS SECTION „ ,, 2.5” MIN. EMB. _ !./1 �, 2074 3 HINGE JAMB TO MASONRY FOR ITEM S- W/BUTTERFLY ANCHOR tYaO vl�r 3 CF 8 30 LDED TO 25 35 Z rnrn o fN7 RIOR 2 3�N 1 34 NEW MASONRY 22 CONSTRUCTION W — STEEL STRUCTURAL NO SHIM SPACE 10.8" MIN. EMB.— STUD MB.STUD MEMBER 6 N J 4 SEE NOTE BELOW SEE NOTE23 Lj x 2 19 BELOW INTERI R 5 U d 31LQ , . Kz WHEN ATTACHING TO A METAL STUD USE // 10 X 1.0" 2= 44 3 O .�°4 oog PAN HEAD SHEET METAL SCREW 37 16 - oo OAI (NOTE: "Z•• ANCHOR USED PRIOR SEE NOTE �'�' B TO DRYWALL INSTALLATION.) TX ER10R ha Y BELOW J J� 11 HORIZONTAL CROSS SECTION C� oz vw NZ 4 LATCH JAMB TO METAL STUD 34 Z N2 WIZ-ANCHOR 22 7 :� v 03 o 0 N07E: v z 7 O.O O. SII o o zc� STRUCTURAL WOOD OR STEEL MEMBERS MUST ^a 0 I ° '' : �I�0 t v CARRY 142 J/ft LOAD AND THE STRUCTURAL I a( a MEMBERS MUST BF VERIFIED BY THE APPROPRIATE OFFICIAL e •. ' zzzz in fnLnV 28 INTERIO 20 8 o 16 MIN. 2250 PSI v 44 3 6 32 RI R CONCRETE L 2� cl,NHORIZONTAI CRQSS SFCTIQ0 0 0 0 4 HINGE JAMB TO MASONRY N v k N ^Od W/7-ANCHOR (TOTAL 5 PER a p i 22 1 34 JAMB 18.0' O.C. MAX.) o o 7 a STRUCTURAL WOOD NOTE: MEMBER SEE THE FRAME MUST BE GROUT FILLED NOTE BELOW OR THE T-ANCHOR MUST BE WELDED TO THE H.M.FewwlNc CONSULTANTS. INC '. 813.684.7831 CAM 12/01/00 FXTERIOR App ncdu nnntd>in widithc SCALE: N.T.S. 20 rl,ha,tt idi ',cede owG.BY. TJH 1 fi 8 n.f<_y_ E I'1Lc_� No7E: STRUCTURAL WOOD OR STEEL MEMBERS MUST '" RW 6 32 rc a ac„�INI rnumNG No.: 4�2 HORIZONTAL CROSS SECTION CARRY 142if/ft LOAD AND THE STRUCTURAL u HINGE JAMB TO WOOD OR METAL STUD MEMBERS MUST BE VERIFIED BY THE _t 1 Ll-� .rl S-2074 W/COMPRESSION ANCHOR APPROPRIATE OFFICIAL. sNcer 4 ov 8 cr SEE DETAIL8" Z N 6" `H' SHT. 5 4 } O r TYP. TYP. 39 TYP. h 3 a N�! TYP. TYP. lo r T 2 v SFE NOTE BELOW "? c7 U 4 SEE _ ^ DETAIL SHT. 5 as a EXTERIOR to VIEW h ` SEF_ NOTE__BELOW _ N / pp o aR (OUTSWING) �v N ry SEE SEES OZ — SEE DETAIL DETAIL EXTERIOR DETAIL vi "F' SHT. 5 'F' C VI EW D D "F' �'03'to z'� 3 B SHT. 5 (OUTSWING) SH. 5 2zo oa NP. 39 n TYP. TYP. n a�oz) ZUo O Bo 40 4 A A TYP. r 1 1 TYP. mj a o 1 1 TMP' 23" 23" z z z z IC 7' 8.5' voiuo_i9 '1 6" 6" 8.5` SIGN DEPRESSURE tn EXT. +55 sf ° of y SEE DETAIL TNT. -55 s£ o "J' SHT. 5 z z z DESIGN PRESSURE 4 37 0 0 0 EXT. +80 p s£ 11 NNN'- i 8 "-� 7 0000W NT. -80 sf Fy MIN. = 43,000 psi 3 o " ; N ¢o t MIN. 18go (.048") o � 7MN•-O 2' >> 31 DETAIL "H" SAIL 'J" DETAIL 'EDETAIL "F" o.75' Od OSURFACE BOLT STRIKE SURFACE BOLT STRIKE �6uiW Nc O g15" PLATE TO HEADER PLATE TO THRESHOLD STRIKE PLATE do DE4DBOLT PLATE HINGE TO JAMB & DOOR coNsuuwTs. INC TO FRAME OR ASTRAGAL 873.684.3837 ss• Uwr-� 12O1/00 2 Ap....,cdn,-.+y,i,„ „lu,me .T.S.MASONRY T—ANCHOR Fb, d.ttuwin TJH (5) REO'D PER JAMB u,.r - z_cc NOTE: -5PACED i8 0` O C .j�Hi>,u.•N nd ci cn��l c"K.er: RW BUTTERFLY WAIL ANCHOR n,iun � '` FOR APPLICATIONS NOT UTILIZING �,... c... _ 5-2074 EXISTING MASONRY ANCHORS (4) REO'D PER JAMB W/ITEM #29 ABOVE 5 t = .045” sxffT 5 or 8 SEE DETAIL 8" -i 6" 6' "H" SHT. 6 4" 40 �o >�4 TYP. 40 2 N TYP' � G-7 _ 4 04 Cc N (6ato t i o _ v .r SEE N0._._TE BELOW *r ._ v v -� SEE v m 40 W m U fL- DETAIL M TYP. TYP. SHT, b EXTERIOR `� / } 1i -- VIEW -- o ,, SEE NOTE BELOW �m� L Lj (OUTSWfNG) �' N 4 /" po0Q ZO CO EXTERIOR oSk �-t n a 1 , v A SEE VIEW B v DETAIL ^ C (OUTSWING) D ^ D DETAIL m SEE O ^ SEE DETAIL „F" "F" V7 V, 3 v� ^ "F" SHT, 6 A 40 40 SHT. 6 40 SHT. 6 '3 TYP. TYP. TYP. TYP. o� o U B o 0 2 TYP. — & a o 1 11 1YPUji ! 1 I 1 ! I a a 23' 23' r-� m I- ------ --t B.5` DESIGN PRESSURE EXT. +55 sf NT. -55 sf I N SEE DETAIL DESIGN PRESSURE J" SHL 6 J 0 EXT. +55 sf Ln 4 37 w w w w Fy = 43,000 MIN, 1N7. 'S5 sf 11 t = .053" MIN. 37 • ry s h 1?5 0 1 . O�^•tN S• 3� • DETAIL •F a n N z DETAIL "J" -Z"� DETAIL "H' SURFACE BOLT STRIKE STRIKE PLATE & DEADBOLT PLATE DETAIL "F' 0. o, SURFACE BOLT STRIKE PLATE 70 THRESHOLD TO FRAME OR ASTRAGAL HINGE TO JAMB & DOORBU LDING o PLATE TO HEADER ,a 5 CONSULTANTS, INC WOOD/ANAL STUD ANCHOR 8t 3.6e4.383t (3) REO'D PER JAMB Fy = 43 ksi MIN, S-WE SPACING AS ITEM SV40 ABOVE t = .053" MIN. 6S+ 2 DATE 12 01/00 ATTACH TO WOOD STUD USING- 2—ANCHOR /+ P ,y�p+.nc-I:nr+�mphirt;;..ithrhr SCALE: N.T.S. ITEM #46 (2) PER STRAP (3) REQ'D PER JAMB Dwc.BY: TJH {4} T07AL PER ANCHOR SAME SPACING AS ITEM N40 A80VE Nu a o_Lo 1 z'2-i CHK BY: RW 11-o'Ueda P'w.a ContnrF ATTACH TOM AI �-----SiU US7NC• ATTACH 70 METAL STUD USING' " Drwwwc No.: BUTTERFLY WALLANCHOR u.�l�„mac 5-2074 ITEM 37 (2 PER STRAP 2 # 10 X 1.0” PAN HEAD (3) REQ'D PER JAMB W/17EM X40 A80VE (4) T TAL P�R ANCHOR SHEET METAL SCREWS PER ANCHOR t = .045" JSHM 6 OF B 6" 6' SEE 7 4" 8 } � t` � f" H" sHT.r. 7 � n TYR TYP. ',n " m 4 n TYP. TYP. O �W T T v SEE NOTE BELOW o U 4 SEE m t DETAIL "T HT. 7 00 z EXTERIOR OOe � VIEW j N SEE NOTE BELOW % gok °o r' �-\- (OUTSWING) CQ EXTERIORww e 1 SEE SEE VIEW SEE � E DETAIL DETAIL j (GUTSWING) DETAIL yN i v44 ui "F" .F" C D 0 "F" B SHT. 7 SH7. 7 C SH. 7 (((°Z� �-' oo to Q TYP. a O aY 6• 6. I I 23' 23-----4t o zo z 7" 8.5" I 1 FRONT & BACK o DESIGN PRESSURE SEE DETAIL FRONT & BACK DESIGN PRESSURE N EXr, +55 sf NOTE: N7. -55 sf STRUCTURAL WOOD OR STEEL MEM&ERS MUST "J. SHT. 7 EXT. +55 sf z �RRY f 42lff LOAD AND THE STRUCTURAL, 37 INT. -55 psf � MEMBERS MUST BE VERIFIED BY THE - NNN"- 0 0 0 2 APPROPRIATE OFFICIAL 3 37 o 0 i / 1 MN^•Z DETAIL "E" DE7AIL "F" N-fl STRIKE PLATE & OEAO80LT PLATE HINGE TO JAMB & DOORDRYWAI-I COMPR S !ON AN NOR 70 FRAME OR ASTRAGAL (1) REO'D PER JAMB AT TOA SECURE BOTTOM OF EACH JAMB DETAIL "H' DETAIL "J" twTE.12/05/00 W Z fTEM 17 SCREW 8 x 2 112') SURFACE BOLT STRIKE SURFACE BOLT STRIKE m>bind hm< scue �O ( ) PLATE TO HEADER ..,; << N.T.S. FRONT AND BACK PLATE TO THRESHOLD M.BY: TJH u:,.• _-z CHK.BY, RW Miami Dude Pnwluct Cunttul OPAWING NO,: 0 \char--. 1 t 5-2074 sT 7 ov 8 'SSS " VARIES W/WALL SIZE 4.041 (5 5/8" MIN. WIDTH) 2" 5• VARIES W/WALL SIZED 1 110 SEE NOTE Z 1 BELOW r\ ( I —T } a(n Ot2 .580" F'� a '� VARIES W/ N z 3 0 N OUTSWING BUMPFACE THRESHOLD i Q ) I WALL SIZE 4 =Z q FRAME WEATHERSRTIP o 053CALER1jD�Q AL�glNUM SCHLEGEJ O- 0_ _ N ODST575 (FOR SINGLE DOOR UNIT ONLY) 1 AS A.e o N © .O6? FORMED STEEL }--1.938"--{ 1.563 > cq U C. r 1.73" 2 3 4 o 0 1.268" 4 44 4 SF! FRAME PROFILE 16GA. STEEL KEWANEE & FLEMING —�-� 1__ t NOTE: ^, T o 1. WHEN THE MASONRY T-ANCHOR oo Ln v w IS USED THE RETURN LEG ON vv� ww THE FRAME MUST BE 0.25" -6wQ oo MAXIMUM OR THE T—ANCHOR ins m :FI---3.25"—-t--2" 140" .25" E- MUST BE NOTCHED 0.25". (n^� po 5.25" az30 ^ v0 OUTSWING HIGH DAM THRESHOLD 525 14 DOOR STEEL EDGE CAP. THRASH_ OLD Wfg-H£RSRTIP TOP. LATCH STILF & HINGE STILE .25" ov)= 053" EXTRUD ALU INUM � O SCALE: t7Q = tM SCH O- ON ODS650 LJ 040" ROLL FORMED STEEL 13 SCALE: FULL u� O F � N V) L 10 1.73' yzoa -� -�.� DOR STEEL EDGE CAP BOTTOM ix Ex 8:0" ----{ �- --4.5"---{ � .040` ROLL FORMED STEEL - o FRAME HINGE REINFORCEMENT f --`-.0 ------- z z cz v' O 32 KEWANEE FRAME 7GA. H.R.S. 2 FRAM HINGE REINFORCEMENT 8. O FLEMlNG FRAME 7GA. C.R.S. O OO D' MAX. PANEL �•75 N N N- WIDTH 36" r I v NMeq–+ OQ in ® ® ® ® ® ® 41 n 2.031, v I n z N ® ® ® ® ® SURFACE BOLT (IVES 25" STEEL MODEL 455) J �"v �BUILDINC •IJ II � ® ® ® CQNSULTAN7'S, INC �� e e e® ® • e e Bt 3.884.3831 Qa z ® DATE:1210 1 00 53 a ® ® ® ® v 1a` g hio•withthe DWG, N.T.S. 'QS ti,,,id,lSumin>;( 1.• Dwc.In: TJH ooZ- o I)a,c �oNE ,z CNK.6Y: RW I \ti—i 1NJa I'niduc)(.uulrul OMWINC No" b ni.u•.on S-2074 DoorCrC fPSfee1 Door 7—Q_& 6-8-8 DOOR_MODELS (INTERIOR VIEW) sr+tiT 8 OF 8 FORM 60OA-2004R EnergyGauge®4.5.2 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: Harrell res Atlantic Beach Builder: E& R Enterprises Address: Plaza & Lilly St Permitting Office: Atlantic Beach i City, State: Atlantic Beach, FI Permit Number: Owner: Naaman Harrell Jurisdiction Number: 261100 Climate Zone: North 1. New construction or existing New — 12, Cooling systems 2. Single family or multi Single family — a. Central Unit Cap:48.0 kBtu/hr 3. Number of units,if multi-family 1 — SEER: 13.00 4. Number of Bedrooms 3 _ b. N/A j 5. Is this a worst case? No 6. Conditioned floor area(ft) 2346 ft2 c. N/A 7. Glass type I and area:(Label reqd.by 13-104.4.5 if not default) a. U-factor: Description Area 13. Heating systems — (or Single or Double DEFAULT) 7a.(Dble Default)345.0 ft' — a. Electric Heat Pump Cap:48.0 kBtu/hr — b. SHGC: HSPF:8.00 (or Clear or Tint DEFAULT) 7b. (Clear)345.0 ft2 — b. N/A — 8. Floor types — a. Slab-On-Grade Edge Insulation R=0.0, 192.0(p)ft c. N/A — — — i 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=19.0,1193.0 ft2 EF:0.92 _ b. Frame,Wood,Adjacent R=11.0, 123.0 ft' — b.N/A c. N/A — I — j d.N/A — c. Conservation credits _ e. N/A — (HR-Heat recovery,Solar 10. Ceiling types _ DHP-Dedicated heat pump) a. Under Attic R=30.0,2456.0 W 15, HVAC credits PT, b. Under Attic R=19.0,110.0 W _ (CF-Ceiling fan,CV-Cross ventilation, — c. N/A — HF-Whole house fan, 1.1. Ducts — PT-Programmable Thermostat, a. Sup:Unc. Ret:Unc. AH(Sealed):Attic Sup.R=6.0,200.0 ft MZ-C-Multizone cooling, b. N/A — MZ-H-Multizone heating) I Glass/Floor Area: 0.15 Total as-built points. 28676 PASS Total base points: 29054 I hereby certify that the plans and specifications covered by Review of the plans and this calculation are in compliance with the Florida Energy I specifications covered by this ZIiB Sr9T� Code. I calculation indicates compliance f PREPARED BY: i with the Florida Energy Code. DATE: :5;7j Before construction is completed 4 I this building will be inspected for L I d I hereby certify that this building, as designed, is in compliance I I compliance with Section 553.908 with the Florida Energy Co-de. ' ,Q Florida Statutes. T _ OWNER/AGENT: w(+ C_ I I °D BUILDING OFFICIAL: I DATE: S•lfo• DATE: 1 Predominant glass type.For actual glass type and areas,see Summer&Winter Glass output on pages 2&4. — EnergyGauge®(Version: FLRCSB v4.5.2) R� IotRIMAX FirstSource Project Information for: J237758 Truss Design Engineer:Lawrence A.Paine,PE Florida PE No.21475 FirstSonrce-norA LLC Lot : Lots 45, and 6 Section H, Block 213 Plat book 18 pa X45 osevelt Blvd.Jacksonville,FL 32244 Subdivision: Lilly Street May 11,2007 County: Duval Truss Count: 32 Design Program: MiTek 20/20 6.3 Building Code: FBC2004/TP12002 Truss Design Load Information: Gravity: Wind: Roof(psf): 42.0 Wind Standard: ASCE 7-02 Wind Exposure: C Floor(psf): N/A Wind Speed (mph): 120 Note: See the individual truss drawings for special loading conditions. Engineer of Record:Jae Yul Lee, PE Florida P.E. License No. 31276 Address: 10381 Cypress Lakes Drive Jacksonville, Florida 32256 Truss Design Engineer:Lawrence A. Paine, PE Florida P.E. License No. 21475 Company: Builders FirstSource - Florida, LLC Address: 6550 Roosevelt Blvd. Jacksonville, FL 32244 Notes: 1. Determination as to the suitability of these truss components for the structure is the responsibility of the building designer/engineer of record, as defined in ANSI/TPI 1-2002 Section 2.2 2.The seal date shown on the individual truss component drawings must match the seal date on this index sheet. 3.The Truss Design Engineer's responsibility relative to this structure consists solely of the design of the individual truss components and does not include the design of any additional structural elements including but not limited to continuous lateral bracing elelments in the web and chord planes. See Florida Administrative Code 61G15-31.003 sections 3 c) &5 and Chapter 2 of the National Design Standard for Metal Plate Connected Wood Truss Construction ANSI/TPI 1-2002 for additional information on the responsibilities of the delegated "Truss Design Engineer'. Builders FirstSource and Lawrence A. Paine, PE do not accept any additional delegations beyond the scope of work described in the referenced documents above. I_No. Drw . # Truss ID Date No. Drwg. # Truss ID�1/0 1 J 1831584 CJ01 5/11/07 29 J 1831612 T24 2 1 J1831585 CJ02 5/11/07 30 I J1831613 I T25 5/11/07 L3_____1J1831586 I CJ03 1 5/11/07 131 J1831614 _ T26 5/11/07 L4 i J1831587 I EJ01 1 5/11/07 132 I J18_31615 T27 5/11/07 15_ IJ1831588 HJ01 1 5/11/07 1 L6___ f J1831589 I T01 5/11/07 1 L7 I J 1831590 I T02 _ _ 5/11/07 L8I J1831591 1 T03 5/11/07 l9--4 T04 5/11/07 10 J 1831593 T05 5/11/07 11_ J 1831594 T06 5/11107 12 _ J 1831595 L T07 5/11/07 X13 _1J1831596_LT08 1 5/11/07 [14 1J1831597 I T09 1 5/11/07 L_5 J1831598 1 T10 5/11/07 L16 J1831599 T11 _ 5/11/07 117_ 1 J1831600 T12 _ 5/11/07 1_18- I J 1831601 T13 5/11/07 79 �J1831602 T14 5/11/07 120_ I J1831603 T15 5/11/07 L21 I J1831604 T16 5/11/07 L22_ I J1831605 I T17 5/11/07 23IJ1831606 I T18 5/11/07 L24 _ J1831607 T19 5/11/07 L25__ I J1831608 I T20 5/11/07] L26_ J 1831609 I T21 5/11/07 1 �27___IJ1831610 I T22 5/11/07 `28 I J 1831611 I T23 ( 5/11/07 J Job Truss Truss Type Qty Ply 0 1 J1831584 J237758 CJ01 JACK 12 1 Job Reference(optional) Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries,Inc. Thu May 10 16:38:19 2007 Page 1 -2-0-0 1-0-0 3 2-0-0 1-o-0 Scale:1.5"=1' 2 6.00 12 4 1 2x4= 1-0-0 1-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.02 Vert(TL) -0.00 2 >999 180 BCLL 10.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight:7l LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or BOT CHORD 2 X 4 SYP No.2 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=267/0-3-8,4=5/Mechanical,3=-98/Mechanical Max Horz 2=137(load case 6) Max Uplift 2=-488(load case 6),4=-16(load case 4), 3=-98(load case 1) Max Grav 2=267(load case 1),4=14(load case 2), 3=220(load case 6) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/48,2-3=-73/131 BOT CHORD 2-4=0/0 JOINT STRESS INDEX 2=0.52 NOTES 1) Wind:ASCE 7-02; 120mph(3-second gust); h=21ft;TCDL=4.2psf; BCDL=3.Opsf;Category 11; Exp C;enclosed; MWFRS gable end zone and C-C Exterior(2)zone; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60.This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 2) *This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any others Design Engineer:Lawrence A.Paine,PE live loads. Florida PE No.21475 3)All bearings are assumed to be SYP No.2 crushing capacity of 565.00 psi Builders FirstSaarce-Florida,LLC 4) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 4850 Roosevelt Blvd.Jacksonville,FL 32244 Ib uplift at joint 2, 16 Ib uplift at joint 4 and 98 Ib uplift at joint 3. May 11,2007 Continued on page 2 All Warning-VerMy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7477 BEFORE USE This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MiTek connectors. Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the responsibility of building designer and/or contractor per ANSI I TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracing,consult SCSI-1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, &YrstSour j 6300 Enterprise Lane,Madison,WI 53719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 1 Job Truss Truss Type Qty Ply 01 r e J1831584 J237758 CJ01 JACK 12 1 Job Reference(optional) Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries,Inc. Thu May 10 16:38:19 2007 Page 2 LOAD CASE(S) Standard Trims Design Engineer:Lawrence A.Paine,PE Florida PE No.214?5 Builders FirstSo ne-Florida,LLC 6550 Roosevelt Blvd.Jacksonville,FL 32244 May 11,2007 Warning-VerHy design parameters entl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE This design is basad only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with Walk connectors. Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection OW& and bracing,consult1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, i y '', 6300 Enterprise Lane,,Madison,WI 53719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 � Firstource *+�..�j. P Job Truss Truss Type Qty Ply 01 e " J1831585j J237758 CJ02 JACK 12 1 Job Reference(optional) Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries, Inc. Thu May 10 16:38:19 2007 Page 1 -2-0-0 3-0-0 2-0-0 3A_0 3 Scale=1:12.5 6.00 12 2 4 1 2x4 3-0-0 3-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) 0.02 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.13 Vert(TL) -0.01 2-4 >999 180 BCLL 10.0 * Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight: 13 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or BOT CHORD 2 X 4 SYP No.2 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=28/Mechanical,2=256/0-3-8,4=14/Mechanical Max Horz 2=207(load case 6) Max Uplift 3=-44(load case 7),2=-405(load case 6),4=46(load case 4) Max Grav 3=28(load case 1), 2=256(load case 1),4=42(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49,2-3=-58/8 BOT CHORD 2-4=0/0 JOINT STRESS INDEX 2=0.47 NOTES 1) Wind:ASCE 7-02; 120mph(3-second gust); h=21ft;TCDL=4.2psf; BCDL=3.Opsf;Category ll; Exp C;enclosed;MWFRS gable end zone and C-C Exterior(2)zone; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60.This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 2) 'This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any othl-*us Design Engineer:Lawrence A.Paine,PE live loads. Florida PE No.21475 3)All bearings are assumed to be SYP No.2 crushing capacity of 565.00 psi Builders FirstSource-Florida,LLC 4) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 44,1150 Roosevelt Blvd.Jacksonville,FL 32244 uplift at joint 3,405 lb uplift at joint 2 and 46 lb uplift at joint 4. May 11,2007 Continued on page 2 AL Warning-Verity design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE This design is based only upon the parameters shown for an individual building component that is Installed and loaded vertically and fabricated with MiTek connectors. i Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the - responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracing,consult BCSI-1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, ' . 6300 Enterprise Lane,Madison,W 153719 or the Truss Plate Institute,583 D'Onofrio Ddve,Madison,W 153719 MFIrstSource.. Job Truss Truss Type Qty Ply 01 J1831585 J237758 CJ02 JACK 12 1 Job Reference(optional) Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries, Inc. Thu May 10 16:38:19 2007 Page 2 LOAD CASE(S) Standard Truss Design Engineer:Lawrence A.Paine,PE Florida PE No.21475 Builders FirstSource-Florida,LLC 6550 Roosevelt Blvd.Jacksonville,FL 32244 May 11,2007 'AL Warning-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mill-7473 BEFORE USE ! W This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with Mrrek connectors Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracing,consult BCSI-1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, 6300 Enterprise Lane,Madison,W 153719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 Job Truss Truss Type Qty Ply 01 t ° =J1831586 J237758 CJ03 JACK 12 1 Job Reference(optional) Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries,Inc. Thu May 10 16:38:20 2007 Page 1 -z-o-o s-ao 2-0-0 5-0-0 3 Scale=1:16.9 6.00 12 2 4 1 2x4= 5-0-0 5-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) 0.13 2-4 >428 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.39 Vert(TL) 0.12 2-4 >472 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight: 19 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or BOT CHORD 2 X 4 SYP No.2 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=102/Mechanical, 2=30010-3-8,4=24/Mechanical Max Horz 2=278(load case 6) Max Uplift 3=-141(load case 6),2=442(load case 6),4=-79(load case 4) Max Grav 3=102(load case 1),2=300(load case 1),4=72(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49,2-3=-128/35 BOT CHORD 2-4=0/0 JOINT STRESS INDEX 2=0.53 NOTES 1) Wind:ASCE 7-02; 120mph(3-second gust); h=21ft;TCDL=4.2psf; BCDL=3.Opsf;Category Il; Exp C;enclosed; MWFRS gable end zone and C-C Exterior(2)zone; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60.This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 2)'This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any othj�rLss Design Engineer:Lawrence A.Paine,PE live loads. Florida PE No.21475 3)All bearings are assumed to be SYP No.2 crushing capacity of 565.00 psi Builders FirstSource-Florida,LLC 4) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 148550 Roosevelt Blvd.Jacksonville,FL 32244 Ib uplift at joint 3,442 lb uplift at joint 2 and 79 Ib uplift at joint 4. May 11,2007 Continued on page 2 Warning-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE "I This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MiTek connectors. Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is thezaluklers responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracing,consult BCSI.1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, " i 6300 Enterprise lane,Madison,WI 53719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 �" Job Truss Truss Type Qty Ply 01 V J1831586 J237758 CJ03 JACK 12 1 Job Reference(optional) Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries,Inc. Thu May 10 16:38:20 2007 Page 2 LOAD CASE(S) Standard Truss Design Engineer:Lawrence A.Paine,PE Florida PE No.21475 Builders FirstSource-Florida,LLC 6550 Roosevelt Blvd.Jacksonville,FL 32244 May 11,2007 'N Warning•Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7477 BEFORE USEsoft This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MiTek connectors. ars Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the nud& responsibility of building designer and I or contractor per ANSI I TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracing,consult BCSI-1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, —'Sou enter, '[`1 u 6300 Enterprise Lane,Madison,WI 53719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 #L_i-'.'.+R, Job Truss Truss Type Qty Ply 01 + ' 11831587 J237758 EJ01 MONO TRUSS 16 1 Job Reference(optional) Builders First Source,Jacksonville,Florida 32244 6.300 s Apr 19 2006 MiTek Industries,Inc. Fri May 11 08:12:03 2007 Page 1 -2-0-0 7-0-0 2-0-0 7-0-0 3 Scale=1:20.8 6.00 12 2 4 1 2x4= 1 7-0-0 7-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.77 Vert(LL) 0.54 2-4 >152 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.77 Vert(TL) 0.48 2-4 >168 180 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight:26 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 BOT CHORD 2 X 4 SYP No.2 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-11-10 oc bracing. REACTIONS (Ib/size) 3=164/Mechanical,2=356/0-3-8,4=34/Mechanical Max Horz 2=350(load case 6) Max Uplift 3=-238(load case 6),2=-503(load case 6),4=-111(load case 4) Max Grav 3=164(load case 1),2=356(load case 1),4=102(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49,2-3=-190/58 BOT CHORD 2-4=0/0 JOINT STRESS INDEX 2=0.61 NOTES 1)Wind:ASCE 7-02; 120mph(3-second gust);h=21ft;TCDL=4.2psf;BCDL=3.Opsf;Category II; Exp C; enclosed;MWFRS gable end zone and C-C Exterior(2)zone;porch left and right exposed; LumbeTnus Design Engineer:Lawrence A.Paine,PE DOL=1.60 plate grip DOL=1.60.This truss is designed for C-C for members and forces,and for MVPE 141-21475 for reactions specified. Builders FirstSource-Florida,LLC 2)`This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any othe�JRPe ` aft Blvd.Jacksonville,FL 32244 3)All bearings are assumed to be SYP No.2 crushing capacity of 565.00 psi 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 238 Ib uplift at joint 3,503 Ib uplift at joint 2 and 111 Ib uplift at joint 4. LOAD CASE(S) Standard May 11,2007 Warning•Verify design Parameters and READ NOTES ON T1416 AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USEsoft am a This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MiTek connectors. Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracing,consult BCSI-1 or HIB-91 HandlingInstallingand Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, i 6300 Enterrise Lane,Madison,WI 53719 orTruss late Institute 583 D'Onofrio Drive,Madison,WI 53719 I Job Truss Truss Type Qty Ply 0 1 j r J1831588 J237758 HJ01 MONO TRUSS 6 1 Job Reference o tional Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries, Inc. Thu May 10 16:38:21 2007 Page 1 -2-9.15 4-9-0 9-10-13 2-9-15 4-9-0 5-1-13 4 Scale- .4 4.24 F12 3x6% 3 2 7 6 5 1 3x8= 2x4 11 3x6= 4-9-0 9-10-1 9-113 n 4-9-0 5-1-1 0.0-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.79 Vert(LL) 0.11 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.08 6-7 >999 180 BCLL 10.0 * Rep Stress Incr NO WB 0.29 Horz(TL) -0.01 5 n/a n/a BCDL 5.0 Code FBC2004ITP12002 (Matrix) Weight:44 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or BOT CHORD 2 X 4 SYP No.2 6-0-0 oc purlins. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-1-9 oc bracing. REACTIONS (Ib/size) 4=249/Mechanical, 2=456/0-4-15, 5=237/Mechanical Max Horz 2=417(load case 3) Max Uplift4=-358(load case 3),2=-671(load case 3), 5=-345(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/50,2-3=-599/568, 3-4=-145/61 BOT CHORD 2-7=-826/546,6-7=-826/546,5-6=0/0 WEBS 3-7=-161/184, 3-6=-579/877 JOINT STRESS INDEX 2=0.83, 3=0.36, 6=0.23 and 7=0.13 NOTES 1)Wind:ASCE 7-02; 120mph(3-second gust); h=21ft;TCDL=4.2psf; BCDL=3.Opsf;Category ll; Exp C;enclosed; MWFRS gable end zone; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. 2) *This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Truss Design Engineer:Lawrence A.Paine,PE 3)All bearings are assumed to be SYP No.2 crushing capacity of 565.00 psi Florida PE No.21475 4) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 35§uilders FirstSource-Florida,LLC Ib uplift at joint 4,671 Ib uplift at joint 2 and 345 Ib uplift at joint 5. 6550 Roosevelt Blvd.Jacksonville,FL 32244 May 11,2007 Continued on page 2 ,AllWarning-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE iM This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MTek connectors Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection i, and bracing,consult BCSI.1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, FrstS y., � 6300 Enterprise Lane,Madison,WI 53719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 `E,,,�„+Y Job Truss Truss Type Qty Ply 01 " J1831588 J237758 HJ01 MONO TRUSS 6 1 Job Reference(optional) Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries,Inc. Thu May 10 16:38:21 2007 Page 2 NOTES 5) In the LOAD CASE(S)section, loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1) Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert: 1-2=-54 Trapezoidal Loads(plf) Vert:2=-3(F=26, B=26)-to-4=-134(F=-40, B=-40), 2=-0(F=5, B=5)-to-5=-25(F=-7, B=-7) Truss Design Engineer:Lawrence A.Paine,PE Florida PE No.21475 Builders FirstSource-Florida,LLC 6554 Roosevelt Blvd.Jacksonville,FL 32244 May 11,2007 ;A Warning-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIS-7475 BEFORE USE wft This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MiTek connectors. Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracing,consult BCSI-1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, s 6300 Enterprise Lane,Madison,WI 53719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 IF Job Truss Truss Type Qty Ply J1831589 J237758 T01 HIP 1 1 Job Reference(optional) Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries, Inc. Thu May 10 16:38:22 2007 Page 1 -2-0-0 7-0-0 12-3-0 1 17-6-0 24-6.0 26-6-0 2-0-0 7-0-0 5-3-0 5.3-0 7-0-0 2-0-0 Scale=1:48.7 5x6= 34= 5x6 3 4 5 6.00 12 a M 2 6 i 7 5x6= 10 9 8 5x6= 3x6= 3x10 MT20H= 3x6= 7-0-0 17-6-0 24-6-0 7-0-0 10-6-0 7-0-0 Plate Offsets(X Y): [2:0-1-10 Edge], [6:0-1-10 Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) 0.22 8-10 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.68 8-10 >424 180 MT20H 187/143 BCLL 10.0 * Rep Stress Incr NO WB 0.44 Horz(TL) 0.12 6 n/a n/a BCDL 5.0 Code FBC2004ITP12002 (Matrix) Weight: 110 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or BOT CHORD 2 X 4 SYP No.2 3-4-6 oc purlins. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 4-5-9 oc bracing. REACTIONS (lb/size) 2=1684/0-5-8,6=1684/0-5-8 Max Horz 2=-122(load case 6) Max Uplift 2=-1065(load case 5),6=-1065(load case 6) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49,2-3=-3039/1790,3-4=-2656/1663,4-5=-2656/1663,5-6=-3039/1790, 6-7=0/49 BOT CHORD 2-10=-1542/2619,9-10=-1924/3095,8-9=-1924/3095,6-8=-1490/2619 WEBS 3-10=-517/934,4-10=-637/569,4-8=-637/569,5-8=-517/934 JOINT STRESS INDEX 2=0.75, 3=0.76,4=0.34,5=0.76,6=0.75, 8=0.59,9=0.87 and 10=0.59 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-02; 120mph(3-second gust);h=21ft;TCDL=4.2psf;BCDL=3.Opsf;Category 11; li &s Design Engineer:Lawrence A.Paine,PE C;enclosed; MWFRS; Lumber DOL=1.60 plate grip DOL=1.60. Florida PE No.21435 3) Provide adequate drainage to prevent water ponding. Builders FirstSource-Florida,LLC 4) *This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any ottwo Roosevelt Blvd.Jacksonville,FL 32244 live loads. �bJg�� T�20 plates unless otherwise indicated. May 11,2007 WarninE•WrHy rlsipn param�t�rs and READ NOTES ON TNIS AND INCLUDED MI7EK REFERENCE PAGE Mil-7473 BEFORE USE This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MiTek connectors. Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the nk ildbn responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection nu and bracing,consult BCSf-1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, 6300 Enterprise Lane,Madison,WI 53719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 Job Truss Truss Type Qty Ply 01 J1831589 J237758 T01 HIP 1 1 Job Reference(optional) Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries, Inc. Thu May 10 16:38:22 2007 Page 2 NOTES 6)All bearings are assumed to be SYP No.2 crushing capacity of 565.00 psi 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1065 Ib uplift at joint 2 and 1065 Ib uplift at joint 6. 8) Girder carries hip end with 7-0-0 end setback. 9) In the LOAD CASE(S)section, loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1) Regular:Lumber Increase=1.25,Plate lncrease=1.25 Uniform Loads(plf) Vert: 1-3=-54, 3-5=-115(F=-61), 5-7=-54,2-10=-10, 8-10=-21(F=-11), 6-8=-10 Concentrated Loads(lb) Vert: 10=-411(F)8=-411(F) Truss Design Engineer:Lawrence A.Paine,PE Florida PE No.21475 Builders FirstSource-Florida,LLC 6550 Roosevelt Blvd.Jacksonville,FL 32244 May 11,2007 A& Warning-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIS-7471 BEFORE USEas : This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MiTek connectors. . Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracing,consult BCSI.1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, "*"'; ("'y 6300 Enterprise Lane,Madison,W 153719 or the Truss Plate Institute,583 D'Onotrio Drive,Madison,WI 53719 i"li '_'+'.�.a� Job Truss Truss Type Qty Ply 01 J1831590 i a J237758 T02 HIP 1 1 Job Reference o tional Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries,Inc. Thu May 10 16:38:23 2007 Page 1 -2-0-0 4-9-4 9-0-0 15-6-0 19-8-12 24-6-0 26-6-0 2-0-0 4-9-4 4-2-12 6-6-0 4-2-12 4-9-4 2-0-0 Scale=1:48.7 5x6= 5x14= 4 5 6.o0 12 20 J 2x4 6 3 d v 7 8 Io i 3x6 11 10 9 3x6= 3x8= 3x6= 3x6= 9-0-0 15-6-0 24-6.0 9-0-0 6-&0 9-0.0 Plate Offsets(X Y)• [2:0-1-4,0-0-71, [7:0-1-4,0-0-71 (psf) SPACING 2-0-0 CSI T- LOADINGEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.53ert(LL) -0.14 7-9 >999 240MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.41ert(TL) -0.27 7-9 >999 180 BCLL 10.0 * Rep Stress Incr YES WB 0.11 Horz(TL) 0.04 7 n/a n/a BCDL 5.0 Code FBC2004ITP12002 (Matrix) Weight: 121 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or BOT CHORD 2 X 4 SYP No.2 5-4-13 oc purlins. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-9-10 oc bracing. REACTIONS (Ib/size) 2=893/0-5-8,7=893/0-5-8 Max Horz 2=-140(load case 7) Max Uplift 2=-495(load case 6),7=-495(load case 7) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49,2-3=-1326/1219,3-4=-1107/1061,4-5=-957/1043,5-6=-1107/1062, 6-7=-1326/1219,7-8=0/49 BOT CHORD 2-11=-826/1117, 10-11=-561/956,9-10=-561/956,7-9=-826/1117 WEBS 3-11=-188/302,4-11=-82/264,5-11=-110/111,5-9=-82/264,6-9=-188/301 JOINT STRESS INDEX 2=0.85, 3=0.33,4=0.73, 5=0.81, 6=0.33,7=0.86,9=0.34, 10=0.31 and 11 =0.56 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-02; 120mph(3-second gust); h=21 ft;TCDL=4.2psf; BCDL=3.Opsf; Category II; s Design Engineer:Lawrence A.Paine,PE C;enclosed; MWFRS and C-C Exterior(2)zone; Lumber DOL=1.60 plate grip DOL=1.60.ThigllaridapE No.21475 truss is designed for C-C for members and forces,and for MWFRS for reactions specified. Builders FirstSoarce-Florida,LLC 3) Provide adequate drainage to prevent water ponding. 6550 Roosevelt Blvd.Jacksonville,FL 32244 4) "This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other May 11,2007 COAj'iALTCO� page 2 Warning•Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ni BEFORE USE This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MiTek connectors Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the i MAjers responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracing,consult BCSI-1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, �"irstSour ,y+y 6300 Enterprise Lane,Madison,W 153719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 r I� Job Truss Truss Type Qty Ply 01 J1831590 J237758 T02 HIP 1 1 Job Reference(optional) Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries,Inc. Thu May 10 16:38:23 2007 Page 2 NOTES 5)All bearings are assumed to be SYP No.2 crushing capacity of 565.00 psi 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 495 Ib uplift at joint 2 and 495 Ib uplift at joint 7. LOAD CASE(S) Standard Truss Design Engineer:Lawrence A.Paine,PE Florida PE No.21435 Builders FirstSotuce-Florida,LLC 5550 Roosevelt Blvd.Jacksonville,FL 32244 May 11,2007 NlaninS-Varity Wsign panmsters and READ NOTES ON THIS ANO INCWDEO MITEK REFERENCE PAGE MII.7473 BEFORE USE This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with Walkconnectors. Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracing,consult BCSI-1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,t WTCA Center, '"``" 6300 Enterprise lane,Madison,WI 53719 or the Truss Plate Institute,583 VOW(*Drive,Madison,WI 53719 i!�1i Job Truss Truss Type Qty Ply 01 J1831591 J237758 T03 HIP 1 1 Job Reference(optional) Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries,Inc. Thu May 10 16:38:24 2007 Page 1 -2-0-0 5-9.4 11-0-0 13-6-0 18-8-12 24-6-0 F 26-6-L __i 2-0-0 5-9-4 5-2-12 2-6-0 5-2-12 5-9.4 2-0-0 Scale=1:48.7 46= 5x14 4 5 6.00 12 2x4 2x4 3 6 m _o L6 ::: 2 7 3x8% 11 10 9 3x8 zz 3x8= 3x6 3x8= 11-0-0 13-6-0 24-6-0 11-0-0 2-6-0 11-0-0 Plate Offsets(X Y): (2:0-0-10 Edge], p:0-0-10 Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.53 Vert(LL) -0.29 7-9 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.52 7-9 >557 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.21 Horz(TL) 0.04 7 n/a n/a BCDL 5.0 Code FBC2004ITP12002 (Matrix) Weight: 126 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or BOT CHORD 2 X 4 SYP No.2 5-4-3 oc purlins. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-8-10 oc bracing. REACTIONS (Ib/size) 2=893/0-5-8, 7=893/0-5-8 Max Horz 2=-158(load case 7) Max Uplift 2=-513(load case 6),7=-513(load case 7) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49,2-3=-1310/1246,3-4=-992/986,4-5=-830/981, 5-6=-991/986, 6-7=-1310/1246,7-8=0/49 BOT CHORD 2-11=-842/1104, 10-11=-419/829,9-10=-419/829, 7-9=-842/1104 WEBS 3-11=-318/480,4-11=-171/259, 5-11=-129/134, 5-9=-171/260,6-9=-319/481 JOINT STRESS INDEX 2=0.88, 3=0.33,4=0.81,5=0.52,6=0.33,7=0.89,9=0.34, 10=0.73 and 11 =0.64 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-02; 120mph(3-second gust); h=21 ft;TCDL=4.2psf;BCDL=3.Opsf; Category II; liQs Design Engineer:Lawrence A.Paine,PE C;enclosed;MWFRS and C-C Exterior(2)zone; Lumber DOL=1.60 plate grip DOL=1.60.ThiqrloridaPE No.21475 truss is designed for C-C for members and forces,and for MWFRS for reactions specified. %ilders FirstSonrce-Florida,LLC 3) Provide adequate drainage to prevent water ponding. 6550 Roosevelt Blvd.Jacksonville,FL 32244 4) 'This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other May 11,2007 Cok page 2 A& Warning-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.7473 BEFORE USE This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MiTek connectors. Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,isthe tMij"s responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracing,consult BCSI-1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, 6300 Enterprise Lane,Madison,WI 53719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 t Job Truss Truss Type Qty Ply 01 * ' J1831591 J237758 T03 HIP 1 1 Job Reference(optional) Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries,Inc. Thu May 10 16:38:24 2007 Page 2 NOTES 5)All bearings are assumed to be SYP No.2 crushing capacity of 565.00 psi 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 513 Ib uplift at joint 2 and 513 Ib uplift at joint 7. LOAD CASE(S) Standard Truss Design Engineer:Lawrence A.Paine,PE Florida PE No.21475 Builders FirstSource-Florida,LLC 6550 Roosevelt Blvd.Jacksonville,FL 32244 May 11,2007 Warning-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE 10 oft OCIM This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MiTek connectors. Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracing,consult BCSI-1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, I , . 6300 Enterprise Lane,Madison,W 153719 or the Truss Plate Institute,583 D'Onotrio Drive,Madison,W 153719 Job Truss Truss Type Qty Ply 0 1 y J1831592 ' J237758 T04 COMMON 5 1 Job Reference(optional) Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries,Inc. Thu May 10 16:38:25 2007 Page 1 -2-0-0 6-4-12 12-3-0 18-1-4 1 24-6-0 1 26-6-0 2-0-0 6-4-12 5-10-4 5-10-4 6-4-12 2-0-0 Scale:1/4"=1' 5x8= 5 4 6 2x4\\ 2x4 6.00 12 3 7 8 2 0 9 Io 12 11 10 8-4-2 16-1-14 24$0 B-4-2 7-9-11 8.4-2 LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.53 Vert(LL) 0.12 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.35 Vert(TL) -0.19 2-12 >999 180 BCLL 10.0 * Rep Stress Incr YES WB 0.36 Horz(TL) 0.04 8 n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight: 1161b LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or BOT CHORD 2 X 4 SYP No.2 5-3-9 oc purlins. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-11-8 oc bracing. REACTIONS (Ib/size) 2=893/0-5-8,8=893/0-5-8 Max Horz 2=-169(load case 7) Max Uplift 2=-522(load case 6),8=-522(load case 7) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49,2-3=-1309/1220,3-4=-1131/1188,4-5=-1059/1201,5-6=-1059/1201, 6-7=-1131/1188,7-8=-1309/1220, 8-9=0/49 BOT CHORD 2-12=-811/1094, 11-12=-372/749, 10-11=-372/749, 8-10=-811/1094 WEBS 3-12=-292/443, 5-12=-377/390, 5-10=-377/390,7-10=-292/443 JOINT STRESS INDEX 2=0.69, 3=0.33,4=0.62, 5=0.58,6=0.62,7=0.33, 8=0.69, 10=0.41, 11 =0.29 and 12=0.41 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-02; 120mph(3-second gust); h=21ft;TCDL=4.2psf; BCDL=3.Opsf; Category 11; Exp C;enclosed; MWFRS and C-C Exterior(2)zone; Lumber DOL=1.60 plate grip DOL=1.60.This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. Truss Design Engineer:Lawrence A.Paine,PE 3) *This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any oth&ridaPE No.21475 Builders FirstSource-Florida,LLC live loads. 6550 Roosevelt Blvd.Jacksonville,FL 32244 4)All plates are 3x6 MT20 unless otherwise indicated. 5)All bearings are assumed to be SYP No.2 crushing capacity of 565.00 psi May 11,2007 Continued on page 2 Warning-Varity design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7477 BEFORE USE dq This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with Wek connectors Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracing,consult BCSI-1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, FirstSource 6300 Enterprise Lane,Madison,WI 53719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,VVI 53719 Job Truss Truss Type Qty Ply 0 1 J1831592 J237758 T04 COMMON 5 1 Job Reference(optional) Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries, Inc. Thu May 10 16:38:25 2007 Page 2 NOTES 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 522 Ib uplift at joint 2 and 522 Ib uplift at joint 8. LOAD CASE(S) Standard Truss Design Engineer:Lawrence A.Paine,PE Florida PE No.21475 Builders FirstSource-Florida,LLC 6550 Roosevelt Blvd.Jacksonville,FL 32244 May 11,2007�� Warning•Verify design parameters and READ NOTES ON THIS AND 114CLUDED NiITEK REFERENCE PAGE NIII.7473 BEFORE USE In This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MTek connectors. Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the Em responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracing,consult BCSI-1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, `�" �` 6300 Enterprise Lane,Madison,WI 53719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,W 153719 ii ou,0 c e Job Truss Truss Type Qty Ply 01 J237758 T05 COMMON 4 1 J1831593 Job Reference o tional Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries,Inc. Thu May 10 16:38:25 2007 Pagel 4-4-4 8-5-0 16-2-0 44-4 4-0-12 7-9-0 5x8= Scale=1:39.5 3 6.00 F12 3x6 i 2 7x10= 3x6 11 q 1 m N 7 6 5 3x6= 5x8= 3x6 11 8-5-0 16-2-0 8-5-0 7-9-0 Plate Offsets(X,Y): [4:0-3-8 Edgel [6:0-4-0,0-3-0] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) -0.07 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.27 Vert(TL) -0.12 6-7 >999 180 BCLL 10.0 * Rep Stress Incr YES WB 0.26 Horz(TL) -0.01 5 n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight:94 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or BOT CHORD 2 X 4 SYP No.2 6-0-0 oc purlins, except end verticals. WEBS 2 X 4 SYP No.3*Except* BOT CHORD Rigid ceiling directly applied or 9-11-1 oc 1-7 2 X 4 SYP No.2,4-5 2 X 4 SYP No.2 bracing. REACTIONS (Ib/size) 5=508/0-5-8, 7=50810-5-8 Max Horz 7=87(load case 5) Max Uplift 5=-223(load case 7),7=-226(load case 6) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-131/163,2-3=-443/557, 3-4=-504/519, 1-7=-155/225,4-5=-467/539 BOT CHORD 6-7=-395/380,5-6=-176/129 WEBS 2-6=-94/137, 3-6=-22/169, 2-7=-438/446,4-6=-127/253 JOINT STRESS INDEX 1 =0.37,2=0.38,3=0.73,4=0.62, 5=0.32, 6=0.43 and 7=0.66 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-02; 120mph(3-second gust);h=21 ft;TCDL=4.2psf; BCDL=3.Opsf;Category 11; li%s Design Engineer:Lawrence A.Paine,PE C;enclosed;MWFRS and C-C Exterior(2)zone; Lumber DOL=1.60 plate grip DOL=1.60.Thiqq.rida PE No.21475 truss is designed for C-C for members and forces,and for MWFRS for reactions specified. Builders FirstSource-Florida,LLC 3) *This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any othff50 Roosevelt Blvd.Jacksonville,FL 32244 live loads. db W0Qrp@6%--jpssumed to be SYP No.2 crushing capacity of 565.00 psi May 11,2007 Warning-VMfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE a►II-]473 BEFORE USE This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MiTek connectors. SUPS M Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the . responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracing,consult BCSI-1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, """ 6300 Enterprise Lane,Madison,WI 53719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 iii Job Truss Truss Type Qty Ply 01 J1831593 J237758 T05 COMMON 4 1 Job Reference o tional Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries, Inc. Thu May 10 16:38:25 2007 Page 2 NOTES 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 223 Ib uplift at joint 5 and 226 Ib uplift at joint 7. LOAD CASE(S) Standard Truss Design Engineer:Lawrence A.Paine,PE Florida PE No.21475 Builders FirstSource-Florida,LLC 6550 Roosevelt Blvd.Jacksonville,FL 32244 May 11,2007 r� Warning-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE gt: This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with M[Tek connectors. Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracing,consult BCSI-1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, �r"r 6300 Enterprise Larne,Madison,W1 53719 or the Truss Plate Institute,583 D'Onotrio Drive,Madison,WI 53719 I / l r ' Urc Job Truss Truss Type Qty Ply 01 J1831594 J237758 T06 HIP 1 1 Job Reference(optional) Builders First Source,Jacksonville,Florida 32244 6.300 s Apr 19 2006 MiTek Industries, Inc. Fri May 11 08:14:53 2007 Page 1 _2-0-0 i 7-0-0 13-5-9 18-8-7 23-11-4 1 28-11.10 34-0-0 1 41-0-0 L3-0-0 2-0-0 7-0-0 6-5-9 5-2-13 5-2-13 5-0-6 5-0.6 7-0-0 2-0-0 Scale=1:74.9 WARNING:This truss is not symmetrical and must be installed as shown. 8x10 5x8= 5x8= 6.00 12 3 21 4 5 6 7 8 9 m _O 0 2 10 0 1 11Iq 0 20 19 18 17 16 15 14 13 12 5x6= 3x8= 2x4 11 4-4-10 8-2-12 13-5-9 18-8-7 23-11-4 28-11-10 34-0-0 41-0-0 4-4-10 3-10-2 5-2-13 5-2-13 5-2-13 5-0-6 5-0-6 7-0-0 Plate Offsets(X,Y): [3:0-4-3 Ed e] -[10:0-6-8,0-0-61,113:0-3-8,0-1-81 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) 0.17 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.35 Vert(TL) 0.13 10-12 >999 180 BCLL 10.0 Rep Stress Incr NO WB 0.57 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight:209 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or BOT CHORD 2 X 4 SYP No.2 4-9-11 oc purlins. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 5-9-7 oc bracing. WEBS 1 Row at midpt 7-13 REACTIONS (Ib/size) 2=319/0-3-8, 19=1223/0-5-8, 15=1966/0-5-8, 10=990/0-3-8 Max Horz 2=-122(load case 6) Max Uplift 2=-450(load case 5), 19=-871(load case 4), 15=-1592(load case 3), 10=-1003(load case 6) Max Grav 2=319(load case 9), 19=1232(load case 9), 15=1974(load case 10), 10=990(load case 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49,2-3=-82/183,3-21=-148/292,4-21=-148/293,4-5=-135/76,5-6=-146/37, 6-7=-146/37,7-8=-849/900,8-9=-1305/1275,9-10=-1540/1354, 10-11=0/49 BOT CHORD 2-20=-61/53, 19-20=-85/32, 18-19=0/232, 17-18=0/232, 16-17=-37/340, 15-16=-607/547, 14-15=-607/547, 13-14=-607/547, 12-13=-749/849, 10-12=-1112/1297 WEBS 3-19=-958/923,4-19=-504/248,4-17=-64/127,5-17=-170/201,5-16=-351/273, Truss Design Engineer:Lawrence A.Paine,PE 7-16=-397/696,7-15=-1875/1522,7-13=-1584/1781,8-13=-931/810,8-12=-468/564,nOridaPE No.21475 9-12=-282/256,3-20=-594/464 Builders FirstSource-Florida,LLC 6550 Roosevelt Blvd.Jacksonville,FL 32244 JOINT STRESS INDEX 2=0.67,3=0.64,4=0.35,5=0.35,6=0.15,7=0.83,8=0.41,9=0.63, 10=0.75, 12=0.35, 13=0.86, 14=0.26, 15=0.50, 16= 0.41, 17=0.35, 18=0.15, 19=0.37 and 20=0.34 NOTES 1) Unbalanced roof live loads have been considered for this design. May 11,2007 Continued on page 2 A Warning-Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERENCE PAGE 11111.7473 BEFORE USE This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MTek connectors. Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection 1 and bracing,consult BCSIor HIB-91 Handling Ing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, 5 � cei 6300 Enterprise lane,Madison, Truss son,WI 53719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 g1" Job Truss Truss Type Qty Ply 01 J1831594 J237758 T06 HIP 1 1 Job Reference(optional) Builders First Source,Jacksonville,Florida 32244 6.300 s Apr 19 2006 MiTek Industries,Inc. Fri May 11 08:14:53 2007 Page 2 NOTES 2)Wind:ASCE 7-02; 120mph(3-second gust);h=21ft;TCDL=4.2psf;BCDL=3.Opsf;Category II;Exp C;enclosed;MWFRS;porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. 3)Provide adequate drainage to prevent water ponding. 4)`This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)All plates are 3x6 MT20 unless otherwise indicated. 6)All bearings are assumed to be SYP No.2 crushing capacity of 565.00 psi 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 450 Ib uplift at joint 2,871 Ib uplift at joint 19 , 1592 Ib uplift at joint 15 and 1003 Ib uplift at joint 10. 8) In the LOAD CASE(S)section, loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1) Regular:Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads(plf) Vert: 1-3=-54,3-21=-118(F=-64), 7-21=-54,7-9=-118(F=-64),9-11=-54,2-20=-10, 19-20=-22(F=-12), 15-19=-10, 12-15=-22(F=-12), 10-12=-10 Concentrated Loads(lb) Vert: 12=-411(F)20=-411(F) TnBs Design Engineer:Lawrence A.Paine,PE Florida PE No.21475 Builders FirstSource-Florida,LLC 6550 Roosevelt Blvd.Jacksonville,FL 32244 May 11,2007 Warning-verify design Parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGE MIS-7473 BEFORE USE 10 Oft This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MiTek connectors. KH Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracing,consult BCSI-1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, * I �e.� 6300 Enterprise Lane,Madison,WI 53719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 t{ A1.Y� Job Truss Truss Type Qty Ply 0 1 J1831595 J237758 T07 HIP 1 1 Job Reference o tional Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries, Inc. Thu May 10 16:38:28 2007 Page 1 -2-0-0 4-9-4 9-0-0 16-8-0 24-4-0 32-0-0 1 36-2-12 41-0-0 43-0-0 2-0-0 4-9-4 4-2-12 7-8-0 7-8-0 7-8-0 4-2-12 4-9-4 2-0-0 Scale=1:76.7 5x8= 2x4 11 3x6= 3x6= 5x6 6.00 12 4 5 6 7 B 2x4 2x4 i 3 9 d e 10 M 2 11Iq aI 1 0 d 46 46= 17 16 15 14 13 12 46= 3x6= 3x8= 4x6= 3x6= 4x6= B-1-12 8-j-3 16.8-0 24.4-0 32-9-13 41-0-0 8-1-12 0-0-7 8.5-13 7-8-0 B-5-13 8-2-3 Plate Offsets(X Y): [2:0-1-12,Edge] [10:0-2-3,0-0-9] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) 0.27 2-17 >359 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.33 Vert(TL) 0.24 2-17 >396 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.62 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight:208 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or BOT CHORD 2 X 4 SYP No.2 6-0-0 oc purlins. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 8-14 REACTIONS (Ib/size) 2=294/0-3-8, 17=850/0-7-8, 14=841/17-3-8, 12=534/17-3-8, 10=326/17-3-8 Max Horz 2=-140(load case 7) Max Uplift 2=-407(load case 6), 17=-593(load case 5), 14=-477(load case 5), 12=-190(load case 4), 10=-313(load case 7) Max Grav 2=295(load case 10), 17=854(load case 10), 14=850(load case 10), 12=536(load case 11), 10=327(load case 11) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49, 2-3=-83/163,3-4=-85/238,4-5=-365/491, 5-6=-365/491,6-7=-365/491, 7-8=0/121,8-9=0/159,9-10=-170/252, 10-11=0/48 BOT CHORD 2-17=-80/117, 16-17=-36/306, 15-16=-36/306, 14-15=-121/382, 13-14=-31/245,Truss Design Engineer:Lawrence A.Paine,PE 12-13=-31/245, 10-12=-5/99 Florida PE No.21475 WEBS 3-17=-205/414,4-17=-663/620,4-15=-364/446,5-15=-426/504, 7-15=-452/558,Builders FirstSource-Florida,LLC 7-14=-711/738,8-14=-133/159, 9-12=-217/338, 8-12=-334/304 6550 Roosevelt Blvd.Jacksonville,FL 32244 JOINT STRESS INDEX 2=0.91, 3=0.33,4=0.55,5=0.33,6=0.43,7=0.37, 8=0.56,9=0.33, 10=0.50, 12=0.37, 13=0.22, 14=0.26, 15= 0.56, 16=0.24 and 17=0.37 May 11,2007 Continued on page 2 Warning-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE IB. This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MTek connectors '�, Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracing,consult BCSI-1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, ° r 6300 Enterprise Lane,Madison,WI 53719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,W 153719 '� 1 Job Truss Truss Type Qty Ply 01 J1831595 J237758 T07 HIP 1 1 Job Reference(optional) Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries, Inc. Thu May 10 16:38:28 2007 Page 2 NOTES 1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02; 120mph(3-second gust); h=21ft;TCDL=4.2psf; BCDL=3.Opsf;Category ll; Exp C;enclosed; MWFRS and C-C Exterior(2)zone;porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. 4)*This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)All bearings are assumed to be SYP No.2 crushing capacity of 565.00 psi 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 407 Ib uplift at joint 2,593 Ib uplift at joint 17,477 Ib uplift at joint 14, 190 Ib uplift at joint 12 and 313 Ib uplift at joint 10. LOAD CASE(S) Standard Truss Design Engineer:Lawrence A.Paine,PE Florida PE No.21475 Builders FirstSaurce-Florida,LLC 6550 Roosevelt Blvd.Jacksonville,FL 32244 May 11,2007 Warning-VerBy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411111-7473 BEFORE USE Ry This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MiTek connectors. Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracing,consult BCSI-1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, �{, 6300 Enterprise Lane,Madison,WI 53719 or the Truss Plate Institute,583 D'Onobio Drive,Madison,WI 53719 AL Job Truss Truss Type Qty Ply 01 J1831596 J237758 T08 SPECIAL 1 1 Job Reference(optional) Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries, Inc. Thu May 10 16:38:29 2007 Page 1 1-2-0-0 6-2-10 11-0-0 15-3-7 1 19-6-14 23-10-5 30-0-0 35-2-1 1 41-D-0 1 43-0-0l 2-0-0 6-2-10 4-9-6 4-3-7 4-3-7 4-3-7 6-1-11 5-2-1 5-9-15 2.0-0 Scale=1:78.0 5x6= 3x8= 2x4 I1 504= 4 5 6 7 8 9 6.00 12 6x8 i 3 10 rn 16 5xB= N t 17 15 m 2 19 18 14 11 Y 13 12I V 5x6= 22 21 20 2x4 11 6 2x4/i 3x8 11 6.8= 3.25 F 12 3.00 L12 3-4-9 6-2-10 i 8-5-8 15-3-7 19-6-14 23-10-5 30-0-0 35-2-1 41-0-0 3-4-9 2-10-2 2-2-14 6-9-15 4-3-7 4-3-7 6.1-11 5-2-1 5-9.15 Plate Offsets(X,Y): [2:0-1-10 Ed ej [6:0-3-8,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.84 Vert(LL) 0.71 15-16 >587 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.83 15-16 >499 180 BCLL 10.0 * Rep Stress Incr YES WB 0.81 Horz(TL) 0.42 11 n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight:212 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or BOT CHORD 2 X 4 SYP No.2 3-2-11 oc purlins. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 3-4-13 oc bracing. WEBS 1 Row at midpt 4-20 REACTIONS (Ib/size) 2=-1349/0-3-8, 11=937/0-5-8,21=3255/0-9-4 Max Horz 2=158(load case 6) Max Uplift 2=-1530(load case 11), 11=-555(load case 7),21=-1484(load case 5) Max Grav 2=483(load case 4), 11=937(load case 1),21=3255(load case 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49,2-3=-2587/3568,3-4=-1249/1951,4-5=-81/291,5-6=-1114/1171, 6-7=-3213/2650, 7-8=-3213/2650, 8-9=-3213/2650, 9-10=-2026/1789, 10-11=-2510/2204, 11-12=0/47 BOT CHORD 2-22=-3100/2536,21-22=-3169/2711,20-21=-3169/2711, 19-20=-954/975, 18-19=-62/278, 17-18=-52/279, 16-17=-630/1154, 15-16=-1184/1829, Truss Design Engineer:Lawrence A.Paine,PE 14-15=-1737/2220, 13-14=-1743/2210, 11-13=-1733/2213 Florida PE No.21475 WEBS 3-22=-255/173, 3-21=-3207/2798, 3-20=-1941/2532,4-20=-1987/1559, Builders FirstSource-Florida,LLC 4-19=-882/1133,5-19=-914/794, 5-17=-1022/1319,6-17=-916/757, 6550 Roosevelt Blvd.Jacksonville,FL 32244 6-16=-1554/2205,8-16=-264/306, 9-16=-965/1542,9-15=-164/283, 10-15=-383/544 , 10-13=0/151 JOINT STRESS INDEX 2=0.91, 3=0.90,4=0.61, 5=0.74,6=0.84,7=0.92, 8=0.33, 9=0.89, 10=0.39, 11 =0.78, 13=0.33, 14=0.71, 15 May 11,2007 ConA99d Wfig,P217=0.75, 18=0.15, 19=0.75,20=0.67,21 =0.88 and 22=0.33 WerninS-Wrify tlesipn parameters and READ NOTES ON THIS AND INCLUDED MiTEK REFERENCE PAGE MII-7473 BEFORE USE !f 00ft This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MiTek connectors. ELVES ml Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the ' .. responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection ■■■ and bracing,consult BCSI-1 or HIS-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, r""` g"ti 6300 Enterprise Lane,Madison,WI 53719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 iii+ y+��.�I Job Truss Truss Type Qty Ply 01 J1831596 J237758 T08 SPECIAL 1 1 Job Reference(optional) Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries,Inc. Thu May 10 16:38:29 2007 Page 2 NOTES 1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02; 120mph(3-second gust); h=21ft;TCDL=4.2psf; BCDL=3.Opsf;Category II; Exp C;enclosed; MWFRS and C-C Exterior(2)zone;porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. 4)*This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)All plates are 3x6 MT20 unless otherwise indicated. 6)All bearings are assumed to be SYP No.2 crushing capacity of 565.00 psi 7) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1530 lb uplift at joint 2, 555 Ib uplift at joint 11 and 1484 Ib uplift at joint 21. LOAD CASE(S) Standard Truss Design Engineer:Lawrence A.Paine,PE Florida PE No.214'35 Builders FirstSource-Florida,LLC 5550 Roosevelt Blvd.Jacksonville,FL 32244 May 11,2007 Planning-Vanity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE In This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MiTek connectors. Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the ikk"., j responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracing,consult BCSI-1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, i , [`1 6300 Enterprise Lane,Madison,W 153719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 MFim l ''`.+4r I Job Truss Truss Type Qty Ply 01 J1831597 J237758 T09 SPECIAL 1 1 Job Reference Inrtional Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries, Inc. Thu May 10 16:38:30 2007 Page 1 -2-0-0 6-9-4 13-0-0 18-5-2 23-10.5 28-0-0 34-2-1 i 41-0-0 43-0-0 2-0-0 6-9-4 6-2-12 5-5-2 5-5-2 4-1-11 6.2-1 6-9-15 2-0-0 Scale=1:78.0 5x6= 3x8= 2x4 II 504 5 6 7 8 6.00 F12 5x6 4 9 3 10 d 16 u5 5x8= 15 e ,h 2 t8 17 14 11 1 4x6 z 13 0 12I4 2x4 11 d 3x8= 20 19 3x8= 5x6= 3.25 12 3.00 12 5-2-12 8-5-8 16-1-14 23-10-5 28-0-0 34-2-1 41-0-0 5-2-12 3-2-12 7-8.6 7.8-6 4-1-11 6-2-1 6-9-15 Plate Offsets(X Y): [2:0-8-4,0-0-6], [11:0-0-10 Ed e] LOADING (psf SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1,25 TC 0.73 Vert(LL) 0.56 15-16 >767 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.59 Vert(TL) -0.65 16-18 >662 180 BCLL 10.0 * Rep Stress Incr YES WB 0.78 Horz(TL) 0.39 11 n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight:206 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or BOT CHORD 2 X 4 SYP No.2 3-2-10 oc purlins. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 4-0-13 oc bracing. WEBS 1 Row at midpt 5-19 REACTIONS (Ib/size) 2=-875/0-3-8, 11=1101/0-5-8,20=2617/0-5-8 Max Horz 2=176(load case 6) Max Uplift 2=-1010(load case 11), 11=-611(load case 7),20=-1060(load case 5) Max Grav 2=222(load case 5), 11=1101(load case 1),20=2617(load case 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49, 2-3=-2010/2619, 3-4=-144/588,4-5=-122/624,5-6=-1018/1136, 6-7=-3053/2593, 7-8=-3053/2592, 8-9=-2386/2125, 9-10=-2460/2104, 10-11=-3164/2767, 11-12=0/47 BOT CHORD 2-20=-2251/2027, 19-20=-1125/984, 18-19=-211/530, 17-18=-950/1563, 16-17=-939/1579, 15-16=-1421/2210, 14-15=-2242/2814, 13-14=-2246/2804, Truss Design Engineer:Lawrence A.Paine,PE 11-13=-2238/2810 Florida PE No.21475 WEBS 3-20=-2791/2450,3-19=-939/1365, 5-19=-1606/1175, 5-18=-684/971, BmIders FirstSorurce-Florida,LLC 6-18=-1110/915,6-16=-1138/1675, 7-16=-242/249,8-16=-662/1104,8-15=-232&W Roosevelt Blvd.Jacksonville,FL 32244 , 10-15=-595/803, 10-13=0/203 JOINT STRESS INDEX 2=0.87, 3=0.75,4=0.21,5=0.73,6=0.76,7=0.33, 8=0.91,9=0.87, 10=0.39, 11 =0.74, 13=0.33, 14=0.84, 15= 0.37, 16=0.68, 17=0.52, 18=0.76, 19=0.61 and 20=0.70 Continued on page 2 May 11,2007 A Warning-Vadfy design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 110111.7477 BEFORE USE This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MiTek connectors. Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the Ilmrs responsibility of building designer and t or contractor per ANSI I TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection OUI& and bracing,erp consult BCS di or,WI 5 HandlingTrus Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, MF]rstSource 6300 Enterprise Lane,Madison,WI 53719 or the Truss Plate Institute,583 D'Onofrio Drive,Matlison,W153719 Job Truss Truss Type Qty Ply 01 J1831597 J237758 T09 SPECIAL 1 1 Job Reference o tional Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries,Inc. Thu May 10 16:38:30 2007 Page 2 NOTES 1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02; 120mph(3-second gust); h=21ft;TCDL=4.2psf; BCDL=3.Opsf;Category II; Exp C;enclosed; MWFRS and C-C Exterior(2)zone; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. 4)*This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)All plates are 3x6 MT20 unless otherwise indicated. 6)All bearings are assumed to be SYP No.2 crushing capacity of 565.00 psi 7) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1010 Ib uplift at joint 2,611 Ib uplift at joint 11 and 1060 Ib uplift at joint 20. LOAD CASE(S) Standard Tniss Design Engineer:Lawrence A.Paine,PE Florida PE No.21475 Builders FirstSource-Florida,LLC 6550 Roosevelt Blvd.Jacksonville,FL 32244 May 11,2007 AL Warning•Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE look This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MiTek connectors. Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracing,consult BCSI.1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, �..r,, 's 6300 Enterprise Lane,Madison,WI 53719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,W 153719 I Job Truss Truss Type Qty Ply 01 J237758 T10 SPECIAL 1 1 J1831598 Job Reference o tional Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries,Inc. Thu May 10 16:38:31 2007 Page 1 -2-0-0 7-9-4 15-0-0 20-6-0 26-0-0 1 33-2-1 41-0-0 43-0-0 2-0-0 7-94 7-2-12 5-6-0 5-6-0 7-2-1 7-9-15 2-0-0 Scale=1:78.0 5x8= 5x8 ZZ 5 6 7 2x4 4x6 4x10 6.00 12 4 8 3 g d r 14 6X8— N 15 e 1 2 16 1312 10 c5 5x8= 11Ig 18 17 3x8 5x6= 3.25 12 3.00 Ll2 5-2-12 B-5-8 15-0-0 23.10-5 32-1-4 41-0-0 5-2-12 3-2-12 6-6-8 8-10-5 B-2-15 8-10-12 Plate Offsets(X Y): [2:0-1-0,0-0-7], [8:0-3-0 Ed el [10:0-0-10 Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.80 Vert(LL) 0.53 12-14 >800 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.66 Vert(TL) -0.60 12-14 >710 180 BCLL 10.0 * Rep Stress Incr YES WB 0.78 Horz(TL) 0.33 10 n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight:205 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or BOT CHORD 2 X 4 SYP No.2 2-10-15 oc purlins. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 4-0-1 oc bracing. WEBS 1 Row at midpt 3-18, 6-16,7-12 REACTIONS (Ib/size) 2=-607/0-3-8, 10=1141/0-5-8, 18=2309/0-5-8 Max Horz 2=194(load case 6) Max Uplift 2=-740(load case 11), 10=-638(load case 7), 18=-912(load case 6) Max Grav 2=68(load case 5), 10=1141(load case 1), 18=2309(load case 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49,2-3=-1555/2084, 3-4=-1091/1079,4-5=-998/1104, 5-6=-895/1110, 6-7=-2345/2085, 7-8=-2982/2906, 8-9=-3072/2881, 9-10=-3290/2932, 10-11=0/47 BOT CHORD 2-18=-1767/1641, 17-18=-457/337, 16-17=-454/355, 15-16=-1036/1777, 14-15=-1030/1792, 13-14=-1309/2141, 12-13=-1310/2121, 10-12=-2380/2929 WEBS 3-18=-2644/2346,3-17=-23/179, 3-16=-758/1220,5-16=-34/215,6-16=-1226/88frnss Design Engineer:Lawrence A.Paine,PE 6-14=-530/888, 7-14=-208/574, 7-12=-996/814, 9-12=-307/547 Florida PE No.21475 Builders FirstSource-Florida,LLC JOINT STRESS INDEX 6550 Roosevelt Blvd.Jacksonville,FL 32244 2=0.79, 3=0.95,4=0.71,5=0.70, 6=0.54, 7=0.76, 8=0.97,9=0.34, 10=0.77, 12=0.49, 13=0.69, 14=0.68, 15= 0.63, 16=0.51, 17=0.20 and 18=0.84 NOTES 1) Unbalanced roof live loads have been considered for this design. Continued on page 2 May 11,2007 Werniny-Verify design penmetere and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1111111-7473 BEFORE USE This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MiTek connectors. Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracing,consultor NIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, £ r 6300 Enterprise Lane,,Madison,WI 53719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 FrstSou7ce ##1 Job Truss Truss Type Qty Ply 01 J1831598 J237758 T10 SPECIAL 1 1 Job Reference(optional) Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries, Inc. Thu May 10 16:38:31 2007 Page 2 NOTES 2) Wind:ASCE 7-02; 120mph(3-second gust); h=21ft;TCDL=4.2psf; BCDL=3.Opsf;Category Il; Exp C;enclosed; MWFRS and C-C Exterior(2)zone; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. 4) *This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)All plates are 3x6 MT20 unless otherwise indicated. 6)All bearings are assumed to be SYP No.2 crushing capacity of 565.00 psi 7) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 740 Ib uplift at joint 2,638 Ib uplift at joint 10 and 912 Ib uplift at joint 18. LOAD CASE(S) Standard Truss Design Engineer:Lawrence A.Paine,PE Florida PE No.21475 Builders FirstSource-Florida,LLC 6550 Roosevelt Blvd.Jacksonville,FL 32244 May 11,2007 Warning-Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI{-7473 BEFORE USE This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MiTek connectors. Ift.as Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the ' responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection i and bracing,consult BCSI-1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, , � 1. 6300 Enterprise Lane,Madison,WI 53719 or the Truss Plate Institute,583 D'Onotrio Drive,Madison,W 153719 Job Truss Truss Type Qty Ply 01 J237758 T11 SPECIAL 1 1 J1831599 Job Reference o tional Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries,Inc. Thu May 10 16:38:32 2007 Page 1 -2-0-0 6-0-s 11-6-2 17-QO 24-0-0 29-5-6 34-10-12 41-0-0 43-0-0 2-0-0 6-0-5 5-5-14 5-5-14 7-0.0 5-5-6 5-5-6 6-1-4 2.0-0 Scale=1:78.0 5x14 5x6= 6 7 5 8 3x10 MT20H 6.00 F12 4x6 i 4 9 m 2x4: d 3 10 cb 15 5x8= N ,v 2 17 16 14 13 11 4 adY 1 121'i 0 19 18 3x8= 5x6= 3.25 12 3.00 LL2 5-2-12 8-5-8 17-0-0 23-10-5 32-1-4 41-0-0 5-2-12 3-2-12 8.6-8 6-10-5 8-2-15 8-10-12 Plate Offsets X,Y: 11:0-0-10,Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) 0.49 13-15 >873 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.59 Vert(TL) -0.56 13-15 >756 180 MT20H 187/143 BCLL 10.0 * Rep Stress Incr YES WB 0.73 Horz(TL) 0.30 11 n/a n/a BCDL 5.0 Code FBC2004ITP12002 (Matrix) Weight:211 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or BOT CHORD 2 X 4 SYP No.2 3-3-3 oc purlins. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 3-10-14 oc bracing. WEBS 1 Row at midpt 5-18 REACTIONS (Ib/size) 2=-596/0-3-8, 11=1139/0-5-8, 19=2300/0-5-8 Max Horz 2=212(load case 6) Max Uplift 2=-682(load case 11), 11=-650(load case 7), 19=-979(load case 6) Max Grav 2=66(load case 7), 11=1139(load case 1), 19=2300(load case 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49,2-3=-1554/1982,3-4=-92/308,4-5=-20/335,5-6=-1175/1212, 6-7=-1842/1739, 7-8=-2101/1820, 8-9=-2907/2677, 9-10=-2974/2666, 10-11=-3304/3016, 11-12=0/47 BOT CHORD 2-19=-1692/1610, 18-19=-1078/1051, 17-18=-208/528, 16-17=-404/1016, 15-16=-394/1032, 14-15=-1820/2495, 13-14=-1821/2475, 11-13=-2472/2944 Truss Design Engineer:Lawrence A.Paine,PE WEBS 3-19=-2319/2112,3-18=-1098/1437, 5-18=-1349/1124, 5-17=-273/668, Florida PE No.21475 6-17=-418/248,6-15=-662/1022,7-15=-395/570,8-15=-612/863,8-13=-277/433 Builders FirstSource-Florida,LLC 10-13=-269/495 6550 Roosevelt Blvd.Jacksonville,FL 32244 JOINT STRESS INDEX 2=0.68, 3=0.88,4=0.28, 5=0.58,6= 1.00,7=0.76,8=0.39,9=0.78, 10=0.33, 11 =0.77, 13=0.37, 14=0.79, 15= 0.77, 16=0.39, 17=0.38, 18=0.62 and 19=0.64 Continued on page 2 May 11,2007 Wirnlny-Verify dtsipn pvam�brs antl READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE Bill-7413 BEFORE USE This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MiTek connectors. Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracing,consult BCSI-1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, 3 6300 Enterprise Lane,Madison,WI 53719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,W 153719 �'" -(^c Job Truss Truss Type Qty Ply 01 J1831599 J237758 T11 SPECIAL 1 1 Job Reference(optional) Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries,Inc. Thu May 10 16:38:32 2007 Page 2 NOTES 1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02; 120mph(3-second gust); h=21ft;TCDL=4.2psf;BCDL=3.Opsf; Category II; Exp C; enclosed; MWFRS and C-C Exterior(2)zone; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. 4) *This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)All plates are MT20 plates unless otherwise indicated. 6)All plates are 3x6 MT20 unless otherwise indicated. 7)All bearings are assumed to be SYP No.2 crushing capacity of 565.00 psi 8) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 682 Ib uplift at joint 2,650 Ib uplift at joint 11 and 979 lb uplift at joint 19. LOAD CASE(S) Standard Truss Design Engineer:Lawrence A.Paine,PE Florida PE No.21475 Builders FirstSource-Florida,LLC 5550 Roosevelt Blvd.Jacksonville,FL 32244 May 11,2007 Warning-WrHy Assign panmetrrrs and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE NII-7475&EFORE USE This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MTek connectors. Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracing,consult BCSI-1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, I J 6300 Enterprise Lane,Madison,WI 53719 or the Truss Plate Institute,583 D'Oncfrio Drive,Madison,WI 53719 Job Truss Truss Type Qty Ply 01 J1831600 J237758 T12 SPECIAL 1 1 Job Reference(optional) Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries,Inc. Thu May 10 16:38:33 2007 Page 1 -2-0-0 5-11-2 i 12-5.9 19-0-0 X22-0-0 28-1-6 34-2-12 F 41-0-0 43-0-0 2-0-0 5-11-2 6-6-7 6-6.7 3.0-0 6-1-6 6-1-6 6-9-4 2-0-0 Scale=1:78.0 5x6= 5x6= 6 7 5 8 4x6 6.0012 4x6 4 90 2x4 3 10 15 5x6= N 17 16 a en 2 3t4 13 x8 11 M 1 1214 0 19 18 3x8= 5x8= 3.25 12 3.00 L12 5-11-2 8-5-8 19-0-0 23-10-5 32-1-4 41-0-0 5.11-2 2-6-6 10-6-8 4-10-5 8-2-15 8-10-12 Plate Offsets(X,Y): [2:0-0-10 Edge], [9:0-3-0 Edge] [11:0-0-10 Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.75 Vert(LL) 0.47 13-15 >895 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.59 Vert(TL) -0.57 16-18 >730 180 BCLL 10.0 " Rep Stress Incr YES WB 0.66 Horz(TL) 0.28 11 n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight:215 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or BOT CHORD 2 X 4 SYP No.2 3-3-0 oc purlins. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 4-0-2 oc bracing. WEBS 1 Row at midpt 5-18 REACTIONS (Ib/size) 2=-505/0-3-8, 11=1105/0-5-8, 19=2244/0-9-4 Max Horz 2=231(load case 6) Max Uplift 2=-593(load case 11), 11=-649(load case 7), 19=-1023(load case 6) Max Grav 2=45(load case 7), 11=1105(load case 1), 19=2244(load case 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49,2-3=-1394/1786,3-4=-178/511,4-5=-156/565, 5-6=-1139/1147, 6-7=-948/1140, 7-8=-1900/1698, 8-9=-2780/2629, 9-10=-2852/2613, 10-11=-3167/2890, 11-12=0/47 BOT CHORD 2-19=-1516/1461, 18-19=-1516/1461, 17-18=-2031474, 16-17=-187/488, 15-16=-459/1257, 14-15=-1560/2234, 13-14=-1561/2214, 11-13=-2353/2819 Truss Design Engineer:Lawrence A.Paine,PE WEBS 3-19=-2198/1986,3-18=-1282/1678, 5-18=-1569/1359, 5-16=-184/618, noridaPENo.21475 6-16=-180/261,7-16=-717/439,7-15=-935/1275,8-15=-605/868,8-13=-489/547Bu11ders FirstSource-Florida,LLC 10-13=-282/502 6550 Roosevelt Blvd.Jacksonville,FL 32244 JOINT STRESS INDEX 2=0.86, 3=0.87,4=0.40,5=0.69,6=0.74,7=0.67, 8=0.39,9=0.93, 10=0.33, 11 =0.74, 13=0.37, 14=0.72, 15= 0.80, 16=0.63, 17=0.27, 18=0.67 and 19=0.63 Continued on page 2 May 11,2007 ;� Warning•Vsrify 4ssign parameters and READ NOTES ON THIS AND INCLUDED Mt7EK REFERENCE PAGE MII-7473 BEFORE USE This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MiTek connectors. Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is theou responsibility of building designer and I or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracing,iseconsult Lan,Madison, or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, MFirstSource 6300 Enterprise Lane,Madison,WI 53719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 Job Truss Truss Type Qty Ply 01 J1831600 J237758 T12 SPECIAL 1 1 Job Reference o tional Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries, Inc. Thu May 10 16:38:34 2007 Page 2 NOTES 1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02; 120mph(3-second gust); h=21ft;TCDL=4.2psf; BCDL=3.Opsf; Category II; Exp C; enclosed;MWFRS and C-C Exterior(2)zone; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60.This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. 4)*This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)All plates are 3x6 MT20 unless otherwise indicated. 6)All bearings are assumed to be SYP No.2 crushing capacity of 565.00 psi 7) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 593 Ib uplift at joint 2,649 Ib uplift at joint 11 and 1023 Ib uplift at joint 19. LOAD CASE(S) Standard Thus Design Engineer:Lawrence A.Paine,PE Florida PE No.21475 Builders FirstSource-Florida,LLC 6550 Roosevelt Blvd.Jacksonville,FL 32244 May 11,2007 A Warning•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE FADE M11.7473 DEFORE USE �. This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MiTek connectors. Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection i and bracing,consult BCSI-1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, ,,,„ 6300 Enterprise Lane,Madison,WI 53719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,W 153719 kL.�� Job Truss Truss Type Qty Ply 01 J1831601 J237758 T13 SPECIAL 1 1 Job Reference o tional Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries,Inc. Thu May 10 16:38:35 2007 Page 1 -2-0-0 7-2-5 13-10-2 20-6-0 27-1-6 3341-12 41-0-0 143-0-0 2-0.0 7-2-5 6-7-14 6-7-14 6-7-6 6-7-6 7-3-4 2-0-0 Scale=1:76.7 5x8= 6 3x8 i 5 7 6.00 F12 4 8 2x4 3 9 14 _ 5x8= N ym 2 16 t5 13 12 10 d 1 14 18 17 3x8 2x4 5x6= 32512 3.00 L12 4-6-0 7-6-8 1-5-8 16.1-14 23-10-5 32-1-4 41.0-0 4-6-0 3-0-8 0-11-0 7-8-6 7-8-6 8-2-15 8-10-12 Plate Offsets(X,Y): [10:0-0-10 Ed e] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) 0.37 12-14 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.44 12-14 >888 180 BCLL 10.0 * Rep Stress Incr YES WB 0.83 Horz(TL) 0.23 10 n/a n/a BCDL 5.0 Code FBC2004ITP12002 (Matrix) Weight:213 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or BOT CHORD 2 X 4 SYP No.2 3-5-14 oc purlins. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 4-6-0 oc bracing. WEBS 1 Row at midpt 5-17,6-16 REACTIONS (Ib/size) 2=-281/0-3-8, 17=2138/0-9-4, 10=987/0-5-8 Max Horz 2=244(load case 6) Max Uplift 2=-436(load case 11), 17=-1083(load case 6), 10=-608(load case 7) Max Grav 2=29(load case 10), 17=2138(load case 1), 10=987(load case 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49, 2-3=-866/1357,3-4=-1073/1392,4-5=-1061/1536, 5-6=-400/588, 6-7=-1402/1244, 7-8=-2319/2232, 8-9=-2400/2209,9-10=-2687/2406, 10-11=0/47 BOT CHORD 2-18=-1125/1021, 17-18=-1174/1247, 16-17=-172/417, 15-16=-38/637, 14-15=-27/655, 13-14=-960/1670, 12-13=-961/1650, 10-12=-1909/2382 WEBS 3-18=-370/147, 3-17=-400/745, 5-17=-2151/1794, 5-16=-253/622,6-1 6=-737/4 1�n s Design Engineer:Lawrence A.Paine,PE 6-14=-808/1163,7-14=-584/827, 7-12=-728/656,9-12=-299/526 Florida PE No.21475 Builders FirstSouirce-Florida,LLC JOINT STRESS INDEX 5550 Roosevelt Blvd.Jacksonville,FL 32244 2=0.49, 3=0.48,4=0.50,5=0.72,6=0.69,7=0.44,8=0.78, 9=0.33, 10=0.64, 12=0.40, 13=0.55, 14=0.76, 15= 0.22, 16=0.54, 17=0.90 and 18=0.33 NOTES 1) Unbalanced roof live loads have been considered for this design. May 11,2007 Continued on page 2 Warnin6-VsrHy Wsign paramebrs and READ NOTES ON THIS AND INCLUDED MiTEK REFERENCE PAGE Mt1-7473 BEFORE USE soak This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MiTek connectors. Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracing,iseconsultLan ,Madison, or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, 6300 Enterprise Lane,Madison,WI 53719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,W1 53719 First Of"%ourcei Job Truss Truss Type Qty Ply 01 J1831601 J237758 T13 SPECIAL 1 1 Job Reference(optional) Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries,Inc. Thu May 10 16:38:35 2007 Page 2 NOTES 2)Wind:ASCE 7-02; 120mph(3-second gust); h=21ft;TCDL=4.2psf; BCDL=3.Opsf;Category II; Exp C;enclosed;MWFRS and C-C Exterior(2)zone; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 3) `This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)All plates are 3x6 MT20 unless otherwise indicated. 5)All bearings are assumed to be SYP No.2 crushing capacity of 565.00 psi 6) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 436 Ib uplift at joint 2, 1083 Ib uplift at joint 17 and 608 Ib uplift at joint 10. LOAD CASE(S) Standard Truss Design Engineer:Lawrence A.Paine,PE Florida PE No.21475 Builders FirstSource-Florida,LLC 6550 Roosevelt Blvd.Jacksonville,FL 32244 May 11,2007 Warning•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USEOak Iff This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MiTek connectors. Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracing.consult SCSI-1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, , . 6300 Enterprise Lane,Madison,WI 53719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 Job Truss Truss Type Qty Ply 01 J1831602 J237758 T14 SPECIAL 4 1 Job Reference(optional) Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries,Inc. Thu May 10 16:38:36 2007 Page 1 i 20-0 7-2-5 13-10-2 20-6-0 27-1-6 33-8-12 41-0-0 '4M 2-0-0 7-2-5 6-7-14 6-7-14 6-7-6 6-7-6 7-3-4 2-0-0 Scale=1:76.7 5x8= 6 3x8 i 5 7 6.00 12 4 8 2x4 3 9 14 5x8= N 4 ym 2 16 15 13 12 10 d 1 11I$ 18 17 3x8 2x4 5x6= 325 12 3.00112 4-6-0 8-2-12 8-5r8 16-1-14 23-10-5 32-1-4 41-0-0 4-6-0 3-8-12 0-2-12 7-8-6 7-8-6 8-2-15 8-10-12 Plate Offsets(X,Y): 10:0-0-10 Ed et LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) 0.37 12-14 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.44 12-14 >888 180 BCLL 10.0 * Rep Stress Incr YES WB 0.83 Horz(TL) 0.23 10 n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight:213 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or BOT CHORD 2 X 4 SYP No.2 3-5-14 oc purlins. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 4-6-0 oc bracing. WEBS 1 Row at midpt 5-17, 6-16 REACTIONS (Ib/size) 2=-281/0-3-8, 17=2138/0-5-8, 10=987/0-5-8 Max Horz 2=244(load case 6) Max Uplift 2=-436(load case 11), 17=-1083(load case 6), 10=-608(load case 7) Max Grav 2=29(load case 10), 17=2138(load case 1), 10=987(load case 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49,2-3=-866/1357,3-4=-1073/1392,4-5=-1061/1536, 5-6=-400/588, 6-7=-1402/1244, 7-8=-2319/2232, 8-9=-2400/2209, 9-10=-2687/2406, 10-11=0/47 BOT CHORD 2-18=-1125/1021, 17-18=-1174/1247, 16-17=-172/417, 15-16=-38/637, 14-15=-27/655, 13-14=-960/1670, 12-13=-961/1650, 10-12=-1909/2382 WEBS 3-18=-370/147, 3-17=-400/745, 5-17=-2151/1794,5-16=-253/622,6-16=-737/41Wfuss Design Engineer:Lawrence A.Paine,PE 6-14=-808/1163,7-14=-584/827, 7-12=-728/656,9-12=-299/526 Florida PE No.21435 Builders FirstSource-Florida,LLC JOINT STRESS INDEX 6550 Roosevelt Blvd.Jacksonville,FL 32244 2=0.49, 3=0.48,4=0.50,5=0.72,6=0.69, 7=0.44, 8=0.78,9=0.33, 10=0.64, 12=0.40, 13=0.55, 14=0.76, 15= 0.22, 16=0.54, 17=0.90 and 18=0.33 NOTES 1) Unbalanced roof live loads have been considered for this design. Continued on page 2 May 11,2007 d Warning-VerNy design parameters entl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.747S BEFORE USE � This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MiTek connectors. Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracing,ise sultLan ,Madison, or,WI 5 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, ! r 6300 Enterprise Lane,Madison,WI 53719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 j @j A+.�„� Job Truss Truss Type Qty Ply 0 1 J1831602 J237758 T14 SPECIAL 4 1 Job Reference(optional) Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries, Inc. Thu May 10 16:38:36 2007 Page 2 NOTES 2)Wind:ASCE 7-02; 120mph(3-second gust); h=21ft;TCDL=4.2psf; BCDL=3.Opsf;Category Il; Exp C; enclosed;MWFRS and C-C Exterior(2)zone; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 3) `This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) All plates are 3x6 MT20 unless otherwise indicated. 5)All bearings are assumed to be SYP No.2 crushing capacity of 565.00 psi 6) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 436 Ib uplift at joint 2, 1083 Ib uplift at joint 17 and 608 Ib uplift at joint 10. LOAD CASE(S) Standard Truss Design Engineer:Lawrence A.Paine,PE Florida PE No.21475 Builders FirstSource-Florida,LLC 6550 Roosevelt Blvd.Jacksonville,FL 32244 May 11,2007 Warning-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIS-7473 BEFORE USE �. This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MiTek connectors. Applicability M design parameters and proper incorporation of component into the overall building structure,inciuding all temporary and permanent bracing,is the responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracinn�consult BCSI-1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, koFrstSource6300 Ent se Lane,Madison,W153719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,W153719 Job Truss Truss Type Qty Ply 01 J1831603 J237758 T15 SPECIAL 1 1 Job Reference o tional Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries,Inc. Thu May 10 16:38:37 2007 Page 1 -2-0.0 7-1-4 13-8-1 1 20-6-0 1 27-1-6 33-8-12 41-0-0 2-0-0 7-1-4 6-6-13 6-9-15 6-7-6 6-7-6 73-4 Scale=1:77.0 5x8= 2x4 11 7 6 400 i 5 8 6.00 12 4 9 2x4 3 10 14 0 5x8= x8= 11 13 12 2 N 1 3.25 12 I� 3x8= 20 19 18 17 16 2x4// 7x10= 2x4 11 3.00 12 4-4-10 8-2-12 13-8-1 19-1-6 23-10-5 1 32-1-4 41-0-0 4-4-10 3-10-2 5-5-5 5-5-5 4-8-15 8-2-15 8-10-12 Plate Offsets(X Y): [11:0 0 10 Edge] [15:0-2-4 Edge] LOADING (pst7 SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.71 Vert(LL) 0.42 11-12 >920 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.63 Vert(TL) -0.45 12-14 >867 180 BCLL 10.0 * Rep Stress Incr YES WB 0.83 Horz(TL) 0.23 11 n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight:240 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or BOT CHORD 2 X 4 SYP No.2*Except* 3-3-7 oc purlins. 6-16 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 3-8-5 oc WEBS 2 X 4 SYP No.3 bracing. Except: 1 Row at midpt 6-15 WEBS 1 Row at midpt 5-19 REACTIONS (Ib/size) 2=-276/0-3-8, 11=875/0-5-8, 19=2121/0-5-8 Max Horz 2=264(load case 6) Max Uplift 2=-431(load case 11), 11=-436(load case 7), 19=-1082(load case 6) Max Grav 2=34(load case 10), 11=875(load case 1), 19=2121(load case 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49,2-3=-1010/1338, 3-4=-1176/1359,4-5=-1162/1502,5-6=-736/811, 6-7=-649/876,7-8=-1483/1402,8-9=-2450/2510,9-10=-2532/2487, 10-11=-2822/2696 BOT CHORD 2-20=-1109/1029, 19-20=-1158/1244, 18-19=-86/252, 17-18=-86/252, 16-17=0/il3-s Design Engineer:Lawrence A.Paine,PE 15-16=0/74, 6-15=-182/152, 14-15=-93/706, 13-14=-1254/1757, 12-13=-1255/1 PE No.21475 Builders FirstSource-Florida,LLC 11-12=-2314/2513 WEBS 3-20=-346/163, 3-19=-401/737, 5-19=-2147/2005, 5-17=-90/156, 15-17=-101/28 50 Roosevelt Blvd.Jacksonville,FL 32244 5-15=-344/677,7-15=-535/215,7-14=-966/1198,8-14=-590/870,8-12=-838/707, 10-12=-313/556 JOINT STRESS INDEX 2=0.46, 3=0.47,4=0.46,5=0.88,6=0.55,7=0.56, 8=0.46,9=0.81, 10=0.33, 11 =0.70, 12=0.43, 13=0.61, 14 May 11,2007 Conte§9d'Ap§g2216=0.51, 17=0.34, 18=0.15, 19=0.39 and 20=0.33 Warning-Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 BEFORE USE Br 1, This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MiTek connectors Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection ; and bracing,consult BCSI-1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, 6300 Enterprise Lane,Madison,WI 53719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 Job Truss Truss Type Qty Ply 01 J1831603 J237758 T15 SPECIAL 1 1 Job Reference(optional) Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries,Inc. Thu May 10 16:38:37 2007 Page 2 NOTES 1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02; 120mph(3-second gust); h=21ft;TCDL=4.2psf; BCDL=3.Opsf;Category II; Exp C; enclosed; MWFRS and C-C Exterior(2)zone; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60.This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) *This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)All plates are 3x6 MT20 unless otherwise indicated. 5)All bearings are assumed to be SYP No.2 crushing capacity of 565.00 psi 6) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 431 Ib uplift at joint 2,436 Ib uplift at joint 11 and 1082 Ib uplift at joint 19. LOAD CASE(S) Standard Truss Design Engineer:Lawrence A.Paine,PE Florida PE No.21475 Builders FirstSaurce-Florida LLC 5550 Roosevelt Blvd.Jacksonville,FL 32244 May 11,2007 j& Warning-verify design parameters and READ NOTES ON THIS AND INCLUDED IAITEK REFERENCE PAGE MII.7473 6EFORE USE This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MiTek connectors. Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the Oaftuiddlm responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracing,consult BCSI-1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, 6300 Enterprise Lane,Madison,WI 53719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 i . S r Job Truss Truss Type Qty Ply 0 1 J1831604 J237758 T16 SPECIAL 4 1 Job Reference(optional) Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries, Inc. Thu May 10 16:38:38 2007 Page 1 -2-0-0 7-5-7 14.4-6 20-6-0 1 29-4-12 34-10-7 1 41-0-0 1 43-0-9 2-0-0 7-5-7 6-10-15 6-1-10 8.10-12 5-5-12 6-1-9 2-0-0 Scale=1:76.7 6x8= 6 7 400 5 8 46 6.00 12 3 4 9 2x4 10 1 802= < 14 13 11 2 12I1T d1 0 3x8= 21 20 19 18 17 16 2x4// 700= 2x4 11 3xB= 2x4 11 3.00 Ll2 23-11-0 4.4-10 8-2-12 14-4-6 20.6-0 23-10-5 i 32-1-4 41-0-0 4-4-10 310-2 6-1-10 6-1-10 3-4-5 0-0-11 8-2-4 8-10-12 Plate Offsets(X Y)• [9:0-3-0 Edge] [11:0-0-10 Edge] [15:0-6-0,0-3-101 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.68 Vert(LL) 0.39 13-15 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.48 13-15 >811 180 BCLL 10.0 * Rep Stress Incr YES WB 0.92 Horz(TL) 0.27 11 n/a n/a BCDL 5.0 Code FBC2004ITP12002 (Matrix) Weight:251 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or BOT CHORD 2 X 4 SYP No.2*Except* 3-7-1 oc purlins. 7-16 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 4-3-13 oc WEBS 2 X 4 SYP No.3 bracing. WEBS 1 Row at midpt 5-20, 6-17 REACTIONS (Ib/size) 2=-266/0-3-8, 11=1006/0-5-8,20=210410-5-8 Max Horz 2=244(load case 6) Max Uplift 2=-429(load case 11), 11=-617(load case 7),20=-1054(load case 6) Max Grav 2=45(load case 10), 11=1006(load case 1),20=2104(load case 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49, 2-3=-805/1331,3-4=-916/1318,4-5=-902/1468,5-6=-594/895, 6-7=-1416/1431,7-8=-1500/1294, 8-9=-2374/2205, 9-10=-2440/2194, 10-11=-2782/2551, 11-12=0/47 BOT CHORD 2-21=-1100/971,20-21=-1157/1212, 19-20=-36/248, 18-19=-36/248, 17-18=-36/248 , 16-17=-12/9, 15-16=0/22,7-15=-222/333, 14-15=-1368/1980, 13-14=-1369/196` ru-Design Engineer:Lawrence A.Paine,PE 11-13=-2051/2471 Florida PE No.21475 WEBS 3-21=-372/164,3-20=-425/775, 5-20=-2140/1825, 5-18=0/186,5-17=-242/524, Builders FirstSource-Florida,LLC 6-17=-891/158, 6-15=-958/1664, 15-17=-42/730,8-15=-665/912,8-13=-302/461550 Roosevelt Blvd.Jacksonville,Fl.32244 10-13=-288/509 JOINT STRESS INDEX 2=0.55, 3=0.50,4=0.56,5=0.80,6=0.66,7=0.31, 8=0.39,9=0.85, 10='0.33, 11 =0.66, 13=0.37, 14=0.63, 15= 0.60, 16=0.33, 17=0.72, 18=0.33, 19=0.15, 20=0.37 and 21 =0.33 May 11,2007 Continued on page 2 Warning-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE SUPS Is This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MiTek connectors Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the j responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracing,consult BCSI-1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, " , 6300 Enterprise Lane,Madison,WI 53719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,At 53719 r Job Truss Truss Type Qty Ply 01 J1831604 J237758 T16 SPECIAL 4 1 Job Reference(optional) Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries, Inc. Thu May 10 16:38:38 2007 Page 2 NOTES 1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02; 120mph(3-second gust);h=21ft;TCDL=4.2psf;BCDL=3.Opsf; Category II; Exp C; enclosed; MWFRS and C-C Exterior(2)zone;porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60.This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) 'This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)All plates are 3x6 MT20 unless otherwise indicated. 5)All bearings are assumed to be SYP No.2 crushing capacity of 565.00 psi 6) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 429 Ib uplift at joint 2,617 Ib uplift at joint 11 and 1054 Ib uplift at joint 20. LOAD CASE(S) Standard Tros Design Engineer:Lawrence A.Paine,PE Florida PE No.21435 Builders FirstSource-Florida,LLC 6550 Roosevelt Blvd.Jacksonville,FL 32244 May 11,2007 warning•verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1101111.7477 BEFORE USE w This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MiTek connectors. OF 'ISEEN IDS 0 Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracing,consult BCSI-1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, ` 6300 Enterprise Lane,Madison,WI 53719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 INUF ( .,r i I Job Truss Truss Type Qty Ply 0 1 J1831605 J237758 T17 MONO HIP 1 1 Job Reference(optional) Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries, Inc. Thu May 10 16:38:39 2007 Page 1 -2-0-0 7-0-0 8-5-8 2-0-0 7-0-0 1-5-8 5x14= Scale=1:25.2 2x4 3 4 6.00 12 2 6 1 2x4= 2x4 I I 3x6= 7-0-0 8-5-8 7-0-0 1-5-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) 0.14 2-6 >711 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.12 2-6 >812 180 BCLL 10.0 * Rep Stress Incr NO WB 0.18 Horz(TL) -0.00 5 n/a n/a BCDL 5.0 Code FBC2004ITP12002 (Matrix) Weight:45 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or BOT CHORD 2 X 4 SYP No.2 6-0-0 oc purlins, except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 5=683/0-5-8, 2=463/0-3-8 Max Horz 2=255(load case 5) Max Uplift 5=-622(load case 5),2=-492(load case 5) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49,2-3=-333/202, 3-4=-1/0,4-5=-76/67 BOT CHORD 2-6=-229/212, 5-6=-254/232 WEBS 3-6=-595/497, 3-5=-670/732 JOINT STRESS INDEX 2=0.50, 3=0.32,4=0.04, 5=0.54 and 6=0.35 NOTES 1)Wind:ASCE 7-02; 120mph(3-second gust); h=21ft;TCDL=4.2psf;BCDL=3.Opsf;Category ll; Exp C;enclosed;MWFRS; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. 2) Provide adequate drainage to prevent water ponding. 3)*This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Trws Design Engineer:Lawrence A.Paine,PE 4) All bearings are assumed to be SYP No.2 crushing capacity of 565.00 psi Florida PE No.21475 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 62puilders FirstSource-Florida,LLC Ib uplift at joint 5 and 492 Ib uplift at joint 2. 6550 Roosevelt Blvd.Jacksonville,FL 32244 May 11,2007 Continued on page 2 A Warning-Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1111111-7473 BEFORE USE . lju This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MiTek connectors Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the iars 1 responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection 5 and bracing,consult BCSI-1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, FirstSo 6300 Enterprise Lane,Madison,WI 53719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 Job Truss Truss Type Qty Ply 01 J1831605 J237758 T17 MONO HIP 1 1 Job Reference(optional) Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries, Inc. Thu May 10 16:38:39 2007 Page 2 NOTES 6) In the LOAD CASE(S)section, loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1) Regular:Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads(plf) Vert: 1-3=-54,3-4=-115(F=-61),2-6=-10,5-6=-21(F=-11) Concentrated Loads(lb) Vert:6=-411(F) Truss Design Engineer:Lawrence A.Paine,PE Florida PE No.21475 Builders FirstSource-Florida,LLC 6550 Roosevelt Blvd.Jacksonville,FL 32244 May 11,2007 warning-verify Assign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MiTek connectors. Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracing,consult BCSI-1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, '+ , 6300 Enterprise Lane,Madison,WI 53719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,At 53719 Jj Job Truss Truss Type Qty Ply 01 J1831606 J237758 T18 MONO TRUSS 13 1 Job Reference o tional Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries, Inc. Thu May 10 16:38:39 2007 Page 1 -2-0-0 4-4-4 8-5-8 2-0-0 4-4-4 4-1-4 2x4 11 Scale=1:27.7 4 6.00 F12 3x6 i 3 2 1 6 3x6= 2x4 11 3x6= 4-4-4 8-5-8 4-4-4 4-1-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1,25 TC 0.50 Vert(LL) 0.05 2-6 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.25 Vert(TL) 0.05 2-6 >999 180 BCLL 10.0 * Rep Stress Incr YES WB 0.24 Horz(TL) -0.01 5 n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight:45 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or BOT CHORD 2 X 4 SYP No.2 6-0-0 oc purlins, except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-7-3 oc bracing. REACTIONS (Ib/size) 5=245/0-5-8,2=397/0-3-8 Max Horz 2=286(load case 6) Max Uplift 5=-331(load case 6),2=-429(load case 6) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49,2-3=-344/627, 3-4=-99/30,4-5=-88/189 BOT CHORD 2-6=-825/251,5-6=-825/251 WEBS 3-6=-444/151, 3-5=-288/945 JOINT STRESS INDEX 2=0.30, 3=0.45,4=0.10, 5=0.42 and 6=0.12 NOTES 1)Wind:ASCE 7-02; 120mph(3-second gust); h=21ft;TCDL=4.2psf; BCDL=3.Opsf;Category 11; Exp C;enclosed; MWFRS and C-C Exterior(2)zone; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2) *This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any oth'&ss Design Engineer:Lawrence A.Paine,PE live loads. Florida PE No.21475 3)All bearings are assumed to be SYP No.2 crushing capacity of 565.00 psi Anild rs FirstSource-Florida,LLC 4) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 33550 Roosevelt Blvd.Jacksonville,FL 32244 Ib uplift at joint 5 and 429 Ib uplift at joint 2. May 11,2007 Continued on page 2 Warning-Veri/y gesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE FADE M11.7473 BEFORE USE This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MiTekconnectors. Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracing,consult BCSI-1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, rrry 6300 Enterprise Lane,Madison,WI 53719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 Firstource 1+1W,•,"��r- Job Truss Truss Type Qty Ply 01 =J1831606 J237758 T18 MONO TRUSS 13 1 Job Reference(optional) Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries,Inc. Thu May 10 16:38:39 2007 Page 2 LOAD CASE(S) Standard Truss Design Engineer:Lawrence A.Pante,PE Florida PE No.21475 Builders FirstSource-Florida,LLC 6550 Roosevelt Blvd.Jacksonville,FL 32244 May 11,2007 :, Warning•Verify Aasige parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE MIII.7473 BEFORE USE r/�, This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MiTek connectors. Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracing,consult SCSI-1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, � .� f 6300 Enterprise Lane,Madison,WI 53719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 J Job Truss Truss Type Qty Ply 01 J1831607 J237758 T19 MONO HIP 1 1 Job Reference(optional) Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries, Inc. Thu May 10 16:38:40 2007 Page 1 -2-0-0 7-0-0 i9-7-12 2.0-0 7-0-0 2-7-12 5x14= Scale=1:25.2 2x4 3 4 6.00 12 2 LJ 6 1 3x6= 2x4 13x6= 7-0-0 9-7-12 7-0-0 2-7-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) 0.14 2-6 >812 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.29 Vert(TL) -0.11 2-6 >999 180 BCLL 10.0 * Rep Stress Incr NO WB 0.27 Horz(TL) -0.01 5 n/a n/a BCDL 5.0 Code FBC2004ITP12002 (Matrix) Weight:49 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or BOT CHORD 2 X 4 SYP No.2 6-0-0 oc purlins, except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 8-9-15 oc bracing. REACTIONS (Ib/size) 5=749/0-9-4,2=560/0-3-8 Max Horz 2=255(load case 5) Max Uplift 5=-678(load case 4),2=-579(load case 5) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49,2-3=-596/417, 3-4=-5/7,4-5=-70/112 BOT CHORD 2-6=-443/455, 5-6=-465/476 WEBS 3-6=-529/497, 3-5=-819/815 JOINT STRESS INDEX 2=0.60, 3=0.93,4=0.25, 5=0.39 and 6=0.35 NOTES 1) Wind:ASCE 7-02; 120mph(3-second gust); h=21ft;TCDL=4.2psf; BCDL=3.Opsf;Category II; Exp C;enclosed;MWFRS; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. 2) Provide adequate drainage to prevent water ponding. 3) *This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Trws Design Engineer:Lawrence A.Paine,PE 4)All bearings are assumed to be SYP No.2 crushing capacity of 565.00 psi Florida PE No.21475 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 67§uilders FirstSoarce-Florida LLC Ib uplift at joint 5 and 579 Ib uplift at joint 2. 6550 Roosevelt Blvd.Jacksonville,FL 32244 May 11,2007 Continued on page 2 Warning-Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7477 BEFORE USE Evil. .&IM This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MiTek connectors Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracing,consult BCSI-1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, ,„ 6300 Enterprise Lane,Madison,WI 53719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 li Job Truss Truss Type Qty Ply 01 J1831607 J237758 T19 MONO HIP 1 1 Job Reference(optional) Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries,Inc. Thu May 10 16:38:40 2007 Page 2 NOTES 6) In the LOAD CASE(S)section, loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1) Regular:Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads(plf) Vert: 1-3=-54,3-4=-115(F=-61),2-6=-10,5-6=-21(F=-11) Concentrated Loads(lb) Vert:6=-411(F) Truss Design Engineer:Lawrence A.Paine,PE Florida PE No.21475 Builders FirstSource-Florida,LLC 6550 Roosevelt Blvd.Jacksonville,FL 32244 May 11,2007 Warning-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 BEFORE USE This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MiTek connectors. UUM"s Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracing,consuft BCSI-1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, 6300 Enterprise Lane,Madison,WI 53719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,W 153719 Job Truss Truss Type Qty Ply 01 J1831608 J237758 T20 HIP 1 1 Job Reference o tional Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries, Inc. Thu May 10 16:38:41 2007 Page 1 -2-0-0 5-11-2 10-4-0 17-1-5 23-10-11 30-8-0 35-0.14 41-0.0 43-0.0 2-0-0 5-11-2 4-4-14 6-9-5 6-9-5 6-9-5 4-4-14 5-11-2 2-0-0 Scale=1:76.7 5x6 5x6= 4 5 6 7 8 6.00 12 4x6 4x6 3 9 d n 2 10 d 1 11IV 3x8= 18 17 16 15 14 13 12 3x8= d 5x8= 5x8= 511-2 10"4-0 20-6-0 30.8-0 35-0.14 41-0.0 511-2 44-14 10-2-0 10-2-0 4-4-14 511-2 Plate Offsets(X,Y): [2:0-4-12,0-1-81, [10:0-4-12,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) -0.19 13-15 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.57 Vert(TL) -0.40 13-15 >999 180 BCLL 10.0 * Rep Stress Incr YES WB 0.58 Horz(TL) 0.07 10 n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight:213 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or BOT CHORD 2 X 4 SYP No.2 4-4-7 oc purlins. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 5-7-1 oc bracing. WEBS 1 Row at midpt 5-17,7-13 REACTIONS (lb/size) 2=-91/0-3-8, 18=1760/0-9-4, 10=1174/0-5-8 Max Horz 2=-152(load case 7) Max Uplift 2=-295(load case 11), 18=-898(load case 5), 10=-599(load case 7) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49,2-3=-660/911, 3-4=-583/656,4-5=-474/661, 5-6=-1527/1600, 6-7=-1527/1600,7-8=-1427/1525,8-9=-1631/1602, 9-10=-1915/1731, 10-11=0/49 BOT CHORD 2-18=-749/819, 17-18=-749/819, 16-17=-939/1332, 15-16=-939/1332, 14-15=-1228/1653, 13-14=-1228/1653, 12-13=-1265/1627, 10-12=-1265/1627 WEBS 3-18=-1699/1578,3-17=-1134/1462,4-17=-59/95,5-17=-1114/1036,5-15=-229/399 , 7-15=-240/303,7-13=-399/304, 8-13=-337/416,9-13=-253/342, 9-12=0/120 JOINT STRESS INDEX 2=0.71, 3=0.65,4=0.74,5=0.47,6=0.74,7=0.47,8=0.74,9=0.65, 10=0.71, 12=0.50, 13=0.66, 14=0.64, 15= 0.41, 16=0.64, 17=0.66 and 18=0.50 Truss Design Engi=neer:Lawrence A.Paine,PE NOTES Florida PE No.21475 Builders FirstSoume-Florida,LLC 1) Unbalanced roof live loads have been considered for this design. 6550 Roosevelt Blvd.Jacksonville,FL 32244 Continued on page 2 May 11,2007 /� WernfnB-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M114473 BEFORE USE This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MiTek connectors. c Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracing,consult BCSI-1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 W7CA Center, p'- 6300 Enterprise Lane,Madison,W 153719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 '�r,.,�# Job Truss Truss Type Qty Ply 01 J1831608 J237758 T20 HIP 1 1 Job Reference o tional Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries,Inc. Thu May 10 16:38:41 2007 Page 2 NOTES 2) Wind:ASCE 7-02; 120mph(3-second gust); h=21ft;TCDL=4.2psf; BCDL=3.Opsf;Category II; Exp C; enclosed; MWFRS and C-C Exterior(2)zone; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. 4) *This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)All plates are 3x6 MT20 unless otherwise indicated. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565.00 psi 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 295 Ib uplift at joint 2,898 Ib uplift at joint 18 and 599 Ib uplift at joint 10. LOAD CASE(S) Standard Truss Design Engineer:Lawrence A.Paine,PE Florida PE No.21475 Builders FirstSource-Florida,LLC 6550 Roosevelt Blvd.Jacksonville,FL 32244 May 11,2007 A& Warning•Verify design paraeseters and READ NOTES ON T04IS AND INCLUDED MITEK REFERENCE PADS M11.747J{EFORE USE This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MiTek connectors. 11 Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the LM responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracing,consult SCSI-1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, � . 8300 Enterprise Lane,Madison,WI 53719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 Job Truss Truss Type Qty Ply 01 J1831609 J237758 T21 SPECIAL 1 1 Job Reference(optional) Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries,Inc. Thu May 10 16:38:42 2007 Page 1 -2-0-0 12-4-0 17-9-0 28-8-0 34-6-12 41-0-0 43-0-0 2-0-0 12-4-0 5-5-0 10-11-0 5-10-12 6-5-4 2-0-0 Scale=1:78.0 5x8 2x4 II 5x14 zz 5 6 7 8 9 6.00 F12 4 10 5x6 4 11 en 3 O 12 2 'IR 13Iq 4 1 1 20 19 18 23 22 5x8= 17 16 15 14 3x8= 2x4 11 2.4 11 4x10= 2x4 I I 5-2-12 8-5-8 i 12-4-0 23-2-0 28-8-0 34-6-12 41-0-0 5-2-12 3-2-12 3-10-8 10-10-0 5-6-0 5-10.12 6-5-4 Plate Offsets(X Y)• [2.0-0-10 Edge] [12:0-4-12,0-1-81 LOADING (psf SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.27 18-20 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.63 Vert(TL) -0.54 18-20 >786 180 BCLL 10.0 * Rep Stress Incr YES WB 0.76 Horz(TL) 0.08 12 n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight:231 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or BOT CHORD 2 X 4 SYP No.2*Except* 4-2-0 oc purlins. 3-23 2 X 4 SYP No.3,8-17 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 5-2-12 oc WEBS 2 X 4 SYP No.3 bracing. REACTIONS (Ib/size) 2=206/0-3-8,23=1420/0-5-8, 12=1249/0-5-8 Max Horz 2=-170(load case 7) Max Uplift 2=-359(load case 6),23=-608(load case 5), 12=-655(load case 7) Max Grav 2=218(load case 10),23=1420(load case 1), 12=1249(load case 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49, 2-3=0/289, 3-4=-1431/1416,4-5=-1342/1430, 5-6=-1207/1405, 6-7=-1906/1992,7-8=-1906/1992, 8-9=-1887/1981,9-10=-1607/1708, 10-11=-1678/1694, 11-12=-2082/1937, 12-13=0/49 BOT CHORD 2-23=-158/29,22-23=0/0,21-23=-1369/1172, 3-21=-1334/1180,20-21=-162/37, 19-20=-1241/1691, 18-19=-1241/1691, 17-18=0/75, 8-18=-307/337, 16-17=-121?F38ss Design Engineer:Lawrence A.Paine,PE 15-16=-1446/1775, 14-15=-1446/1775, 12-14=-1446/1775 Florida PE No.21475 WEBS 3-20=-806/1341, 5-20=-195/334, 6-20=-750/635,6-18=-186/321, 9-18=-487/691Builders FirstSource-Florida,LLC 9-16=-105/111, 16-18=-918/1423, 11-16=-387/488, 11-14=0/195 1550 Roosevelt Blvd.Jacksonville,FL 32244 JOINT STRESS INDEX 2=0.93, 3=0.70,4=0.88,5=0.75,6=0.36,7=0.84,8=0.38,9=0.81, 10=0.79, 11 =0.39, 12=0.77, 14=0.33, 15= 0.61, 16=0.61, 17=0.76, 18=0.57, 19=0.58,20=0.63,21 =0.35,22=0.33,23=0.51 and 24=0.33 May 11,2007 Continued on page 2 warning-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 BEFORE USE gy This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MiTek connectors. Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracing,consult BCSI-1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, ' ,- Source 6300 Enterprise Lane,Madison,WI 53719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,W1 53719 Job Truss Truss Type Qty Ply --b1 J1831609 J237758 T21 SPECIAL 1 1 Job Referenceo tional Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries,Inc. Thu May 10 16:38:42 2007 Page 2 NOTES 1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02; 120mph(3-second gust); h=21ft;TCDL=4.2psf; BCDL=3.Opsf;Category II; Exp C;enclosed; MWFRS and C-C Exterior(2)zone;porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. 4)*This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)All plates are 3x6 MT20 unless otherwise indicated. 6)All bearings are assumed to be SYP No.2 crushing capacity of 565.00 psi 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 359 Ib uplift at joint 2,608 Ib uplift at joint 23 and 655 lb uplift at joint 12. LOAD CASE(S) Standard Truss Design Engineer:Laurence A.Paine,PE Florida PE No.21475 Builders FitstSource-Florida,LLC 5550 Roosevelt Blvd.Jacksonville,FL 32244 May 11,2007 AL Warning-Verify design parameters and READ NOTES ON T141S AND INCLUDED MITEK REFERENCE PAGE M11-7473 BEFORE USE EL.Wo Bit This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MiTek connectors. Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the OUN&rs responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracing,consult BCSI-1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, First 6300 Enterprise Lane,Madison,WI 53719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 Job Truss Truss Type Qty Ply 01 J1831610 - J237758 T22 SPECIAL 1 1 Job Reference(optional) Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries,Inc. Thu May 10 16:38:44 2007 Page 1 -2-0-0 9-10-12 14.4-0 18-9-0 26-8-0 33.6-12 41-0-0 43-0-0 2-0-0 9-10-12 4-5-4 4-5-0 7-11-0 6-10-12 7-5-4 2-0-0 Scale=1:78.0 5x6 5 2x4 11 504= 6 7 8 9 6.00 12 4 5 10 11 2x4 I I � m 3 2 12 0 1311T 211 20 19 18 0 3x8= 23 22 3x8= 17 16 15 14 2x4 I 2x4 I 5x8= 2x4 11 5-2-12 8-5-8 14-4-0 23-2-0 26-8-0 33-6-12 41-0-0 5-2-12 3-2-12 5-10-E 8-10-0 3-6-0 6-10.12 7-5-4 Plate Offsets(X Y)• [2.0-0-10 Edge] [12:0-4-12,0-1-8] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) 0.20 18-19 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.28 18-19 >999 180 BCLL 10.0 * Rep Stress Incr YES WB 0.55 Horz(TL) 0.09 12 n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight:242 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or BOT CHORD 2 X 4 SYP No.2*Except* 4-0-10 oc purlins. 3-23 2 X 4 SYP No.3, 8-17 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 5-3-2 oc WEBS 2 X 4 SYP No.3 bracing. Except: 1 Row at midpt 8-18 WEBS 1 Row at midpt 5-21 REACTIONS (Ib/size) 2=204/0-3-8,23=1422/0-5-8, 12=1249/0-5-8 Max Horz 2=-189(load case 7) Max Uplift 2=-359(load case 6),23=-595(load case 6), 12=-676(load case 7) Max Grav 2=218(load case 10),23=1422(load case 1), 12=1249(load case 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49,2-3=-2/305, 3-4=0/330,4-5=0/346,5-6=-1382/1500,6-7=-1198/1429, 7-8=-1580/1755,8-9=-1567/1743, 9-10=-1474/1636, 10-11=-1562/1612, 11-12=-2061/1944, 12-13=0/49 BOT CHORD 2-23=-216/33,22-23=0/0,21-23=-1368/1173, 3-21=-287/409,20-21=-775/1031,Trws Design Engineer:Lawrence A.Paine,PE 19-20=-775/1031, 18-19=-998/1470, 17-18=-4/21,8-18=-206/163, 16-17=-103/3�londaPE No.21475 15-16=-1439/1752, 14-15=-1439/1752, 12-14=-1439/1752 Builders FirstSource-Florida,LLC WEBS 5-19=-55/297,6-19=-364/348,7-19=-546/464,7-18=-108/236,9-18=-342/590, 6550 Roosevelt Blvd.Jacksonville,FL 32244 9-16=-168/118, 16-18=-829/1344, 11-16=-494/625, 11-14=0/234, 5-21=-1572/1200 JOINT STRESS INDEX 2=0.83, 3=0.64,4=0.18,5=0.59,6=0.53,7=0.41, 8=0.46,9=0.86, 10=0.61, 11 =0.39, 12=0.76, 14=0.33, 15= 0.60, 16=0.61, 17=0.33, 18=0.65, 19=0.56, 20=0.38,21 =0.71,22=0.33,23=0.53 and 24=0.33 May 11,2007 Continued on page 2 Warning•VerRy dEsign param�t�rs EnA READ NOTES ON TNIS ANO INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MTek connectors Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the I responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracing,consult BCSI-1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, - 6300 Enterprise Lane,Madison,WI 53719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,W 153719 FirStSource Job Truss Truss Type Qty Ply 01 =J1831610 J237758 T22 SPECIAL 1 1 Job Reference(optional) Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries,Inc. Thu May 10 16:38:44 2007 Page 2 NOTES 1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02; 120mph(3-second gust); h=21ft;TCDL=4.2psf; BCDL=3.Opsf; Category II; Exp C; enclosed; MWFRS and C-C Exterior(2)zone; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60.This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. 4)*This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)All plates are 3x6 MT20 unless otherwise indicated. 6)All bearings are assumed to be SYP No.2 crushing capacity of 565.00 psi 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 359 Ib uplift at joint 2,595 Ib uplift at joint 23 and 676 Ib uplift at joint 12. LOAD CASE(S) Standard Truss Design Engineer:Lawrence A.Paine,PE Florida PE No.21475 Builders FirstSource-Florida,LLC 5550 Roosevelt Blvd.Jacksonville,FL 32244 May 11,2007 A& Warning-VerHy design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7475 BEFORE USE �, This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MiTek connectors. Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracing,consult BCSI-1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, . 63DO Enterprise Lane,Madison,WI 53719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 Job Truss Truss Type Qty Ply 01 J1831611 " . J237758 T23 SPECIAL 1 1 Job Reference(optional) Builders First Source,Jacksonville,Florida 32244 6.300 s Apr 19 2006 MiTek Industries,Inc. Fri May 11 08:29:00 2007 Page 1 -2-0-0 5-2-12 10-10-12 16-4-0 20-6-0 i 24-8-0 29-11-3 35-2-6 41-0-0 43-0-0 2-0-0 5-2-12 5-8-0 5-5.4 4-2-0 4-2-0 5-3-3 5-3-3 5-9-10 2-0-0 Scale=1:78.3 56 5x6= 6 7 8 5 9 6.00 12 4 10 2x4 11 11 m 3 2 12 0 n — 13IeM 4 1 — 21 20 19 c 24 23 3x8= 18 17 16 15 14 3x8- 2x4 I I 2x4 I I 4x10= 2x4 11 2x4 11 2x4 11 5-2-12 1 8-5-8 1 16-4-0 1 23-2-0 F4.8-0 29-11-3 _ 35-2-6 41-0-0 5-2-12 3-2-12 7-10-8 6-10-0 1-6-0 5-3-3 5-3-3 5-9-10 Plate Offsets(X Y)• [2:0-0-10 Edge] [12:0-4-12,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/def] L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) -0.23 20-22 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.66 Vert(TL) -0.42 20-22 >999 180 BCLL 10.0 * Rep Stress Incr YES WB 0.59 Horz(TL) 0.09 12 n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight:251 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-6 BOT CHORD 2 X 4 SYP No.2*Except* oc purlins. 3-24 2 X 4 SYP No.3,8-17 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 5-1-4 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 5-22,7-20,7-19 REACTIONS (Ib/size) 2=218/0-3-8,24=1413/0-5-8, 12=1258/0-5-8 Max Horz 2=-207(load case 7) Max Uplift 2=-362(load case 6),24=-610(]oad case 6), 12=-692(load case 7) Max Grav 2=230(load case 10),24=1413(load case 1), 12=1258(load case 1) FORCES (]b)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49,2-3=0/341,3-4=-24/443,4-5=0/453,5-6=-1392/1512,6-7=-1192/1453, 7-8=-1378/1606,8-9=-1592/1685,9-10=-1703/1815, 10-11=-1772/1805, 11-12=-2110/1981, 12-13=0/49 BOT CHORD 2-24=-248/0,23-24=0/0,22-24=-1356/1158,3-22=-332/463,21-22=-851/1127, 20-21=-851/1127, 19-20=-814/1337, 17-19=0/126,8-19=-407/414, 17-18=0/0, 16-17=-66/71, 15-16=-1492/1803, 14-15=-1492/1803, 12-14=-1492/1803 Truss Design Engineer:Lawrence A.Paine,PE WEBS 5-22=-1539/1159,5-20=0/227, 6-20=-320/334,7-20=-395/274,9-16=-71/77, Florida PE No.21475 9-19=-239/432, 16-19=-1110/1483, 11-16=-318/384, 11-14=0/168,7-19=-96/153 Builders FirstSource-Florida,LLC 6550 Roosevelt Blvd.Jacksonville,FL 32244 JOINT STRESS INDEX 2=0.87,3=0.48,4=0.35,5=0.58,6=0.69,7=0.45,8=0.65,9=0.41, 10=0.80, 11 =0.41, 12=0.80, 14=0.34, 15=0.61, 16= 0.66, 17=0.77, 18=0.34, 19=0.66,20=0.60,21 =0.43,22=0.85,23=0.34,24=0.54,25=0.34 and 26=0.34 NOTES 1) Unbalanced roof live loads have been considered for this design. May 11,2007 Continued on page 2 j� Warning-Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 BEFORE USE 1 oft This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MiTek connectors Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the responsibility of building designer and I or contractor per ANSI I TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracing,consult BCSI-1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, �'"� 6300 Enterprise Lane,Madison,W 153719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,W 153719 '_k"�+a' Job Truss Truss Type Qty Ply 0 1 J1831611 J237758 T23 SPECIAL 1 1 Job Reference(optional) Builders First Source,Jacksonville,Florida 32244 6.300 s Apr 19 2006 MiTek Industries,Inc. Fri May 11 08:29:00 2007 Page 2 NOTES 2)Wind:ASCE 7-02; 120mph(3-second gust);h=21ft;TCDL=4.2psf; BCDL=3.Opsf;Category II; Exp C;enclosed;MWFRS and C-C Exterior(2)zone; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60.This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. 4)*This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)All plates are 3x6 MT20 unless otherwise indicated. 6)All bearings are assumed to be SYP No.2 crushing capacity of 565.00 psi 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 362 Ib uplift at joint 2,610 Ib uplift at joint 24 and 692 Ib uplift at joint 12. LOAD CASE(S) Standard Truss Design Engineer:Lawrence A.Paine,PE Florida PE No.21475 Builders FirstSource-Florida,LLC 6550 Roosevelt Blvd.Jacksonville,FL 32244 May 11,2007 !A Warning-Verify Assign Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MiTek connectors. Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection i Hoc" and bracing,consult BCSI-1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, ' ,,y+ tF 6300 Enterprise Lane,Madison,W 153719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 •i *atr . VVV t Job Truss Truss Type Qty Ply 01 J1831612 J237758 T24 SPECIAL 1 1 Job Reference(optional) Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries, Inc. Thu May 10 16:38:46 2007 Page 1 -2-0-0 5-2-12 11-10-12 18-4-0 22-8-0 28-11-3 34-8-6 41-0-0 i43-0-0 2.0-0 5-2-12 6-8-0 6-5-4 44-0 6-3-3 5-9-3 6-3-10 2-0-0 Scale=1:76.0 2.4 11 5x8% 5x6 6 7 6 4x10 5 9 6.0012 4 10 m 2x4 11 b 11 0' 3 � 2 12 � o 21 20 19 18 13I6 d 24 23 2x4 II 3x8= 17 16 15 14 3x8= 2x4 11 4x10= 2x4 11 5-2-12 i 8-5-8 11-10-12 184-0 i 23-2-0 28-11-3 34-8-6 41-0-0 5-2-12 3-2-12 3-54 6-5-4 4-10-0 5-9-3 5-9-3 6-3-10 Plate Offsets(X,Y): [2:0-0-10,Ed el [12:0-4-12,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 Vert(LL) 0.20 14-16 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.21 18-19 >999 180 BCLL 10.0 * Rep Stress Incr YES WB 0.91 Horz(TL) 0.09 12 n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight:266 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or BOT CHORD 2 X 4 SYP No.2*Except* 4-1-15 oc purlins. 3-24 2 X 4 SYP No.3,8-17 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 5-1-8 oc WEBS 2 X 4 SYP No.3 bracing. Except: 1 Row at midpt 8-18 WEBS 1 Row at midpt 5-22, 5-19,7-19 REACTIONS (Ib/size) 2=249/0-3-8,24=1371/0-5-8, 12=1255/0-5-8 Max Horz 2=-225(load case 7) Max Uplift 2=-342(load case 6), 24=-657(load case 6), 12=-709(load case 7) Max Grav 2=260(load case 10),24=1371(load case 1), 12=1255(load case 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49,2-3=-33/325, 3-4=-126/517,4-5=-45/530, 5-6=-1348/1505, 6-7=-1138/1461,7-8=-1390/1757, 8-9=-1476/1637,9-10=-1645/1799, 10-11=-1713/1786, 11-12=-2096/2003, 12-13=0/49 BOT CHORD 2-24=-108/5,23-24=0/0,22-24=-1313/1189,3-22=-365/540,21-22=-864/1209, Txnss Design Engineer:Lawrence A.Paine,PE 20-21=-864/1209, 19-20=-864/1209, 18-19=-662/1203, 17-18=0/87,8-18=-123/ "P No.21475 16-17=-53/105, 15-16=-1505/1788, 14-15=-1505/1788, 12-14=-1505/1788 Hailers FirstSource-Florida,LLC WEBS 5-22=-1497/1087, 5-19=-166/325, 6-19=-283/310,7-19=-280/135,7-18=-779/6050 Roosevelt Blvd.Jacksonville,FL 32244 9-18=-324/511,9-16=-28/133, 16-18=-1076/1388, 11-16=-369/449, 11-14=0/187, 5-21=0/192 JOINT STRESS INDEX 2=0.87, 3=0.76,4=0.49,5=0.46,6=0.68,7=0.43,8=0.67,9=0.39, 10=0.80, 11 =0.39, 12=0.77, 14=0.33, 15= ConA59d'ApggV217=0.31, 18=0.55, 19=0.60,20=0.43,21 =0.33,22=0.70,23=0.33,24=0.54 and 25=0.33 May 11,2007 Warning-Varity design pararnotera and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USEii This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MiTek connectors. Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the responsibility of building designer and I or contractor per ANSI I TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracing,consult BCSW or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, �```s r 6300 Enterprise Lane,Madison,WI 53719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 !� --'Source } 1 Job Truss Truss Type Qty Ply 01 J1831612 J237758 T24 SPECIAL 1 1 Job Reference(optional) Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries, Inc. Thu May 10 16:38:46 2007 Page 2 NOTES 1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02; 120mph(3-second gust);h=21ft;TCDL=4.2psf; BCDL=3.Opsf;Category Il; Exp C; enclosed; MWFRS and C-C Exterior(2)zone; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. 4)*This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)All plates are 3x6 MT20 unless otherwise indicated. 6)All bearings are assumed to be SYP No.2 crushing capacity of 565.00 psi 7) Provide mechanical connection (by others)of truss to bearing plate capable of withstanding 342 Ib uplift at joint 2,657 Ib uplift at joint 24 and 709 lb uplift at joint 12. LOAD CASE(S) Standard Truss Design Engineer:Lawrence A.Paine,PE Florida PE No.21475 Builders FirstSource-Florida,LLC 6550 Roosevelt Blvd.Jacksonville,FL 32244 May 11,2007 A Warning-Verity design Parameters and READ NOTES ON V1I1S AND INCLUDED MITEK REFERENCE PAGE MIS-7473 BEFORE USE IS This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MiTek connectors. Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the ki"S 1 responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracing,consult BCSI-1 or HIS-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, 10FrStsourcu^ 6300 Enterprise Lane,Madison,WI 53719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,W153719 Job Truss Truss Type Qty Ply 0 1 J1831613 J237758 T25 HIP 1 1 Job Reference(optional) Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries,Inc. Thu May 10 16:38:47 2007 Page 1 20-8-0 -2-0-0 6-9-14 13-1-5 20-4-0 224.0 27-10-11 34-2-2 41-0.0 43-0-0 77.4 2-0-0 6-9-14 6-3-7 7-2-11 0-2-0 7-2-11 6-3-7 1008_Y18H II 6 5 7 6.00 12 4 8 3 9 10 O 2 11Iy 1 0 3x8= 18 17 16 15 14 13 12 3x8= 3x8= 5-8-10 13-1-5 20.6-0 27-10-11 35-3-6 41-0-0 5-8-10 7-4-11 7-4-11 7-4-11 7-4-11 5-8-10 Plate Offsets(X Y)• [2:0-4-12,0-1-8], [10:0-4-12,0-1-8] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) 0.18 12-13 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.38 Vert(TL) -0.20 12-13 >999 180 MT18H 244/190 BCLL 10.0 ' Rep Stress Incr YES WB 0.69 Horz(TL) 0.06 10 n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight:229 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or BOT CHORD 2 X 4 SYP No.2 4-2-10 oc purlins. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 5-4-0 oc bracing. WEBS 1 Row at midpt 5-15, 6-15,7-15 REACTIONS (Ib/size) 2=27/0-3-8, 18=1611/0-9-4, 10=1205/0-5-8 Max Horz 2=-245(load case 7) Max Uplift 2=-231(load case 6), 18=-843(load case 6), 10=-692(load case 7) Max Grav 2=137(load case 10), 18=1611(load case 1), 10=1205(load case 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49,2-3=-527/687, 3-4=-1011/1102,4-5=-874/1123,5-6=-1056/1286, 6-7=-1057/1287, 7-8=-1416/1643, 8-9=-1552/1622,9-10=-199311874, 10-11=0/49 BOT CHORD 2-18=-535/714, 17-18=-114/213, 16-17=-474/836, 15-16=-474/836, 14-15=-943/1323, 13-14=-943/1323, 12-13=-1401/1669, 10-12=-1384/1693 WEBS 3-18=-1605/1647,3-17=-758/984, 5-17=-405/434,5-15=-124/187,6-15=-595/48bnlss Design Engineer:Lawrence A.Paine,PE 7-15=-629/789,7-13=-207/351, 9-13=-395/522,9-12=0/217 Florida PE No.21475 Builders FirstSource-Florida,LLC JOINT STRESS INDEX 6550 Roosevelt Blvd.Jacksonville,FL 32244 2=0.74, 3=0.92,4=0.65, 5=0.44,6=0.94,7=0.44,8=0.65,9=0.92, 10=0.74, 12=0.49, 13=0.55, 14=0.45, 15= 0.59, 16=0.45, 17=0.55 and 18=0.49 NOTES 1) Unbalanced roof live loads have been considered for this design. May 11,2007 Continued on page 2 Weming-VerNy design peremebns entl READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE One smim This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MiTek connectors Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is theEau responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracing,consult BCSI-1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, ;„,. > r ce 6300 Enterprise Lane,Madison,WI 53719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 Y#fI Job Truss Truss Type Qty Ply 01 J1831613 J237758 T25 HIP 1 1 Job Reference(optional) Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries,Inc. Thu May 10 16:38:48 2007 Page 2 NOTES 2)Wind:ASCE 7-02; 120mph(3-second gust); h=21ft;TCDL=4.2psf; BCDL=3.Opsf;Category Il; Exp C; enclosed; MWFRS and C-C Exterior(2)zone; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)All plates are MT20 plates unless otherwise indicated. 5)All plates are 3x6 MT20 unless otherwise indicated. 6)All bearings are assumed to be SYP No.2 crushing capacity of 565.00 psi 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 231 Ib uplift at joint 2,843 Ib uplift at joint 18 and 692 Ib uplift at joint 10. LOAD CASE(S) Standard Truss Design Engineer:Lawrence A.Paine,PE Florida PE No.21475 Builders FirstSource-Florida,LLC 6550 Roosevelt Blvd.Jacksonville,FL 32244 May 11,2007 AL Warning-Verify design Parameters and READ NOTES ON T141S AND INCLUDED MITEK REFERENCE PAGE MII.7477 iEFORE USE This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MiTek connectors. Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracing,consult BCSI-1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTGA Canter, "r` . 6300 Enterprise Lane,Madison,WI 53719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 F^ Source Job Truss Truss Type Qty Ply 01 J1831614 J237758 T26 COMMON 1 1 Job Reference(optional) Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries, Inc. Thu May 10 16:38:49 2007 Page 1 -2-0-0 7-8-10 1 14-1-5 20-6-0 26-10-11 1 33-3-6 41-0.0 43-0-0 2-0-0 7-8-10 64-11 6-4-11 6-4-11 6.4-11 7-8-10 2-0-0 Scale=1:75.4 5x8= 6 5 7 5x8- 5x8 8 6.00 12 3 4 9 10 " 2 11Iq 1 0 18 17 16 15 14 13 12 2x4/i 5x6= 3x8= 5x6= 20 O 4-1-9 7-8-10 14-1-5 20-6-0 26-10-11 33-3-6 36-10-7 41-M 4-1-9 3-7-1 6-4-11 6-4-11 64-11 6-4-11 3-7-1 4-1-9 Plate Offsets(X Y)- [2:0-1-12,0-0-71, [10:0-1-12,0-0-71, [14:0-3-0,0-3-01, [16:0-3-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) 0.16 13-14 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.39 Vert(TL) -0.17 13-14 >999 180 BCLL 10.0 * Rep Stress Incr YES WB 1.00 Horz(TL) 0.05 10 n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight:246 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or BOT CHORD 2 X 4 SYP No.2 4-3-0 oc purlins. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 5-8-12 oc bracing. WEBS 1 Row at midpt 5-15,7-15 REACTIONS (Ib/size) 2=154/0-3-8, 17=1555/0-9-4, 10=1134/0-5-8 Max Horz 2=-245(load case 7) Max Uplift 2=-306(load case 6), 17=-884(load case 6), 10=-662(load case 7) Max Grav 2=247(load case 10), 17=1555(load case 1), 10=1134(load case 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49,2-3=-109/431, 3-4=-741/825,4-5=-718/846, 5-6=-881/1126, 6-7=-881/1126,7-8=-1252/1433,8-9=-1333/1411,9-10=-1843/1684, 10-11=0/49 BOT CHORD 2-18=-299/363, 17-18=-365/627, 16-17=-365/627, 15-16=-189/597, 14-15=-703/1115, 13-14=-1214/1505, 12-13=-1214/1505, 10-12=-1 199/1552 WEBS 3-18=-382/155, 3-17=-1503/1701, 3-16=-951/1122, 5-16=-531/554, 5-15=-61/271nsss Design Engineer:Lawrence A.Paine,PE 6-15=-535/392, 7-15=-605/767, 7-14=-274/359,9-14=-453/596, 9-13=0/161, Florida PE No.21475 9-12=-15/137 Builders FirstSource-Florida,LLC 6550 Roosevelt Blvd.Jacksonville,FL 32244 JOINT STRESS INDEX 2=0.79, 3=0.47,4=0.69,5=0.46,6=0.67,7=0.46, 8=0.69,9=0.47, 10=0.79, 12=0.33, 13=0.54, 14=0.51, 15= 0.58, 16=0.51, 17=0.54 and 18=0.33 May 11,2007 Continued on page 2 j Warning-Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 BEFORE USE j This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MiTek connectorsers Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the Blue& responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection !. and bracing,consult BCSI-1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, A Sour,t�.7'y 6300 Enterprise Lane,Madison,WI 53719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 d4 Job Truss Truss Type Qty Ply 01 J1831614 J237758 T26 COMMON 1 1 Job Reference(optional) Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries,Inc. Thu May 10 16:38:49 2007 Page 2 NOTES 1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02; 120mph(3-second gust); h=21ft;TCDL=4.2psf; BCDL=3.Opsf; Category II; Exp C;enclosed;MWFRS and C-C Exterior(2)zone;porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 3) *This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)All plates are 3x6 MT20 unless otherwise indicated. 5) All bearings are assumed to be SYP No.2 crushing capacity of 565.00 psi 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 306 Ib uplift at joint 2,884 Ib uplift at joint 17 and 662 Ib uplift at joint 10. LOAD CASE(S) Standard Truss Design Engineer:Lawrence A.Paine,PE Florida PE No.21475 Builders FirstSource-Florida,LLC 6550 Roosevelt Blvd.Jacksonville,FL 32244 May 11,2007 ACWS AL Warning•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE FADE M11.7473 BEFORE USE This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MlTek wnnectors. Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the Kau responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracing,consult BCSI-1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, First � 6300 Enterprise Lane,Madison,WI 53719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 Job Truss Truss Type Qty Ply 01 J1831615 J237758 T27 COMMON 5 1 Job Reference(optional) Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries, Inc. Thu May 10 16:38:51 2007 Page 1 -2-0-0 4-4-10 B-2-12 14-4-6 20-6-0 26-7-10 32-9-4 1 36-7-6 41-0-0 43-0-0 2-0-0 4-0-10 3-10-2 6-1-10 6-1-10 6-1-10 6-1-10 3-10-2 4-4-10 2-0.0 Scale=1:75.4 5x8= 7 6 8 46 i 4x6 6.00 12 45 910 3 11 12 1 2 13Ig 20 19 18 17 16 15 14 2x4 11 6x8= 5x8= 3x8= 5x8= 6x8= 2x4 11 4-4-10 8-2-12 14-4-6 20-6-0 26-7-10 32-9-4 36-7-6 41-0-0 4.4-10 3-10.2 6-1-10 6-1-10 6-1-10 6-1-10 3-10-2 4.4-10 Plate Offsets(X,Y): [2:0-1-8,0-0-7], [5:0-1-13,Edge], [9:0-1-13,Edge], [12:0-1-8,0-0-7], [15:0-3-8,0-3-0], [16:0-3-8,0-3-0], [18:0-3-8 0-3-01 [19:0-3-8,0-3-01 LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.53 Vert(LL) 0.15 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.16 15-16 >999 180 BCLL 10.0 * Rep Stress Incr YES WB 0.98 Horz(TL) 0.04 12 n/a n/a BCDL 5.0 Code FBC2004/TP12002 (Matrix) Weight:250 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or BOT CHORD 2 X 4 SYP No.2 4-7-12 oc purlins. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 5-6-4 oc bracing. WEBS 1 Row at midpt 8-17 REACTIONS (Ib/size) 2=162/0-3-8, 19=1569/0-5-8, 12=1112/0-5-8 Max Horz 2=-245(load case 7) Max Uplift 2=-314(load case 6), 19=-909(load case 6), 12=-652(load case 7) Max Grav 2=255(load case 10), 19=1569(load case 1), 12=1112(load case 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49,2-3=-57/306,3-4=-409/513,4-5=-665/744,5-6=-654/767,6-7=-828/1075, 7-8=-828/1075,8-9=-1241/1356, 9-10=-1252/1333, 10-11=-1612/1631, 11-12=-1799/1658, 12-13=0/49 BOT CHORD 2-20=-259/237, 19-20=-259/237, 18-19=-409/720, 17-18=-129/530, Truss Design Engineer:Lawrence A.Paine,PE 16-17=-635/1057, 15-16=-1094/1411, 14-15=-1219/1531, 12-14=-1219/1531 Florida PE No.21475 WEBS 3-20=-222/110,3-19=-233/558,4-19=-1391/1451,4-18=-1000/1135,6-18=-578Au1i#rs Firstsource-Florida,LLC ,6-17=-70/293,7-17=-523/368, 8-17=-606/771,8-16=-269/358, 10-16=-427/5546550 Roosevelt Blvd.Jacksonville,FL 32244 10-15=-58/218, 11-15=-149/145, 11-14=0/103 JOINT STRESS INDEX 2=0.78, 3=0.39,4=0.82,5=0.68,6=0.47,7=0.58, 8=0.47,9=0.68, 10=0.82, 11 =0.39, 12=0.78, 14=0.33, 15= 0.30, 16=0.40, 17=0.59, 18=0.40, 19=0.30 and 20=0.33 May 11,2007 Continued on page 2 Warning-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE j This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MiTek connectors Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is the mi W"s responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracing,consult BCSI-1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, , 6300 Enterprise Lane,Madison,WI 53719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 4 Job Truss Truss Type Qty Ply 01 J1831615 J237758 T27 COMMON 5 1 Job Reference(optional) Builders First Source,Jacksonville,Florida 32244 6.300 s Feb 15 2006 MiTek Industries,Inc. Thu May 10 16:38:51 2007 Page 2 NOTES 1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02; 120mph(3-second gust); h=21ft;TCDL=4.2psf;BCDL=3.Opsf;Category ll; Exp C;enclosed; MWFRS and C-C Exterior(2)zone;porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60.This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) 'This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)All plates are 3x6 MT20 unless otherwise indicated. 5)All bearings are assumed to be SYP No.2 crushing capacity of 565.00 psi 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 314 Ib uplift at joint 2,909 Ib uplift at joint 19 and 652 Ib uplift at joint 12. LOAD CASE(S) Standard Y Truss Design Engineer:Lawrence A.Paine,PE Florida PE No.214?5 Builders FirstSource-Florida,LLC 6550 Roosevelt Blvd.Jacksonville,FL 32244 May 11,2007 ,,& Warning•Verity design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7675 BEFORE USE This design is based only upon the parameters shown for an individual building component that is installed and loaded vertically and fabricated with MiTek connectors. Applicability of design parameters and proper incorporation of component into the overall building structure,including all temporary and permanent bracing,is themats responsibility of building designer and/or contractor per ANSI/TPI 1 as referenced by the building code. For general guidance regarding storage,delivery,erection and bracing,consult SCSI-1 or HIB-91 Handling Installing and Bracing Recommendation available from the Wood Truss Council of America,1 WTCA Center, , 6300 Enterprise Lane,Madison,WI 53719 or the Truss Plate Institute,583 D'Onofrio Drive,Madison,W 153719 10Firs-tSource Symbols Numbering System b General Safety Nvic:� PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property �3/4 "Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. 1. Provide copies of this truss design to the Dimensions are in inches.Apply building designer,erection supervisor,property plates to both sides of truss and securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each 11 TOP CHORDS other. 11 1g cz cs p 3. Place fates on each face of truss at each Q c, J5 joint and embed fully.Avoid knots and wane y 0 at joint locations. O �3 O U ,5 4. Unless otherwise noted,locate chord splices °- u at'/,panel length(±6"from adjacent joint.) 0 CL cac7 cs 0 5 Unless otherwise noted,moisture content of For 4 x 2 orientation,locate BOTTOM CHORDS lumber shall not exceed 19%at time of fabrication. plates f/8"from outside edge 11 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted,this design is not applicable for use with fire retardant or preservative treated lumber. 'This symbol indicates the �.� required direction of slots in1��NVT��AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and �! connector plates. AR41)THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator.General %&RJHEST TO THE LEFT. practice is to camber for dead load deflection. �S ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type,size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 9. Lumber shall be of the species and size,and 4 x 4 perpendicular to slots.Second , in all respects,equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS : , grade specified. to slots. BOCA 96-31,96-67 10,Top chords must be swathed or purlins ICBO 3907,4922 X61 provided at spaci n on design. LATERAL BRACING ssccl 9667,9432A 11.Bottom chords re tercel bracing at 10 ft.spacing,or IeMi'`. ceiling is installed, Indicates location of required WiSC/DILHR 960022-W,970036-N unless otherwise. continuous lateral bracing. NER 561 12.Anchorage load transferring connection to tr ses are the responsibility of others unlen. 13.Do not ovd roof or floor trusses with stacks of Sonsuction materials. BEARING 14.Do not cut or alter truss member or plate 10 Indicates location of joints at without prior approval of a professional which bearings(supports) occur. engineer. MiTek" 15.Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet:Mil-7473 0 1993 MiTek®Holdings,Inc. � tr CITY OF ATLANTIC BEACH ,> f °r$ CHECK LIST- CERTIFICATE OF OCCUPANCY (CO) r RESIDENTIAL / COMMERCIAL y � Public Utilities Public Works ❑ All Meter Boxes &Cleanouts Set to Grade ❑ Post Construction Topographical Survey Provided (As Required by Public Works Director ❑ Cleanout(s) Installed Near House &At R-O-W Line ❑ Retention Swales(As Required by Public Works Director ❑ Cleanout at R-O-W Line Covered With RT-1 ❑ Direction of Drainage(As Required by Public Works Concrete Box& Metal Lid Director) ❑ Inspect Taps as Necessary ❑ Gutter(s)(As Required by Public Works Director ❑ Backflow Preventors Installed Properly If the ❑ Damage to Sidewalk(s) Repaired Following Exist: o Wells(s) o Irrigation System o Fire Sprinkler restoration of Construction Damage to R.O.W Area 's) S7 - /t. -(,l\ ❑ Stabilization of Soir-burface 800 Seminole Road'Atlantic Beach,Fl- 32233-5445 Phone: (904)247-5800*Fax:(904)247-5845•www.coab.us ;w ap ` ti CITY OF ATLANTIC BEACH CHECK LIST— CERTIFICATE OF OCCUPANCY (CO) RESIDENTIAL / COMMERCIAL P s Public Works ❑ All Meter Boxes & Cleanouts Set to e ❑ Post Construction Topographical Survey Provided (As Required by Public Works Director ❑ Cleanout(s) Installed Near House& At R-O- Line ❑ Retention Swales (As Required by Public Works Director ❑ Cleanout at R-O-W Line Covered With RT-1 ❑ Direction of Drainage(As Required by Public Works Concrete Box& Metal Lid Director) ❑ Inspect Taps as Necessary ❑ Gutter(s) (As Required by Public Works Director ❑ Backflow Preventors Installed Properly If the ❑ Damage to Sidewalk(s) Repaired Following Exist: o Wells(s) o Irrigation System o Fire Sprinkler ❑ Restoration of Construction Damage to R.O.W Area(s) ❑ Stabilization of Soil Surface 800 Seminole Road•Atlantic Beach, Fl- 32233-5445 Phone: (904)247-5800•Fax:(904)247-5845•www.coab.us YSTONiE� I ie i I V. CER I'll-KA I IONAU MORIZA 1'1()N KIYOR I '11 .1' it, PRO BI 113 FMA Keystone Certification Program Certification Authorization Report CAR & Product ID Nutnber: 138 139 CAR ISSUe Date, CAR Expiration Data. &.1'-og Company Curie. 138 Tliis Cortifit.ation Aiilt-ior 7.-ifion Hr-part (GAW s issued oy Keystone Gorlificafiov%. fric, +,KGIII a*Pr frill v.;4*Jtion io<vicvv of tire' woduct specit;cation cacurre!n!s for Tfe prcouct roamed below This `oporl vi cj;,Iy vi-oc,, whcn ifls-d at d spalf j Ly*h+ Prc�siaont of KC' , ana irdicates the product as mLinulactured by tho,comp my rizjriwd twfi;w hiv, bpf'l testeul and mftits The rnquueryients of Me reteri-.,mead standxd and is oriqible for thin application M PMA Proqtani cert!fivation labels. Liceq- sce svpu;ates in affixing certification 'pit ek- to NO' prodjclls ort! lc'pri'!�;(,ntative at thc-, �Pectmei P-Nia-luated and 10CLIrnewod fD( 0 1 y ilroducts b4arwg su"JI a (:w'Ww.v,inn lahpl shall be Company Information: Product Information: CListotTi Window Syslerns, lnc Model: 3500 Equal Lite. Alut-n. Flane gFran-ie Sin( e H plung 981 NF 16th St. Glpelator Type: SrH Ocala FL 344 70 Conliguration, NO Max Width S5 Max He!fjnf. 91 Referenced Standard: Product Rating: ANS1,"AAM61.WFIMA 101 ISS-91' H C50 15x9, [-Ou a Ii ty i n g Test Inf a r mat i o n Tc-st Report No, CTLA 1393W-1 Authorized Signature: Keystone Certifications, Inc. 1790 Old Trait :-load, Suite Phone 717-932-8500 M I Q,P f •l def it Fak 117-932-85O1 THE QUANTITIES OF FASTENERS IN THESE CHARTS ARE TO BE USED WITH THE DETAILS ON SHTS.3 OF 8 THRU 6 OF 8. NOTES ON COMPARATIVE ANALYSIS&ANCHOR CALCULATIONS: (1) CALCULATIONS DERIVED FROM TESTED UNIT, Number of Anchors Design Design Number of Anchors Design Design TEST REPORT#NCTL-210-2640-1. Window Window Across Across Pressure Pressure Window Window Across Across Pressure Pressure (2) TESTED UNIT WAS"OX",55"x 90",USING 3/16" Width Height Head&Sill Jambs Neg. Pos. Width Height Flead&Sill Jambs Neg. Pos. (8mm)ANNEALED GLASS. 19.125 26.000 2 3 -45.00 +45.00 19.125 26,000 2 3 -45.00 +45.00 (3)NEGATIVE DESIGN LOADS BASED ON COMPARATIVE ANALYSIS(psf &GLASS CHART FROM 19.125 38.375 2 3 -45.00 +45.00 19.125 38.375 2 3 -45.00 +45.00 ! ASTM E-1300. 19.125 50.625 2 3 -45.00 +45.00 19.125 50.625 2 3 -45.00 +4500 (4)POSITIVE DESIGN LOADS BASED ON COMPARATIVE 19.125 63.000 2 3 -45.00 +45.00 19.125 63.000 2 3 -45.00 +45.00 ANALYSIS(psi)&MAX.WATER TEST PRESSURE. 19.125 76.000 2 3 -45.00 +45.00 19.125 76.000 2 6 -45.00 +45.00 (5)THE QUANTITY OF ANCHORS ARE FOR EACH SIDE, i 24.000 26.000 2 3 -45.00 +45.00 24.000 26.000 2 3 -45.00 +45.00 NOT TOTAL QUANTITY. 24.000 38.375 2 3 -45.00 +45'00 24.000 38-375 2 3 -45.00 +45.00 (6)ANCHORS AT TOP AND BOTTOM OF INTERLOCK 24.000 50.625 2 3 -45.00 +45.00 24.000 50.625 2 3 -45.00 +45.00 ARE 2 TOTAL.ONE ANCHOR AT 2"FROM EITHER SIDE 24.000 63.000 2 3 -45.00 +45.00 24.000 63,000 2 3 -45.00 +45.00 OF CENTER INTERLOCK,ON QUANTITIES WITHOTHERWISE ONE. j 1 24.000 76.000 2 3 -45.00 +45.00 24.000 76.000 2 6 -45.00 +45.00 1 (7)ADDITIONAL ANCHORS IN JAMBS TO BE INSTALLED 26.500 26.000 2 3 -45.00 +45.00 26.500 26.000 2 3 -45.00 +45.00 EQUAL DISTANCE BETWEEN TOP AND MEETING RAIL 26.500 38.375 2 3 -45.00 +45.00 26.500 38.375 2 3 -45.00 +45.00 AND BOTTOM AND MEETING RAIL ANCHORS. 26.500 50.625 2 3 -45.00 +45.00 26.500 50.625 2 3 -45.00 +45.00 (8)THESE DESIGN PRESSURES ALLOW THE USE OF 26.500 63,000 2 3 -45.00 +45.00 26.500 63.000 2 3 -45.00 +45.00 3/16"ANNEALED(SINGLE GLAZED)OR 5/8"INSULATED 26.500 76.000 2 3 -45.00 +45.00 26.500 76.000 2 6 -45.00 +45.00 GLASS(CONSISTING OF TWO PIECES OF DSB[118"] ANNEALED GLASS). 32.000 26.000 2 3 -45.00 +45.00 32.000 26.000 2 3 -45.00 +45.00 32.000 38.375 2 3 -45.00 +45.00 32.000 38.375 2 3 -45.00 +45.00 32.000 50.625 2 3 -45.00 +45.00 32.000 50.625 2 3 -45.00 +45.00 6.000 -6.000 32.000 63.000 2 3 -45.00 +45.00 32.000 63.000 2 4 -45.00 +45.00 32.000 76.000 2 3 -45.00 +45.00 32.000 76.000 2 6 -45.00 +45.00 37.000 26.000 2 3 -45.00 +45.00 37.000 26.000 2 3 -45.00 +45.00 6.000 6.000 37.000 38.375 2 3 -45.00 +45.00 37.000 38.375 2 4 -45.00 +45.00 37.000 50.625 2 3 -45.00 +45.00 37.000 50.625 2 4 * -45.00 +45.00 2.000 i 37.000 63.000 2 3 -45.00 +45.00 37.000 63.000 2 4 * -45.00 +45.00 37,000 76.000 2 3 -45.00 +45.00 37.000 76.000 2 6 * -45.00 +45.00 40.00026.000 2 3 -45,00 +45.00 40.000 26.000 2 3 -45.00 +45.00 2.000 40.000 38.375 2 3 -45.00 +45.00 40.000 38.375 2 4 * -45.00 +45.00 40.000 50.625 2 3 -45.00 40.000 50.625 2 4 * -45.00 +45.00 6.000 6.000 40.000 63.000 2 4 - -45.00 +45.00 40.000 63.000 2 4 * -45.00 +45.0040.000 76.000 2 4 * -45.00 +45.00 40.000 76.000 2 6 * -45.00 +45.00 44.000 26.000 2 3 -45.00 +45.00 1 44.000 26.000 2 3 -45.00 +45.00 i 6.000 6.000 44.000 38.375 2 3 -45.00 +45.00 44.000 38.375 2 4 * -45.00 +45.00 EXTERIOR ELEVATION 44.000 50.625 2 4 * -45.00 +45.00 44.000 50.625 2 4 * -45.00 +45.00 44.000 63.000 2 4 h -45.00 +45.00 44.000 63.000 2 4 * -45.00 +45.00 CUSTOM WINDOW SYSTEMS, INC. 44.000 76.000 2 4 * -45.00 +45.00 44.000 76.000 2 6 * -45.00 +45.00 48.000 26.000 2 3 -45.00 +45.00 48.000 26.000 2 4 * -45.00 +45.00 OCALA, FLORIDA 48.000 38,375 2 3 -45.00 +45.00 48.000 38.375 2 4 * -45.00 +45.00 48.000 50.625 2 4 * -45.00 +45.00 48.000 50.625 2 4 * -45.00 +45.00 III TITLE:SERIES 3500 ALUMINUM SINGLE HUNG 48.000 63.000 2 4 * -45.00 +45.00 48.000 63.000 3 6 * -45.00 +45.00 WINDOW GENERAL NOTES FOR 48.000 76,000 2 4 * -45.00 +45.00 48.000 76.000 3 7 * -45.00 +45.00 INSTALLATION INSTRUCTIONS 53.125 26.000 2 3 -45.00 +45.00 53.125 26.000 2 4 * -45.00 +45.00 1 53.125 38.375 2 4 * -45.00 +45.00 53.125 38.375 2 4 * -45.00 +45.00 ENGINEER:MARK A.SMITH DRAWN BY: MCL MATE: 10127/03 � i i DISCIPLINE: CIVIL 53.125 50.625 2 4 * -45.00 +45.00 53.125 50.625 3 6 * -45.00 +45.00 SCALE! N.T.S. !DWG.NO 53.125 63.000 2 4 4 -45.00 +45.00 1 53.125 63.000 3 6 * -45.00 +45.00CWS-0 17 --,:, ---i -IIEET ! -Fv.LETTER L 53.125 76.000 2 4 -42.80 +42.80 53.125 76.000 3 8 -42.80 +42.80 FL'REG'NO.. 55511 REVi. 1 OF 8 PREPARED BY FENESTRATION CONSULTING SERVICES 3611 MONAD ST.,NORTH PORT,FL.34286 PH 941-423-7518 FAX 941-423-2420 THE QUANTITIES OF FASTENERS IN THESE CHARTS ARE TO BE USED WITH THE DETAILS ON SHTS.7 OF 8&8 OF 8. NOTES ON COMPARATIVE ANALYSIS&ANCHOR CALCULATIONS: (1) CALCULATIONS DERIVED FROM TESTED UNIT, Number of Anchors Design Design Number of Anchors Design Design TEST REPORT#NCTL-210-2640-1. Window Window Across Across Pressure Pressure Window Window Across Across Pressure Pressure (2) TESTED UNIT WAS"OX",55"x 90",USING 3/16" Width Height Pend&Sill Jambs Neg. Pos. Width Height Head&Sill Jambs Neg- Pos. (5mm)ANNEALED GLASS. 24.000 36.000 2 3 -45.00 +45.00 24.000 36.000 2 3 -45.00 +45.00 (3)NEGATIVE DESIGN LOADS BASED ON 24.000 48.000 2 3 -45.00 +45.00 24.000 48.000 2 3 -45.00 +45.00 COMPARATIVE ANALYSIS(psf)&GLASS CHART FROM 24.000 52.000 2 3 -45.00 +45.00 24.000 52.000 2 3 -45.00 +45.00 ASTM E-1300. 24.000 60.000 2 3 -45.00 +45.00 24.000 60.000 2 3 -45.00 +45.00 (4)POSITIVE DESIGN LOADS BASED ON COMPARATIVE ANALYSIS(psfl&MAX.WATER TEST PRESSURE. 24.000 72.000 2 3 -45.00 +45.00 24.000 72.000 2 6 -45.00 +45.00 (5)THE QUANTITY OF ANCHORS ARE FOR EACH SIDE, 28.000 36.000 2 3 -45.00 +45.00 28.000 36.000 2 3 -45.00 +45.00 NOT TOTAL QUANTITY, 28.000 48.000 2 3 -45.00 +45.00 28.000 48.000 2 3 -45.00 +45.00 (6)ANCHORS AT TOP AND BOTTOM OF INTERLOCK 28.000 52.000 2 3 -45.00 +45.00 28.000 52.000 2 3 -45.00 +45.00 ARE 2 TOTAL.ONE ANCHOR AT 2"FROM EITHER SIDE 28.000 60.000 2 3 -45.00 +45.00 28.000 60.000 2 3 -45.00 +45.00 OF CENTER INTERLOCK,ON QUANTITIES WITH i 1 28.000 72.000 2 3 -45.00 +45.00 28.000 72.000 2 6 -45.00 +45.00 OTHERWISE ONE. 1 30.000 36.000 2 3 -45.00 +45.00 30.000 36.000 2 3 -45.00 +45.00 (7)ADDITIONAL ANCHORS IN JAMBS TO BE INSTALLED EQUAL DISTANCE BETWEEN TOP AND MEETING RAIL �1 30.000 48.000 2 3 -45.00 +45.00 30.000 48.000 2 3 -45.00 +45.00 AND BOTTOM AND MEETING RAIL ANCHORS. 30.000 52.000 2 3 -45.00 +45.00 30.1000 52.000 2 3 -45.00 +45.00 (8)THESE DESIGN PRESSURES ALLOW THE USE OF 30.000 60.000 2 3 -45.00 +45.00 j 30.000 60.000 2 3 -45.00 +45.00 3/16"ANNEALED(SINGLE GLAZED)OR 5/8"INSULATED 30.000 72.000 2 3 -45.00 +45.00 1 30.000 72.000 2 6 -45.00 +45.00 GLASS(CONSISTING OF TWO PIECES OF DSB[118"1 36.000 36.000 2 3 -45.00 +45.00 36.000 36.000 2 3 -45.00 +45.00 ANNEALED GLASS). 36.000 48.000 2 3 -45.00 +45.00 36.000 48.000 2 4 * -45.00 +45.00 6.000 -6-.000 36.000 52.000 2 3 -45.00 +45.00 36.000 52.000 2 4 * -45.00 +45.00 36.000 60.000 2 3 -45.00 +45.00 36.000 60.000 2 4 * -45.00 +45.00 36.000 72.000 2 3 -45.00 +45.00 36.000 72.000 2 6 * -45.00 +45.00 40.000 36.000 2 3 -45.00 +45.00 40.000 36.000 2 4 * -45.00 +45.00 6.000 6.0010 40.000 48.000 2 3 -45.00 +45.00 1 40.000 48.000 2 4 * -45.00 +45.00 40.000 52.000 2 3 -45.00 +45.00 40.000 52.000 2 4 * -43.00 +45.00 2.000 40.000 60.000 2 3 -45.00 +45.00 40.000 60.000 2 4 * -45.00 +45.00 40.000 72.000 2 4 -45.00 +45.00 40.000 72.000 2 6 * -45.00 +45.00 42.000 36.000 2 3 -45.00 +45.00 42.000 36.000 2 4 * -45.00 +45.00 2,000 42.000 48.000 2 3 -45.00 +45.00 42.000 48.000 2 4 * -45.00 +45.00 42.UUU 52.000 2 3 -45.00 +45.00 42.000 52.000 2 4 * -45.00 +45.00 6.000 6.000 42 00 60.000 2 4 -45.00 +45.00 42.000 60.000 2 4 * -45.00 +45.00 d- 42.000 72.000 2 4 -45.00 +45.00 42.000 72.000 2 6 * -45.00 +45.00 1 44.000 36.000 2 3 -45.00 +45.00 44.000 36.000 2 4 * -45.00 +45.00 6.000 6,000 44.000 48.000 2 4 -45.00 +45.00 44.000 48.000 2 4 * -45.00 +45.00 EXTERIOR ELEVATION 44.000 52.000 2 4 * -45.00 +45.00 44.000 52.000 2 4 * -45.00 +45.00 44.000 60.000 2 4 * -45.00 +45.00 44.000 60.000 2 4 * -45.00 +45.00 iCUSTOM WINDOW SYSTEMS, INC. 44.000 72.000 2 4 * -45.00 +45.00 44.000 72.000 2 6 * -45.00 +45.00 48.000 36.000 2 3 -45.00 +45.00 48.000 36.000 2 4 * -45.00 +45.00 OCALA, FLORIDA 48.000 48.000 2 4 * -45.00 +45.00 48.000 48.000 2 4 * -45.00 +45.00 48.000 52.000 2 4 * -45.00 +45.00 48.000 52.000 2 4 * -45.00 +45.00 TITLE:SERIES 3500 ALUMINUM SINGLE HUNG 48.000 60.000 2 4 * -45.00 +45.00 j 48.000 60.000 2 4 * -45.00 +45.00 1 WINDOW GENERAL NOTES FOR 48.000 72.000 2 4 * -45.00 +45.00 I 48.000 72.000 3 8 * -45.00 +45.00 INSTALLATION INSTRUCTIONS 52.000 36.000 2 4 * -45.00 +45.00 I 52.000 36.000 2 4 * -45.00 +45.00 52.000 48.000 2 4 * -45.00 +45.00 52.000 48.000 2 4 * -45.00 +45.00 ENGINEER:MARK A.SMITH 1DRAWN BY: MCL DATE: 10/27/03 1 52.000 52.000 3 6 * -45.00 +45.00 DISCIPLINE- CIVIL N.T.S.52.000 52.000 2 4 * -45.00 +45.00 SCALE, - DWG.NOCWS-017 52.000 60.000 2 4 * -45.00 +45.00 52.000 60.000 3 6 * -45.00 +45.00 SHEET FL.REG.NO.'. REV.LETTER 52.000 72.000 2 4 * -45.00 +45.00 52.000 72.000 3 -45.00 +45.00 2 OF 8 PREPARED BY FENESTRATION CONSULTING SERVICES 3611 MONAD ST.,NORTH PORT FL.34286 PH 941-423-7518 FAX 941-423-2420 CONCRETE OR MASONRY MIN.EMBEDMENT 1.250 OPENING BY OTHERS MIN.EDGE DISTANCE CAULK BETWEEN TW E N WOOD --- - .250 WINDOW WIDTH - SUCK ING L i OTHERS MAX.SHIM 2.500 j SPACE 1.250 P �� —T� .I L,uG L � iM N.EMBEDMENT CAULK BETW INSTALLATION OPENING BY EEN ° �{�\ ...._..3116"DIA.I SC EW ANON RE EOR WOOD BUCK AND n C I OTHERS I BY OTHERS , r, —L .250 EXTERIOR FINISH \' Z a PERIMETER CAULK '" MAX.SHIM 2.500 8Y OTHERS SPACE — I �� MIN.EDGE DISTANCE WINDOW FRAME. HEAD PERIMETER CAULK - IL BY OTHERS ° SECTION A-A EXTERIOR FINISH -BY OTHERS NOTES. E (1)THIS PRODUCT IS DESIGNED TO COMPLY WITH THE 2001 FLORIDA BUILDING CODE. 8 1 r• (2)WINDOW AND VENT MATERIAL SHALL BE 6063-T5 ALUMINUM. (3)SHIM AS REQ'D AT EACH SET OF INSTALLATION ANCHORS USING LOAD BEARING SHIMS.MAX. ALLOWABLE SHIM STACK TO BE 1/4".USE SHIMS WHERE SPACE GREATER THAN 1/16"IS PRESENT. h (4)3/16"DIA.CONCRETE SCREW ANCHORS MUST BE OF SUFFICIENT LENGTH TO ACHIEVE A MIN. LF--; EMBEDMENT OF 1 1/4"INTO CONCRETE OR MASONRY FOR 1 X WOOD BUCK. (5)MAX.ALLOWABLE SPACING OF 3/16"DIA.CONCRETE SCREWS,WITHIN 6"FROM EACH CORNER. y j (6)CAULK BEHIND FLANGE WITH LATEX CAULK.APPLICATION OF LATEX CAULK MUST COMPLY WITH A SEALANT MANUFACTURERS RECOMMENDATIONS. —= (7) AN APPROVED MEMBRANE OR MATERIAL SHALL BE PLACED BETWEEN ALL DISSIMILAR METALS TO WINDOW CONTROL GALVANIC CORROSION. �� y HEIGHT (8)IF EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR CHART,USE THE NEXT SIZE LARGER WINDOW FORA 1 ANCHOR QUANTITY. (9)GLASS THICKNESS MAY VARY PER ASTM E-1300 GLASS CHART REQUIREMENTS.SINGLE GLAZED SHOWN, i 1 INSULATED GLASS ALSO QUALIFIED. (10)JAMB!SILL CORNERS AND ALL ANCHORS TO BE SEALED WITH SMALL JOINT SEAM SEALANT. (11)ALL INSTALLATION ANCHORS MUST BE MADE OF A CORROSION RESISTANT MATERIAL OR COATING. 12 SEE SHEET 1 OF e GENERAL NOTES FOR DESIGN PRESSURES AND ANCHOR QUANTITIES. B� ( ) O WINDOW FRAME I SILL _j EXTERIOR ELEVATION PERIMETER CAULK ,� "--- •250 1 BY OTHERS * ,J MAX.SHIM BYTOERHERSINISH --� '! '� '.. !CUSTOM WINDOW SYSTEMS, INC. 1/—t SILL STOOL ACE BY OTHERS 981 N. E. 16th STREET j IOCALA FLORIDA 34470 CAULK BUCK AND ENING 13D OPENING i� OTHERS TITLE:SERIES 3500 ALUMINUM SINGLE HUNG WINDOW INSTALLATION INSTRUCTIONS FOR 0 °• ° p o o I , ° 1 MASONRY WITH 1 BY WOOD BUCK +�� 1.250 MIN.EMBEDMENT ENGINEER:MARK A.SMITH DRAWN BY: (DATE: MCl 10!27/03 'DISCIPLINE: CIVIL SCALE: DWG.NO CONCRETEINSTALLATICREWANANCHOR,3O6"DIA. C I N.T.S. CWS-017 CONCRETE OR MASONRY T --- CONCRETE SCREW ANCHOR !�---- —. ---� OPENING BY OTHERS SECTION ION B- B IFL.REG.NO.: 55511 IREV.LETTER: SHEET 3 OF 8 PREPARED BY FENESTRATION CONSULTING SERVICES 3611 MONAD ST.,NORTH PORT:FL34286PH 941-423-7518 FAX 941-423-2420 CONCRETE OR MASONRY OPENING BY OTHERS MIN.EMBEDMENT " 1,250 2.500 -. WINDOW WIDTH MIN.EDGE DISTANCE CAULK BETWEEN WOOD 250 250 1 BUCK AND OPENING BY - -- o OTHERS MAX.SHIM D o G SPACE 1.250 p 01.250 o k MIN.EMBEDMENT CAULK -_.31 SDIA. ON �i EN WOOD BUCK AND ~ OTHE OPENING BY TAIANCHOR. / p �L1 EXTERIOR FINISH \` 1 T-.-�50, ` Q / ` +I � --� p 2.500 BY OTHERS ;', 2 � � �: �' I � � MIN.EDGE PERIMETER CAULK �� MAX.SHIM DISTANCE BY OTHERS SPACE I � z� �� WINDOWFRAME �' Q °° o°•o � oo HEAD 'i _._.-. PERIMETER CAULK ° BY OTHERS _. _...- SECTION A-A _ EXTERIOR FINISH - BY OTHERS d� NOTES: j h ' (1)THIS PRODUCT IS DESIGNED TO COMPLY WITH THE 2001 FLORIDA BUILDING CODE. Bim' (2)WINDOW AND VENT MATERIAL SHALL BE 6063-T5 ALUMINUM. (3)SHIM AS REQ'D AT EACH SET OF INSTALLATION ANCHORS USING LOAD BEARING SHIMS.MAX. ALLOWABLE SHIM STACK TO BE 1/4".USE SHIMS WHERE SPACE GREATER THAN 1/16"IS PRESENT. I (4)3/16"DIA.CONCRETE SCREW ANCHORS MUST BE OF SUFFICIENT LENGTH TO ACHIEVE A MIN. 1 �— EMBEDMENT OF 1 1/4"INTO CONCRETE OR MASONRY FOR 1 X WOOD BUCK. (5)MAX.ALLOWABLE SPACING OF 3/16"DIA.CONCRETE SCREWS,WITHIN 6"FROM EACH CORNER. d ; • (6)CAULK BEHIND FLANGE WITH LATEX CAULK.APPLICATION OF LATEX CAULK MUST COMPLY WITH A SEALANT MANUFACTURERS RECOMMENDATIONS. = 7 AN APPROVED MEMBRANE OR MATERIAL SHALL BE PLACED BETWEEN ALL DISSIMILAR METALS TO — � WINDOW CONTROL GALVANIC CORROSION. I I �i 4' IIIHEIGHT (8)IF EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR CHART,USE THE NEXT SIZE LARGER WINDOW FOR A ANCHOR QUANTITY. l (9)GLASS THICKNESS MAY VARY PER ASTM E-1300 GLASS CHART REQUIREMENTS,SINGLE GLAZED SHOWN, J 1 INSULATED GLASS ALSO QUALIFIED. I 11 (10)JAMB/SILL CORNERS AND ALL ANCHORS TO BE SEALED WITH SMALL JOINT SEAM SEALANT. _ (11)ALL INSTALLATION ANCHORS MUST BE MADE OF A CORROSION RESISTANT MATERIAL OR COATING. I (12)SEE SHEET 1 OF 8(GENERAL NOTES)FOR DESIGN PRESSURES AND ANCHOR QUANTITIES. B----' j 5`Dow FRAME EXTERIOR ELEVATION BY OTHERS CAULK .25. c I J j PERIMETER MAX sSPA E"'M 1CUSTOM WINDOW SYSTEMS, INC. EXTERIOR FINISH: 7.950 -_-..._� 1.750 -.. BY OTHERS 1981 N. E. 16th STREET o dl '• ' , r . OCALA, FLORIDA 34470 I ii %%moi ----SILLSTOOL ( 340 �I BY OTHERS 1,250 TITLE:SERIES 3500 ALUMINUM SINGLE HUNG � WINDOW INSTALLATION INSTRUCTIONS FOR I i � t MASONRY WITH 1 BY WOOD BUCK, 0 0 0 > HEAD&JAMB MOUNTING A T RNAT p > o o $ILL MOUNTING CLIP CLP ENGINEER:MARK A.SMITH DRAWN BY: DATI E-0/27/03 --- 1.250 MIN.EMBEDMENT CLIP TO BE 1 1/2"WIDE MCL 1 .I CONCRETE OR MASONRY I CLIP TO BE 1 1/2"WIDE DISCIPLINE: CIVIL SCALE: N.T.S. DWG.NO WITH 0.062 WALL CWS-017 OPENING BY OTHERS r• WITH 0.058 WALL THICKNESS SECTION B- B }' 1 INSTALLATION ANCHOR 3116"DtA. THICKNESS FL.REG.NO. 55511 REV.LETTER: SHEET 4 OF 8 CONCRETE SCREW ANCHOR PREPARED 8Y FENESTRATION CONSULTING SERVICES 3611 MONAD ST„NORTH PORT.FL.34286 PH 941-423-7518 FAX 941.423.2420 CONCRETE OR MASONRY --_-- — ------_---_ -- OPENING BY OTHERS MIN.EMBEDMENT - 1_.500 WINDOW WIDTH j r J o CAULK BETWEEN WOOD 250 J BUCK AND OPENING BY - - MAX.SHIM v OTHERS ,r-7 SPACE 1 - : MIN.EMBEDMENT s � � ' _ _ _ OPENING BY 1,500 WOOD BU K AND I'S 1 INSTALLATION..�, _ lllS 111 _ �- - � � 3/76 DIA CONCRETANCHOR,R CAULK BETWEEN : :� — �� --� SCREW ANCHOR z' (EXTERIOR FINISH / BY OTHERS D ! / \ i PERIMETER CAULK MAX.SHIM SPA BY OTHERS CE i,a �, 5 WINDOW FRAME. a HEAD _ _PERIMETER CAULK Y OTHERS B f - SECTION A-A _ EXTERIOR FINISH BY OTHERS NOTES: I (1)THIS PRODUCT IS DESIGNED TO COMPLY WITH THE 2001 FLORIDA BUILDING CODE. (2)WINDOW AND VENT MATERIAL SHALL BE 6463-T5 ALUMINUM. F— (3)SHIM AS REQ'D AT EACH SET OF INSTALLATION ANCHORS USING LOAD BEARING SHIMS.MAX. N 8` ALLOWABLE SHIM STACK TO BE 1/4".USE SHIMS WHERE SPACE GREATER THAN 1/16"IS PRESENT. 1 (4)3116"DIA.CONCRETE SCREW ANCHORS MUST BE OF SUFFICIENT LENGTH TO ACHIEVE A MIN. I ' EMBEDMENT OF 1 1/4"INTO CONCRETE OR MASONRY,AND A MIN.EMBEDMENT OF 1 112"INTO 2 X WOOD r BUCK. (5)MAX.ALLOWABLE SPACING OF 3116"DIA.CONCRETE SCREWS,WITHIN 6"FROM EACH CORNER. A I? I (6)CAULK BEHIND FLANGE WITH LATEX CAULK.APPLICATION OF LATEX CAULK MUST COMPLY WITH!. SEALANT MANUFACTURERS RECOMMENDATIONS. �-- WINDOW (7) AN APPROVED MEMBRANE OR MATERIAL SHALL BE PLACED BETWEEN ALL DISSIMILAR METALS TO I y. HEIGHT CONTROL GALVANIC CORROSION. % A (8)IF EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR CHART,USE THE NEXT SIZE LARGER WINDOW FOR ANCHOR QUANTITY. L� (9)GLASS THICKNESS MAY VARY PER ASTM E-1300 GLASS CHART REQUIREMENTS.SINGLE GLAZED SHOWN, INSULATED GLASS ALSOQUALIFIED,I S lS (10)JAMB/SILL CORNERS AND ALL ANCHORS TO BE SEALED WITH SMALL JOINT SEAM SEALANT. WINDOW FRAME (11)ALL INSTALLATION ANCHORS MUST BE MADE OF A CORROSION RESISTANT MATERIAL OR COATING. BE- sILL _I'' (12)SEE SHEET 1 OF 8(GENERAL NOTES)FOR DESIGN PRESSURES AND ANCHOR QUANTITIES. EXTERIOR ELEVATION JI JI 250 PERIMETER CAULK -- BY OTHERS 1 MAX.SHIM SPACE DETARLNATESILL ANCHOR j CUSTOM WINDOW SYSTEMS, INC. EXTERIOR FINISH �^ �. _ SILL STOOL 1.950 p STREET BY OTHERS �/ — BY OTHERS �� I981 N. E. 6th STREE-} �( OCALA FLORIDA 34470 CAULK EN WOOD BUCK AND OPENING er TITLE:1. 50 SERIES 3500 ALUMINUM SINGLE HU NG TION INSTRUCTIONS FOR MASONRYWITH 2 BY WOOD BUCK OTHERS a 1.250 41 D o I MIN.EMBEDMENT SILL MOUNTING CLQ ENGINEER. MARK A.SMITHRAWN BY: MCL DATE: 10/27/03 INSTALLATION ANCHOR,316"DIA. CLIP TO BE 1 112"WIDE 6 v'j Vic, CIVIL N.T.S. CONCRETE OR MASONRY -- �' ° '� DISCIPLINE: SCALE: DWG.NOCWS-017 OPENING BY OTHERS CONCRETE SCREW ANCHOR WITH 0.058 WALL !' —ISH SECTION B- B THICKNESS FL REG.NO: REV.LETTER SHEET � 55511 'L 5 OF 8 � PREPARED BY FENESTRATION CONSULTING SERVICES 3611 MONAD ST„NORTH PORT,FL.34286 PH 941-423.7518 FAX 941-423.2420 2 BY WOOD FRAME 1.500 —MIN.EMBEDMENT BY OTHERS i SHEATHING �'� �i''"�'" \. —1 '250 ,� _ 2 BY WOOD FRAME I l FIN BY OTHERS MAX SHIM X BY OTHERS BY OTHERS r„I j ` CAULK BEHIND NAILING SPACE Y I i wlNDow WRAP - WINDOW WIDTH I BY OTHERS _CAULK BEHIND NAILING EXTERIOR FINISH ° r-rl II FIN BY OTHERS BY OTHERS o �\r M N500 EMBEDMENT' PERI ETER BY OIHERS CAULK e o 0o it I III i� f-...- SCR W ANC OR INSTALLATION ANCHOR, I�bI 0 _SHEATHING 250 'u° a`�° °- �� o ��° BY OTHERS F MAX.SHIM o �' o. SPACE II 0 0 I HEAD _ ... : o o - BY OTHERS WINDOW FRAME WINDOW WR AP I, _ PERIMETER CAULK BY OTHERS _ EXTERIOR FINISH BY OTHERS SECTION A-A II NOTES: (1)THIS PRODUCT IS DESIGNED TO COMPLY WITH THE 2001 FLORIDA BUILDING CODE. T (2)WINDOW AND VENT MATERIAL SHALL BE 6063-T5 ALUMINUM. (3)SHIM AS REQ'D AT EACH SET OF INSTALLATION ANCHORS USING LOAD BEARING SHIMS.MAX. �. ALLOWABLE SHIM STACK TO BE 1/4".USE SHIMS WHERE SPACE GREATER THAN 1116"IS PRESENT. (4)3116"DIA.,OR#10 WOOD SCREW ANCHORS MUST BE OF SUFFICIENT LENGTH TO ACHIEVE A MIN. \ EMBEDMENT OF 1 1/2"INTO 2 X WOOD FRAMING. W \ � (5)MAX.ALLOWABLE SPACING OF 3116"DIA.WOOD SCREWS,WITHIN 6"FROM EACH CORNER. A li I (6)CAULK BEHIND FIN WITH LATEX CAULK.APPLICATION OF LATEX CAULK MUST COMPLY WITH SEALANT I ' MANUFACTURERS RECOMMENDATIONS. �I (7) AN APPROVED MEMBRANE OR MATERIAL SHALL BE PLACED BETWEEN ALL DISSIMILAR METALS TO - +-�--i WINDOW CONTROL GALVANIC CORROSION. y HEIGHT (8)IF EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR CHART,USE THE NEXT SIZE LARGER WINDOW FOR I'' A �. ANCHOR QUANTITY. (9)GLASS THICKNESS MAY VARY PER ASTM E-1300 GLASS CHART REQUIREMENTS.SINGLE GLAZED SHOWN, INSULATED GLASS ALSO QUALIFIED. (10)JAMB/SILL CORNERS AND ALL ANCHORS TO BE SEALED WITH SMALL JOINT SEAM SEALANT. ' (11)ALL INSTALLATION ANCHORS MUST BE MADE OF A CORROSION RESISTANT MATERIAL OR COATING. - (12)SEE SHEET 1 OF 8(GENERAL NOTES)FOR DESIGN PRESSURES AND ANCHOR QUANTITIES. B� j SILL FRAME EXTERIOR ELEVATION 250 I vLLi ' �g MAXEHIM CUSTOM WINDOW SYSTEMS, INC. f981 N. E. 16th STREET INSTALLATION ANCHOR,3/16"DIA. ' ----� - WOOD SCREW ANCHOR PERIMETER CAULK �OCALA, FLORIDA 34470 I BY OTHERSj) 2 BY WOOD FRAME !TITLE: a ° �� - — BYOTHE D SERIES 3500 ALUMINUM SINGLE HUNG Q a WINDOW INSTALLATION INSTRUCTIONS FOR EXTERIOR FINISH IBY o I WINDOW WRAP a _CAULK BEHIND NAILING WOOD CONSTRUCTION FIN BY OTHERS BYOTHERS p( I"- i ENGINEER:MARK A.SMITH DRAWNBY:MCL (DATE: 10/27/03 ��— 1.500_ —MIN.EMBEDMENT DISCIPLINE: CIVIL N.T.S. CWS-017 SHEATHING �' SCALE: DWG.NO BY OTHERS SECTION B B iFL.REG.NO.: 55511 REV.LETTER: SHEET 6 OF 8 —,.` -- -- --- J PREPARED BY FENESTRATION CONSULTING SERVICES 3611 MONAD ST.,NORTH PORT.FL.34286 PH 941-423.7518 FAX 941-423-2420 2 BY WOOD FRAME i :' ^.. BY OTHERS - — 1.500 SHEATHING MIN EMBEDMENT _ 500 `7 2 BY WOOD FRAME OTHERSBY -- �' MAX.SHIM ( BY OTHERS �� SPACE WINDOW WRAPCAULK BEHIND NAILING -. --- -- -WINDOW WIDTH — — n FIN BY OTHERS BY OTHERS I �-� �� CAULK BEHIND NAILING �r - FIN BY OTHERS o � EM j EXTERIOR FINISH o° I� M1�500 BEDMENT�, BY OTHERS __rte —�� PERIMETER CAULK - o. INSTALLATION ANCHOR 1 _ l5 BY OTHERS _ �', It � SCREW ANCHOR 3118"DIA.WOOD SHEATHING 500 _..BY OTHERS ° I �� -- MAX.SHIM WINDOW FRAME SPACE � � _- BY OTOHERSRAP HEA —� PERIMETER CAULK BY OTHERS EXTERIOR FINISH BY OTHERS SECTION A-A --- NOTES: _ (1)THIS PRODUCT IS DESIGNED TO COMPLY WITH THE 2001 FLORIDA BUILDING CODE. Bim_ T� (2)WINDOW AND VENT MATERIAL SHALL BE 6063-T5 ALUMINUM. (3)SHIM AS REQ-D AT EACH SET OF INSTALLATION ANCHORS USING LOAD BEARING SHIMS.MAX. ,II ALLOWABLE SHIM STACK TO BE 1/4".USE SHIMS WHERE SPACE GREATER THAN 1/16"IS PRESENT. i (4)3116"DIA.,OR#10 WOOD SCREW ANCHORS MUST BE OF SUFFICIENT LENGTH TO ACHIEVE A MIN. EMBEDMENT OF 1 1/2"INTO 2 X WOOD FRAMING. (5)MAX.ALLOWABLE SPACING OF 3/16"DIA.WOOD SCREWS,WITHIN 6"FROM EACH CORNER. (6)CAULK BEHIND FIN WITH LATEX CAULK.APPLICATION OF LATEX CAULK MUST COMPLY WITH SEALANT A j MANUFACTURERS RECOMMENDATIONS. ?� 7 AN APPROVED MEMBRANE OR MATERIAL SHALL BE PLACED BETWEEN ALL DISSIMILAR METALS TO � WI, NDOW CONTROL GALVANIC CORROSION. I HEIGHT (8)IF EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR CHART,USE THE NEXT SIZE LARGER WINDOW FOR A ANCHOR QUANTITY. —~ (9)GLASS THICKNESS MAY VARY PER ASTM E-1300 GLASS CHART REQUIREMENTS.SINGLE GLAZED SHOWN, 1 INSULATED GLASS ALSO QUALIFIED. J (10)JAMB/SILL CORNERS AND ALL ANCHORS TO BE SEALED WITH SMALL JOINT SEAM SEALANT. (11)ALL INSTALLATION ANCHORS MUST BE MADE OF A CORROSION RESISTANT MATERIAL OR COATING. (12)SEE SHEET 2 OF 8(GENERAL NOTES)FOR DESIGN PRESSURES AND ANCHOR QUANTITIES. Bim' WINDOW FRAME SILL �I'�I EXTERIOR ELEVATION MA0�HIM CUSTOM WINDOW SYSTEMS, INC. 'SPACE 1981 N. E. 16th STREET INSTALLATION ANCHOR,3116"DIA. --WOOD SCREW ANCHOR !IOGALA, FLORIDA 34470 PERIMETER CAULK - BY OTHERS - ° �� -_2 BY WOOD FRAME TITLE: SERIES 3500 ALUMINUM SINGLE HUNG EXTERIOR FINISH BY OTHERS WINDOW INSTALLATION INSTRUCTIONS FOR By OTHERS - CAULK BEHIND"LING WOOD CONSTRUCTION,ALTERNATE WINDOW WRAP ' ° �r�� FIN BY OTHERS - - DRAWN BY:MCL DATE: 10/27/03 ' BY OTHERS ) °�•- j � ff �� ENGINEER MARK A.SMITH ��I �� Mw pMRFnnnt NT r-� I, r DISCIPLINE. CIVIL ;SCALE. N.T.S. DWG.NO SHEATHING - I 1.500— j BY OTHERS ,. I�,J.;L-ll CWS 017 SECTION B. B LFL.REG.NO.: 55511 REV.LETTER: SHEET O 1 j I PREPARED BY FENESTRATION CONSULTING SERVICES 3611 MONAD ST.,NORTH PORT,FL.34286 PH 941-423-7518 FAX 941-423-2420 . arnssw ocnssw �ENCLOSURE ENCLOSURE MEMBER MEMBER BY OTHERS X.- BY OTHERS .125 MAX,SHIM SPACE CAULK BETWEEN WINDOWWIDTH CAULK BETWEEN VVINDOW FLANGE I WINDOW FLANGE &SCREEN &SCREEN ENCLOSURE ENCLOSURE CAULK BETW .125 WINDOW FLANGE #8 SHEET METAL SCREW MAX.SHIM &SCREEN ENCLOSURE INSTALLATION SPACE SCREW ANCHOR #8 SHEET METAL SCREW INSTALLATION SCREWANCHOR WINDOW FRAME HEAD L PERIMETER CAULK BY OTHERS #8 SHEET METAL SCREW ON SECTION A-A INSTALLATI SCREWANCHOR (1)THIS PRODUCT IS DESIGNED TO COMPLY WITH THE 2001 FLORIDA BUILDING CODE. (2)WINDOWAND VENT MATERIAL SHALL BE 6063-TS ALUMINUM. (3)SHIM AS REQD AT EACH SET OF INSTALLATION ANCHORS USING LOAD BEARING SHIMS,MAX,ALLOWABLE SHIM STACK TO BE 118".USE SHIMS WHERE SPACE GREATER THAN 1/16"IS PRESENT. (4)#8 x 0.750 SHEET METAL SREW ANCHORS MUST BE USED IN TWO PARALLEL ROWS.ONE ROW IN THE INSIDE TRACK OF THE FRAME AND ONE ROW IN THE OUTSIDE FACE OF THE FRAME FLANGE. (5)MAX.ALLOWABLE SPACING OF#8 SHEET METAL SCREWS,WITHIN 6"FROM EACH CORNER. (6)CAULK BEHIND FLANGE WITH LATEX CAULK.APPLICATION OF LATEX CAULK MUST COMPLY WITH SEALANT V� MANUFACTURERS RECOMMENDATIONS. (7) AN APPROVED MEMBRANE OR MATERIAL SHALL BE PLACED BETWEEN ALL DISSIMILAR METALS TO CONTROL GALVANIC CORROSION. (8)IF EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR CHART,USE THE NEXT SIZE LARGER WINDOW FOR WINDO ANCHOR QUANTITY. HEIGHT (9)GLASS THICKNESS MAY VARY PER ASTIM E-1300 GLASS CHART REQUIREMENTS.SINGLE GLAZED SHOWN, INSULATED GLASS ALSO QUALIFIED. (10)JAMB/SILL CORNERS AND ALL ANCHORS TO BE SEALED WITH SMALL JOINT SEAM SEALANT. (11)ALL INSTALLATION ANCHORS MUST BE MADE OF A CORROSION RESISTANT MATERIAL OR COATING. (12)SEE SHEET 2 OF 8(GENERAL NOTES)FOR DESIGN PRESSURES AND ANCHOR QUANTITIES.NOTE:DOUBLE ANCHOR QUANT17IIES FOR#8 FASTENERS PER NOTE#4 ABOVE. WINDOW FRAME SILL L3 EXTERIOR ELEVATION �CUSTOM WINDOW SYSTEMS, INC. 1981 N. E. 16th STREET ULALA, FLORIDA 34470 CAULK BETWE- TITLE: VVINDOW FLANGE SERIES 3500 ALUMINUM SINGLE HUNG #8 SHEET METAL &SCREEN SCREW WINDOW INSTALLATION INSTRUCTIONS INTO INSTALLAT ON ALUMINUM PORCH ENCLOSURE SCREWANICIHOR SCREEN ENGINEER:MARK A.SMITH DRAWN BY:MCL T : 10/27/03 ENCLOSURE DISCIPLINE: CIVIL SCALE NTS , MEMBER CWS-017 BY OTHERS SECTION B- B !FL,REG.NO., RIEN.LEIIER. ---�S-HEET -- PREPARED BY FENESTRATION CONSULTING SERVICES 3611 MONAD ST_NORTH PORT.FL34286 PH 941 423-7518 FAX 941-423-2420 ^ U.S. DEPARTMENT OF HOMELAND SECURIT` ELEVATION CERTIFICATr' OMB No. 1660-0008 Federal Emergency Management Agency EXDires February 28.2009 National Flood Insurance Program Important: Read the instructions on pages 1-8. SECTION A-PROPERTY INFORMATION For,Ihsurance.Cbmp6mv�Use-. Al. Building Owner's Name NAAMAN R. HARRELL Policy°Number, A2. Building Street Address(including Apt., Unit, Suite,and/or Bldg. No.)or P.O.Route and Box No. CompanyaNAlC Number 1217 LILY STREET City ATLANTIC BEACH State FL ZIP Code 32233 A3. Property Description(Lot and Block Numbers,Tax Parcel Number,Legal Description,etc.) LOTS 4,5 AND 6, BLOCK 213,ATLANTIC BEACH SECTION"H", PLAT BOOK 18, PAGE 34, CURRENT PUBLIC RECORDS DUVAL COUNTY, FLORIDA A4. Building Use(e.g., Residential, Non-Residential,Addition,Accessory,etc.) RESIDENTIAL A5. Latitude/Longitude:Lat.30 19 58.7 Long. 081 25 38.1 Horizontal Datum: ® NAD 1927 ❑ NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number 1 A8. For a building with a crawl space or enclosure(s), provide A9. For a building with an attached garage, provide: a) Square footage of crawl space or enclosure(s) N/A sq ft a) Square footage of attached garage 559 sq ft b) No.of permanent flood openings in the crawl space or b) No.of permanent flood openings in the attached garage enclosure(s)walls within 1.0 foot above adjacent grade N/A walls within 1.0 foot above adjacent grade N/A c) Total net area of flood openings in A8.b N/A sq in c) Total net area of flood openings in A9.b N/A sq in SECTION B -FLOOD INSURANCE RATE MAP (FIRM)INFORMATION B1.NFIP Community Name&Community Number B2.County Name B3. State CITY OF ATLANTIC BEACH, FLORIDA DUVAL FL 84.Map/Panel Number 85.Suffix B6. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s)(Zone Date Effective/Revised Date Zone(s) AO,use base flood depth) 120075 0001 D 8/15/1989 8/15/1989 AE 6.0 B10. Indicate the source of the Base Flood Elevation(BFE)data or base flood depth entered in Item B9. ❑ FIS Profile N FIRM ❑ Community Determined ❑ Other(Describe) B11. Indicate elevation datum used for BFE in Item B9: N NGVD 1929 ❑ NAVD 1988 ❑ Other(Describe) 612. Is the building located in a Coastal Barrier Resources System(CBRS)area or Otherwise Protected Area(OPA)? ❑Yes NNo Designation Date ❑ CBRS ❑ OPA SECTION C -BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Cl. Building elevations are based on: ❑ Construction Drawings* N Building Under Construction* ❑ Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations-Zones Al-A30,AE,AH,A(with BFE),VE,V1430,V(with BFE),AR,ARIA,AR/AE,AR/A1-A30,AR/AH,AR/AO. Complete Items C2.a-g below according to the building diagram specified in Item A7. Benchmark Utilized Vertical Datum 1929 Conversion/Comments Check the measurement used. a) Top of bottom floor(including basement, crawl space,or enclosure floor)_ 8.6 N feet ❑ meters(Puerto Rico only) b) Top of the next higher floor N.A ❑ feet ❑ meters(Puerto Rico only) c) Bottom of the lowest horizontal structural member(V Zones only) N.A ❑ feet ❑ meters(Puerto Rico only) d) Attached garage(top of slab) 7.7 N feet ❑ meters(Puerto Rico only) e) Lowest elevation of machinery or equipment servicing the building 8.1 N feet ❑ meters(Puerto Rico only) (Describe type of equipment in Comments) f) Lowest adjacent(finished)grade(LAG) 5.7 N feet ❑ meters(Puerto Rico only) g) Highest adjacent(finished)grade(HAG) 6.6 N feet ❑ meters(Puerto Rico only) SECTION D -SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor,engineer,or architect authorized by law to certify elevation information. I certify that the information on this Certificate represents my best efforts to interpret the data available. --------- I understand that any false statement may be punishable by fine orimprisonment under 18 U.S. Code, Section 9009. ❑ Check here if comments are provided on back of form. m - i Certifier's Name H. B. Durden,Jr. License Number P.L.S.#4707L Title President Company Name Durden Surveying&Mapping, Inc. I Address Lo r Road, i Ci Jacksonville State FI ZIP Code 32211 Signatur ate 24/2008 Telephone 904.724.5588 FEMA Form 81-31, February 2006 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the rresponding information from Section A. Forinsuranca.Company,Use Building Street Address (including Apt., Unit, Suite,and/or Bldg. No.)or P.O.Route and Box No. PolicyNumber. 1217 LILY STREET City ATLANTIC BEACH State FL ZIP Cade 32233 Company=NAIC•Number SECTION D -SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for(1)community official, (2)insurance agent/company, and (3)building owner. Comments ELEVATION ON LOWEST MACHINERY SERVICING BUILDING IS A/C PAD /o7 Signature Date 4/24/2008 ❑ Check here if attachments SECTION E-BUILDING ELEVATION INFOR TION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A(WITHOUT BFE) For Zones AO and A(without BFE), complete Items E1-E5. If the Certificate is intended to support a LOMA or LOMR-F request,complete Sections A,B, and C. For Items E1-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade(HAG)and the lowest adjacent grade(LAG). a)Top of bottom floor(including basement, crawl space, or enclosure)is ❑ feet ❑ meters ❑ above or❑ below the HAG. b)Top of bottom floor(including basement, crawl space,or enclosure)is ❑ feet ❑ meters ❑ above or❑ below the LAG. E2. For Building Diagrams 6-8 with permanent flood openings provided in Section A Items 8 and/or 9(see page 8 of Instructions),the next higher floor (elevation C2.b in the diagrams)of the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage(top of slab)is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ❑feet ❑ meters ❑ above or❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F -PROPERTY OWNER(OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B,and E for Zone A(without a FEMA-issued or community-issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments ❑ Check here if attachments SECTION G -COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C(or E), and G of this Elevation Certificate. Complete the applicable item(s)and sign below. Check the measurement used in Items G8.and G9. G1.❑ The information in Section C was taken from other documentation that has been signed and seated by a licensed surveyor, engineer,or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2.❑ A community official completed Section E for a building located in Zone A(without a FEMA-issued or community-issued BFE)or Zone AO. G3.❑ The following information(Items G4.-G9.)is provided for community floodplain management purposes. G4.Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued G7.This permit has been issued for: ❑ New Construction ❑ Substantial Improvement G8.Elevation of as-built lowest floor(including basement)of the building: _❑ feet ❑ meters(PR)Datum G9. BFE or(in Zone AO)depth of flooding at the building site: ❑ feet ❑ meters(PR)Datum Local Official's Name Title Community Name Telephone Signature Date Comments ❑ Check here if attachments FEMA Form 81-31, February 2006 Replaces all previous editions Building Photographs See Instructions for Item A6. For:Insurance Company.Use:: Building Street Address(including Apt., Unit, Suite, and/or Bldg. No.)or P.O. Route and Box No. Policy Number 1217 LILY STREET City ATLANTIC BEACH State FL ZIP Code 32233 Company NAIC:Number: If using the Elevation Certificate to.obtain NFIP flood insurance, affix at least two building photographs below according to the instructions for Item A6. Identify all photographs with: date taken; "Front View" and "Rear View"; and, if required, "Right Side View" and "Left Side View." If submitting more photographs than will fit on this page, use the Continuation Page, following. FRONT VIEW LEFT VIEW U JK ""mac REAR VIEW RIGHT VIEW r N � f Y x N:. cw F v 5 -4n , $ y "• , CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ATLANTIC BEACH,FL 32233 INSPECTION PHONE LINE 247-5826 INSPECTION EMAIL REQUEST: Building-dept(iD,coqb.us Application Number . . . . . 07-00000827 Date 2/29/08 Property Address . . . . . . 1217 LILY ST Application type description SINGLE FAMILY RESIDENCE Property Zoning . . . . . . . TO BE UPDATED Application valuation . . . . 150000 ---------------- ---------- ------------ - - --- - -- --- - -- -- --- ---------- --------- Application desc new home ----------------- --- ----- - -- ------- --- -- -- - -- --- - ------- - -- - -- - - - - ----- ----- Owner Contractor ------------ ------------ -- --- - ---- --- --------- -- NAAMAN HARRELL E & R ENTERPRISES OF NORTH FL 2628 WEST END ST. ATLANTIC BEACH FL 32233 ATLANTIC BEACH FL 32233 (904) 270-2185 --------------------- Structure Information 000 000 -- --- - -- ---------*---- Construction Type . . . . . TYPE 5-A Occupancy Type . . . . . . RESIDENTIAL Flood Zone . . . . . . . . ZONE X ------------------ ----------- -- ----- --------- ----- ----- --- - - - -- - - - -- -------- Permit BUILDING PERMIT Additional desc Permit Fee . . . . 610 . 00 Plan Check Fee 305 . 00 Issue Date . . . . Valuation . . . . 150000 Expiration Date . . 8/27/08 ----------------------- - ----------------------- --- ---- ---- - -- - --- -- - -------- Special Notes and Comments *2004 FLROIDA BUILDING CODE W/ 105- 106 SUPPLEMENTS . 2004 FLORIDA BUILDING CODE - RESIDENTIAL. 2005 NATIONAL ELECTRICAL CODE. *THIS PROPERTY LIES IN A SPECTIAL FLOOD HAZARD AREA; SUBMIT FLOOD ZONE CERTIFICATION PRIOR TO ROUGH FRAMING INSPECTION. *SUBMIT "CERTIFICATE OF COMPLIANCE" BY A LICENSED PEST . CONTROL COMPANY PRIOR TO C.O. *EMAIL INSPECTION REQUESTS TO: BUILDING-DEPT@COAB .US W. Plaza Drive must be paved before CO will be issued. ------------------- -- ----------------- -- ---- - ------ - --- - --- --- - - ------------ Other Fees . . . . . . . . . CITY RADON SURCHARGE . 90 ST CONSTRUCTION SURCHARGE 16 . 20 ' AB CONSTRUCTION SURCHARGE 1 . 80 STATE RADON SURCHARGE 17 . 10 --- ---- -------------- --- ---- ---------------- --- --- -- --- ---- --- - -- - ---- ------ Fee summary Charged Paid Credited Due --------------- -- --- ----- -- - - - -- ---- - ----- --- -- ---------- Permit Fee Total 610 . 00 610 . 00 . 00 . 00 Plan Check Total 305 . 00 305 . 00 . 00 . 00 �0 - E1Vb9LYT1* ORDANCE WTI�ALS�.QCITY OF ATL-A&TIt'C$EACH ORDINANCMAND THE FLORIDbl0 IDES. CITY OF ATLANTIC BEACH j 800 SEMINOLE ROAD ATLANTIC BEACH,FL 32233 INSPECTION PHONE LINE 247-5826 j flc INSPECTION EMAIL REQUEST: Building-dept@coqb.us Page 2 Application Number . . . . . 07-00000827 Date 2/29/08 Grand Total 951 . 00 951 . 00 . 00 . 00 I i PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. corporate 7064 Davis Creek Road,Jacksonville,FL 32256 P:(904)880-0960 F:(904)880-0970 EllisUsSodates A1C- Branch Locations: Titusville:1429 Chaffee Drive,#2,Titusville,FL 32780 P:(321)267-8458 F:(321)267-8492 Environmental ■ Geotechnical ■ Materials Testing Daytona:1240 Hand Avenue,Ormond Beach,FL 32174 P:(386)672-9898 F:(386)672-9897 Integrated Engineering Services Brunswick: 227 Rose Drive,Brunswick,GA 31520 P:(912)279-0085 F:(912)279-0086 1 ellisassoc.com ( 2 �7 Z-'1�1 y Re ort of In-Place Dens' (Asphalt or it Tests or Corina for Thickness Circle one Project ! , Contractor: ethod: Tracking No: Reported To: Location by: - - Project No: Location: Report No: E, Material: Course: Lab No: Date Tested: Spec.Requirements: f' Pass/ Elev/ Base/LR/ Max. % of Fail/ Location = Depth/ Asphalt DDry s ty Dry Max Most Retest Lift Thickness Density* Density F' t t 1 1{{ I � i Y c e t `: 3. t• t f + t. } f { 4 *Source of Proctor(Project number) P-Test Meets Specification Requirements F-Test Fails To Meet Specification Requirements R-Retest To Be Completed In Field ' Standby Approval r Employee Name Superintendent Printed Name Billing Comments ; Trip Charge (Job Canceled) ' Superintendent Signature ; —Out ofTown Mobilization(TOO 1) ---------------------------- City x \ 1- 'V __________________ _______City (Office use) EA-03 white copy-office use yellow copy-personal use pink and goldenrod-client use Page of s M 21 P t perm 827 mes Qg 12. #p1 �a�gr�t�e ©eo da`1'��ryAA,�y•2�121"t 101S �t to Gtaha�S� nor GO in n; RE coR►P\eted &5,"�emor5Mac�cn Oa ava dhe NN m►� e eIcy. SO �etr�rt of ready sP�Khar�►Sr y 1� 2�R► Kau #4W 121 ��y' N M�►day' e'� " sr Pe e n iot Se5ted 10% ` R`�c Nay t r 5556. Ed I Ebedeached at 52 Ed can Sh\rey t'p�rtrias iev 8u��d Beach,F us s ,ic�0 ' de oab�oab u5 ) i►iddo 1 =' 1 CITY OF ATLANTIC BEACH r 3, j 800 SEMINOLE ROAD ATLANTIC BEACH,FL 32233 INSPECTION PHONE LINE 247-5826 Application Number 07-00000827 Date 4/02/08 Property Address . . . . . . 1217 LILY ST Application type description SINGLE FAMILY RESIDENCE Property Zoning . . . . . . . TO BE UPDATED Application valuation . . . . 150000 ---------------------------------------------------------------------------- Application desc new home ---------------------------------------------------------------------------- Owner Contractor ------------------------ ------------------------ NAAMAN HARRELL E & R ENTERPRISES OF NORTH FL 2628 WEST END ST. ATLANTIC BEACH FL 32233 ATLANTIC BEACH FL 32233 (904) 270-2185 ---------------------- Structure Information 000 000 ---------------------- Construction Type . . . . . TYPE 5-A Occupancy Type . . . . RESIDENTIAL Flood Zone . . . . . . . . ZONE X ---------------------------------------------------------------------------- Permit . . . . . . MECHANICAL PERMIT Additional desc GAS PIPING Sub Contractor PROGASCO, CORP. Permit Fee . . . . 70 . 00 Plan Check Fee .00 Issue Date . . . . Valuation . . . . 0 Expiration Date . . 9/29/08 ---------------------------------------------------------------------------- Special Notes and Comments *2004 FLROIDA BUILDING CODE W/ 105- 106 SUPPLEMENTS. 2004 FLORIDA BUILDING CODE - RESIDENTIAL. 2005 NATIONAL ELECTRICAL CODE. *THIS PROPERTY LIES IN A SPECTIAL FLOOD HAZARD AREA; SUBMIT FLOOD ZONE CERTIFICATION PRIOR TO ROUGH FRAMING INSPECTION. *SUBMIT "CERTIFICATE OF COMPLIANCE" BY A LICENSED PEST CONTROL COMPANY PRIOR TO C.O. *EMAIL INSPECTION REQUESTS TO: BUILDING-DEPT@COAB.US W. Plaza Drive must be paved before CO will be issued. ---------------------------------------------------------------------------- Fee sVimmary Charged Paid Credited Due ----------=------ ---------- ---------- ---------- ---------- Permit Fee Total 70 . 00 70 . 00 . 00 . 00 ' Plan Check Total . 00 .00 . 00 . 00 Grand Total 70 .00 70 . 00 . 00 . 00 PERMIT IS-APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. NNW CITY OF ATLANTIC BEACH 08_mow I, I J F 800 SEMINOLE ROAD,ATLANTIC BEACH,FL 32233 i OFFICE:(904)247-5826•FAX NO.:(904)247-5845 u° ' BUILDING-DEPT@COAB.US MECHANICAL PERMIT APPLICATION DUVAL COUNTY q.) Ana, UNO J f *YES PERMIT#: 0 �a �u '2 4.NAME: 5.ADDRESS IF DIFFERENT FROM JOB ADDRESS: 6.PHONE: v[J M ..^t C .�,.. �i✓i .»�,4Sa w7`,u /I.W.,,"Fq s' ,.94r Y 7.NArp 6�� C o 8.ADDRESS.: / 4 9.STATE OF FLORIDA LICENSE NO: 10.CELL PHONE: 11.FAX NO.: - - 6D 72 /, 95�� 7 VP-02. MC•�CO! !21 ,lLi(s(I��'l A5 ADDRESS: 13.OFFICE P NE;� -` / 14. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. This permit becomes null and void if work is not commenced within six(6) months,or if construction or work is suspended or abandoned for a period of six(6)months at any time after work is commenced. CONTRACTORS SIGNATURE: � t EW INSTALLATION ofkNEW RESIDENTIAL 13'06 FLORIDA BUILDING CODE- 13 REPLACEMENT OF EXISTING SYSTEM ❑EXISTING ❑COMMERCIAL MECHANICAL ❑ALTERATION/ADDITION TO EXIST SYSTEM ❑REPAIR ❑OTHER y,4% r i..p . :;<k 4,.3�:. ,.,, .>,77-77, w",-„ F �':; '.. ,. �`, ..a ,. . 19.HEAT: ❑SPACE ❑RECESSED ❑CENTRAL ❑ FLOOR BURNERS: 20.AIR CONDITIONING: ❑ ROOM ❑CENTRAL 21.DUCT SYSTEM: MATERIAL: THICKNESS: MAX CAPACITY: cfm 22.REFRIGERATION: MAX CAPACITY: Cfm 23.COOLING TOWER: CAPACITY: Spm 24.FIRE SPRINKLER: NUMBER OF HEADS: 25.LIFT SYSTEM: ELEVATOR: MANLIFT: ESCALATOR: AUTOLIFT: 26.COMMERCIAL HOOD NUMBER: 27.FIREPLACE: PREFABRICATED: MASONRY: 28.IRRIGATION: ❑ PUMP ❑WELL ❑ PIPING 29.GAS PIPING: #OF OUTLETS: ❑GAS AHU: ❑GAS WATER HEATER: 30.OTHER-SPECIFY: SOLAR HEATING, BOILERS,UNFIRED PRESSURE VESSEL,HEAT EXCHANGER OR COIL IN DUCTS ETC. VALUE FOR OTHER ITEMS: ' s. t'" ,-g " m:. r 31 NUMBER APPROVING OF UNITS DESCRIPTION MODEL# MANUFACTURER TONS AGENCY 1, 4, OF UNITS DESCRIPTION MODEL# MANUFACTURER BTU AGENCY 6 NUMBER GALLONS CONTAINED MANUFACTURER SERIAL# AGENCY COAB FORM BLDG04:REVISED:1/10/2008 Carper, Rick From: Carper, Rick Sent: Friday, December 28, 2007 1:22 PM To: Andrew May(MAYAR@JEA.COM); 'jtrimmaster@yahoo.com' Cc: Nodine, Phil; Lyon, Mark Subject: WMD Waiver Request for West Plaza Drive Attachments: 40C42.pdf, 62-341.doc;40C-400.pdf 40C-42.pdf(194 62-341.doc(49 KB)40C-400.pdf(165 KB) KB) Andy and Joe, I've reviewed your letter and application package for the dust control waiver. By my research I think the correct application is a Standard General Permit(40C-42) and requesting an exemption IAW para. 024.2 (d). This activity does not fit under any of the standard exemptions for a Noticed General Permit(40C-400). If your conversations with the WMD indicate otherwise, please provide details. The City does not have a'dust control act and the Rule you cite, 62-341, is a Florida Administrative Code under the FDEP jurisdiction. It just says'General Permit', does not specify Noticed General or Standard General. With respect to the plans submitted, an erosion and sediment control plan will be required for the SJRWMD submittal. Other comments: Change Note 13 to reflect Contractor is responsible for disposing of unsuitable soils. Note 16 does not agree with the call outs on the typical section (base density(LBR 75 required)and asphalt thickness)-please change both to reflect 1.5"Type S-3 asphalt. Note 19 should reflect the City of Atlantic Beach not Nassau County. Add note requiring contractor to contact Atlantic Beach Public Works Inspector at 247-5834 a minimum of 48 hours prior to beginning construction. Driveways in plan view and detail on sheet do not match-3 foot flare allowed on each side of driveway, For concrete driveway aprons-5 inches thick, 4000 psi, with fibermesh from the edge of the pavement to the property line. Reinforcing rods or mesh are not allowed in the ROW. For permit purposes, once the WMD has approved the waiver, a final cost estimate(or quote)for construction of the road per your typical section (last cost estimate seen had 4" base and did not include sub base work) but also including erosion and sediment control costs will be required to determine amount of Bond required to be posted before building permits will be issued. I have pretty much open days on Thursday and Friday next week(Jan. 3rd&4th) if you would like to meet to discuss this. Ricky L. Carper, P.E. Public Works Director/City Engineer City of Atlantic Beach 1200 Sandpiper Lane Atlantic Beach, FL 32233 rcarper@coab.us PN: (904)247-5834 Fax: (904)247-5843 1 rs�'\Jri CITY OF ATLANTIC BEACH PERMIT BUILDING /ZONING DEPARTMENT APPLICATION # �r Seminole Road Atlantic Atlantic Beach,Florida 32233 (904)247-5800 (904)247-5845 Fax / EC F,1"\ F, ! www.coab.us JUN 1 4 2007 APPLICATION TRACKING FORINT � � �y:-_----- ---- R RED DEPT: / w �i� J7- N LDI NProperty Address: zN BUILDIN N B Applicant: � 03::N UBLIC TILITIES AM G Y N FIRE DEPT. Project: v Y N PUBLIC SAFETY 41 1 APPROVAL LU 00 REQUIRED AGENCY: RECEIVED BY: INITIAL: DATE: Z it Y N D.E.P HUFSTETLER <D O Y N S.J.R.W.M. CARPER _ Y N ARMY CORPS of ENG CARPER O Y N HOTELS&RESAURANTS HUFSTETLER APPLICATION STATUS CIRCLE ONE: SITE BUILDING DA 4 AP REVIEWED BY: INITIAL: / DATE: ® ® 1 ST REV ® il� /,r G7 PLANNING 2ND REV BUILDING ® ® 'PUBLIC WORKS PUBLIC UTILITIES FIRE DEPT. PUBLIC SAFETY ® ® 3RD REV Return this form to the Building Department once you have entered your comments into the AS400e Public Works Plan Review Comments Date: JUNE 15, 2007 Initials: Project Name/Address: 1217 LILY STREET Application/Permit #: 07-0827 Check Box Application Tracking Comments To Add Comment Provide impervious surface calculations, including driveway. Provide erosion and sediment control plans with installation details and maintenance schedule. Provide drainage plans showing site topography (flow arrows, etc.) Must drain to right- of-way, not to other lots. Construction site management plan provided. Shows use of adjacent property for construction parking. Provide written authorization from property owner for this usage per Building Code 6-18(d)(4). Provide a pre-construction topographic survey prepared by a Florida Licensed Professional Land Surveyor, showing I' contours. Section 24-66(b) of the Land Development Regulations requires on-site storage for increased runoff. Provide Delta volume calculations and on-site retention required per Section 24-66(b). If on-site storage is required, a post construction topographic survey documenting proper construction will be required. All driveway aprons must be concrete, 5 inches thick, 4000 psi, with fibermesh from the edge of the pavement to the property line.'Reinforcing rods or mesh are not allowed in the ROW (Commercial driveways—6" thick). Pavers allows with Revocable Encroachment Permit. Provide civil plans for extension of paving for W. Plaza Street per Land Development Regulation 24-252 (c). Provide SJRWMD letter for paving (Dust Control Exemption Authorization). Site plan shows driveway to Lily Street, well in NW corner and septic field in SE corner. Construction Site Management Plan shows driveway to W. Plaza, well in SE corner, and septic field in NE corner. Provide accurate plan. Cl El El F TIanReviewComments-M.doc CITY OF ATLANTIC BEACH PERMIT BUILDING /ZONING DEPARTMENT APPLICATION # ' 800 Seminole Road v~ Atlantic Beach,Florida 32233 (904)247-5800 J �� (904)247-5845 Fax ` www.coab.us �Pgw .V►�` s' �. APPLICATION TRACKING FORM R E R D DEPT: / / N NNIN Property Address: /� -7 .L/G-1�/ ZN BUILDIN .,�D N B Applicant: / I�rLS IN UBLIC TILITIES Y N FIRE DEPT. Project' Ain Y N PUBLIC SAFETY w APPROVAL 0❑ REQUIRED AGENCY: RECEIVED BY: INITIAL: DATE: Z Y N D.E.P HUFSTETLER C9= Y N S.J.R.W.M. CARPER _tit Y N ARMY CORPS of ENG CARPER F- 0 Y N HOTELS&RESAURANTS HUFSTETLER APPLICATION STATUS CIRCLE ONE: SITE BUILDING DA AP REVIEWED BY: INITIAL: DAF : 1 ST REV ® S'�lJddVl. Q q Q PLANNING ® ® 2ND REV PUBLIC WORKS PUBLIC UTILITIES FIRE DEPT. PUBLIC SAFETY ® ® 3RD REV Return this forage to the Building Department once you have entered yoIlli'comments into the AS400, .��i�lrtjr�v •,��, C ti CITY OF ATLANTIC BEACH I "oo BUILDING PERMIT APPLICATION - .. (New/Residential & Commercial) Date: S- 7 ob Address: 2 17 L I Ly S T Owner's Name: 4.4 }}r ALQ EL.L p Address: A 211 L_1 LY ST A.$. FL- 32Z33 Phone: R O +138- fro Legal Description: Block Number: 21 Lot Number: (O Zoning District: RON tVWA?( JA -- tractor: 'ADW 1 iN. �t�'1`r'8/4G(-� State License NumbeCOAC 1504/59 Address: V02-8 WEST EP40 S`t• Phone: (02.4- 'SrvSro City: A' -owl- IG WW. State: Fl-- Zip: 22.3 Fax: Describe proposed use and work to be done: g4 IF Ng/ kgdoSr Present use of land or building(s): V*e-^oq Valuation of proposed construction: l SO X Is approval of Homeowner's Association or other private entity required? If yes,please submit with this application. Will this project involve changes in elevation,site grade or any use of fill material,addition of 5%or.more to the original impervious area or the removal of any trees? ❑NO. Applicant certifies that no change in site grade, impervious area or fill material will be used on this project. >(YES. See Step 2 below. Approval of the Public Works Department is required prior to issuance of a Building Permit. ❑NO. Applicant certifies that no trees will be removed for this project. RYES. Removal of Trees will be required for this project. TREE REMOVAL PERMIT IS REQUIRED. Tree Removal Permits to be reviewed by the Tree Conservation Board,which meets two times each month. Procedure: In order to expedite issuance of permits, please follow all steps and provide all information as appropriate. Incomplete applications may result in delay in issuance of permit. STEP 1. Verify zoning designation and proper setbacks for the proposed construction. If you are unsure of this information, please contact the Planning and Zoning Department at 904-247-5826. In order to correctly verify zoning designation, please have Property Appraiser's Real Estate Number available. STEP 2. Contact the City of Atlantic Beach Department of Public Works to determine if a pre-construction or post-construction topographical survey or grading plan is required. (If not required,written verification must be provided with this application.) The Department of Public Works is located at: 1200 Sandpiper Lane,Atlantic Beach,FL 32233 Telephone:(904)247-5834 STEP 3. Submit Tree Removal Application if trees are to be removed or relocated. 800 Seminole Road -Atlantic Beach,Florida 32233-5445 Phone: (904)247-5800 - Fax: (904)247-5845 - hfp://www.ci.atlantic-beach.fl.us Page 2 Revised 8/04 LLJ l jq 89 02 00 102.00 DuaD N c " 0 tA uj -- LOT q, i o I � I . . .�. Q . o � LOT 5 � w W U �^ (o ! p o _ _ _ _ _ _ - _ _ cr) C :.� d o V- co _e 4 4-4 d :,' F- c) co O 0 i Q- clq � 1 r � GUY AN FOUND 3/4" IRON PIPE 8��02'OO�� W 02.00 l NOFOUND NO IDENTIFICATION EN FOUND 112- IRON PIPE � FOUND NO 1DEN C _ ren•�thAt -E� Pvz3 ttJt'liftr:t,n . .. _ t� LA% � (0 /}�f� ! f'1( /�'?n CTr- 7 Gz ( I L.ALJ`i :,a 1 i �E�.' 50 R)GH7-OF-WAY CITY OF ATLANTIC BEACH PERMIT BUILDING /ZONING DEPARTMENT APPLICATION # 800 Seminole Road �y �r Atlantic Beach,Florida 32233 ,.. (904)247-5800 (904)247-5845 Fax i www.coab.os V, �APPLICATION TRACKING FORM '� VeQJUN 1 4 2007 RED DEPT: N NNI - Property Address: /o LZ y �� z N BUILDIN cG N B Applicant: � �r��s Y N UBLIC TILITIES G Y N FIRE DEPT. Project: AY N PUBLIC SAFETY to APPROVAL U o REQUIRED AGENCY: RECEIVED BY: INITIAL: DATE: Z Y N D.E.P HUFSTETLER C9 Y N S.J.R.W.M. CARPER LU _ Y N ARMY CORPS of ENG CARPER O Y N HOTELS&RESAURANTS HUFSTETLER APPLICATION STATUS CIRCLE ONE: SITE BUILDING DA AP REVIEWED BY: I DATE:: ® ® 1ST REV F0 1 0 1 DeA 0) `y ✓/�J' , � y�d a, �� fa�;>��"• oma. �y 'I PLANNING N ® ® BUILDING 2ND REV PUBL KS PUB IC I IES PT. Q PUBLIC SAFETY ® ® 3RD REV Return this form to the Building Department once you have entered your comments into the AS400e �, ,\`• �'�` CITY OF ATLANTIC BEACH ,f rn BUILDING PERMIT APPLICATION J w (New/Residential & Commercial) Date: IJ#-0 7 ob Address: t 21 I L I ILy S T Owner's Name: Q^?^me 4 "A.a SL.L- p Address: 121'1 Li Ly ST A•$• PL JZZ,53 Phone: Legal Description: Block Number: Lot Number: STCo_Zoning District: Rr^slVA*h7JAL- tractor: 'ADW 1 01, tw'CTaAC t^[ State License Numbec(a C 150 415 9 Address: 21p28 WEST MPD S7% Phone: i'O?.40- :565(o City: A'CLdkYa W SO- State: FL-- Zip: 223 Fax: Describe proposed use and work to be done: S l Aww f74//4 1 L`/ i4m ig Ngw PagsE Present use'of land or building(s): VkGA^T Valuation of proposed construction: l SO X Is approval of Homeowner's Association or other private entity required?NO If yes,please submit with this application. Will this project involve changes in elevation,site grade of any use of fill material,addition of 5% or.more to the original impervious area or the removal of any trees? ❑NO. Applicant certifies that no change in site grade, impervious area or fill material will be used on this project. RYES. See Step 2 below. Approval of the Public Works Department is required prior to issuance of a Building Permit. ❑NO. Applicant certifies that no trees will be removed for this project. YES. Removal of Trees will be required for this project. TREE REMOVAL PERMIT IS REQUIRED. Tree Removal Permits to be reviewed by the Tree Conservation Board,which meets two times each month. Procedure: In order to expedite issuance of permits, please follow all steps and provide all information as appropriate. Incomplete applications may result in delay in issuance of permit. STEP 1. Verify zoning designation and proper setbacks for the proposed construction. If you are unsure of this information, please contact the Planning and Zoning Department at 904-247-5826. In order to correctly verify zoning designation, please have Property Appraiser's Real Estate Number available. STEP 2. Contact the City of Atlantic Beach Department of Public Works to determine if a pre-construction or post-construction topographical survey or grading plan is required. (If not required, written verification must be provided with this application.) The Department of Public Works is located at: 1200 Sandpiper Lane,Atlantic Beach,FL 32233,Telephone:(904)247-5834 STEP 3. Submit Tree Removal Application if trees are to be removed or relocated. 800 Seminole Road -Atlantic Beach,Florida 32233-5445 Phone: (904)247-5800 • Fax: (904)247-5845 - http://www.ci.atlantic-beach.fl.us Page 2 Revised 8/04 `- Ex ag o2 oo E 102.00 DURDEN L o - tA o 6 LOT 4' � { � � _..J U-) j1a 1 s cr r Q o LOT 5 CN, ca o Z U lo l c0 � Q o �--- 11 zb o - o < Z \r� en w -5 (!) o L O �. ;c GUY AN FOUND FOUND 3/4" IRON PIPE 89-02'00" W 1? 02.00 f NO IDEN NO IDENTIFICATION FOUND IRON PIPE � NO 10EN FOUND 1/2 t-�—t� W AWN n n 9 1 C' Pi�l dT t//l 1 A—7A c�jr �r . oz o-.. 1 �. ... t r -.e 50' RIGHT—OF-WA f r - ; �rtpjp � __ _ r Public Utilities —Distribution & Collection Date: A//�' Initials Project Name/Address: / 7 Application/Permit#: 0 f74,� 7 F Check Box Application Tracking Comrnentsi TaAdd Comment Avoid damage to underground water/sewer utilities. Verify vertical and horizontal location of utilities. Hand dig if necessary. If field coordination is needed, call 247- ❑ 5834. Ensure all meter boxes, sewer cleanouts and valve covers are set to grade and visible. ❑ A sewer cleanout must be installed at the property line. Cleanout must be covered with ❑ an RTI concrete box with metal lid. Cleanout to be set to grade and visible. A reduced pressure zone backflow preventer must be installed if irrigation will be provided or if there is a private well on the property. Backflow preventer must be tested ❑ by a certified tester and a copy of the results sent to Public Utilities. Plans note the building will be unsprinkled. If plans change, any fire line installed must be metered with a Sensus touch-read meter in a properly sized vault and an appropriate ❑ backflow preventer installed. Backflow preventer must be tested by a certified tester and a copy of the results sent to Public Utilities. If fire sprinkler system is provided, contact Malcolm Clemons at 247-5839 for backflow ❑ requirements. At a minimum, will require double check backflow preventer. Fire lines must be metered with a Sensus touch-read meter. Meters larger than 2" st ❑ be installed in a vault as noted in JEA specifications. El F:\P1anReviewComments-PU.doe CITY OF ATLANTIC BEACH PERMIT WILDING / ZONING DEPARTMENT APPLICATION# 800 Seminole Road Atlantic Beach,Florida 32233 Itk (904)247-5800 J (904)247-5845 Fax � �T[ T� www.coab.us ti1'_.r L'.i \/ L.� APPLICATION TRACKING FORINT � �' BY.--- R RED DEPT: /c� / 1 .0 Z J7- N NNINProperty Address: z Y N BUILDIN N B Applicant: Y N F( LIC TiLiT1ES Y N FIRE DEPT. Project: za� 6 Y N PUBLIC SAFETY U) APPROVAL w U a 1 REQUIRED AGENCY: RECEIVED BY: INITIAL: DATE: w LU Y D.E.P HUFSTETLER fh C9 � < O Y S. J.R.W.M. CARPER =ow' Y ARMY CORPS of ENG CARPER O Y N HOTELS&RESAURANTS HUFSTETLER APPLICATION STATUS CIRCLE ONE: SITE BUILDING DA AP REVIEWED BY: INITIAL: . DATE: ® ® 1 ST REV PLANNING A ® ® ® /� BUILDING 2ND REV (� 0'r'� )'e ef Q � Gam-tel.. UBLIC WORKS PUBLIC UTILITIES FIRE DEPT. PUBLIC SAFETY 3RD REV ® � � G C w-f � Return this form to the Bull ng Department once you have centered your comments into the AS400. Xf CITY OF ATLANTIC BEACH BUILDING PERMIT APPLICATION (New/Residential & Commercial) r 33 Date: ob Address: t 217 L I L.,y ST Owner's Name: UAP,14 "1R.12 G L.L_ Address: X211 Lt L.y ST A.$• FL- 3M53 Phone: 9Q&1 Legal Description: Block Number: 2•1 Lot Number:4,5.4 to Zoning District: �► tractor: 'ADW 1 A w'C'TBAC tA State License Numbel-Cal C /S0 4/5 g Address: _2-W.S WEST S9D S77• Phone: 602.&' 6450(o City: AT .AA-ttG W14, State: FL Zip: 22'?! Fax: t� ,271y F Describe proposed use and work to be done: S I AJQW FA JM I Ly 34 E Zvi L-1 AIEW Pao SC Present use'of land or building(s): ykGA Aq Valuation of proposed construction: /SO K Is approval of Homeowner's Association or other private entity required?NO If yes,please submit with this application. Will this project involve changes in elevation,site grade or any use of fill material,addition of 5% or.tnore to the original impervious area or the removal of any trees? ❑NO. Applicant certifies that no change in site grade, impervious area or fill material will be used on this project. YES. See Step 2 below. Approval of the Public Works Department is required prior to issuance of a Building Permit. ❑NO. Applicant certifies that no trees will be removed for this project. Jkt'VES. Removal of Trees will be required for this project. TREE REMOVAL PERMIT IS REQUIRED. Tree Removal Permits to be reviewed by the Tree Conservation Board,which meets two times each month. Procedure: In order to expedite issuance of permits, please follow all steps and provide all information as appropriate. Incomplete applications may result in delay in issuance of permit. STEP 1. Verify zoning designation and proper setbacks for the proposed construction. If you are unsure of this information, please contact the Planning and Zoning Department at 904-247-5826. In order to correctly verify zoning designation, please have Property Appraiser's Real Estate Number available. STEP 2. Contact the City of Atlantic Beach Department of Public Works to determine if a pre-construction or post-construction topographical survey or grading plan is required. (If not required, written verification must be provided with this application.) The Department of Public Works is located at:1200 Sandpiper Lane,Atlantic Beach,FL 32233 Telephone:(904)247-5834 STEP 3. Submit Tree Removal Application if trees are to be removed or relocated. 800 Seminole Road •Atlantic Beach,Florida 32233-5445 Phone: (904)247-5800 - Fax: (904)247-5845 • http://www.ci.attantic-beach.fl.us Page 2 Revised 8/04 Iry CITY OF ATLANTIC BEACH j 800 SEMINOLE ROAD ATLANTIC BEACH,FL 32233 INSPECTION PHONE LINE 247-5826 r� Application Number . . . . . 07-00000827 Date 3/27/08 Property Address . . . . . . 1217 LILY ST Application type description SINGLE FAMILY RESIDENCE Property Zoning . . . . . . . TO BE UPDATED Application valuation . . . . 150000 ---------------------------------------------------------------------------- Application desc new home ---------------------------------------------------------------------------- Owner Contractor ------------------------ ------------------------ NAAMAN HARRELL E & R ENTERPRISES OF NORTH FL 2628 WEST END ST. ATLANTIC BEACH FL 32233 ATLANTIC BEACH FL 32233 (904) 270-2185 --------------------- Structure Information 000 000 ---------------------- Construction Type . . . . . TYPE 5-A Occupancy Type . . . . . . RESIDENTIAL Flood Zone . . . . . . . . ZONE X ---------------------------------------------------------------------------- Permit PLUMBING PERMIT Additional desc . . Sub Contractor . . JAMES JOLLY PLUMBING Permit Fee . . . . 133 . 00 Plan Check Fee . 00 Issue Date . . . . Valuation . . . . 0 Expiration Date . . 9/23/08 ---------------------------------------------------------------------------- Special Notes and Comments *2004 FLROIDA BUILDING CODE W/ 105- 106 SUPPLEMENTS . 2004 FLORIDA BUILDING CODE - RESIDENTIAL. 2005 NATIONAL ELECTRICAL CODE. *THIS PROPERTY LIES IN A SPECTIAL FLOOD HAZARD AREA; SUBMIT FLOOD ZONE CERTIFICATION PRIOR TO ROUGH FRAMING INSPECTION. *SUBMIT "CERTIFICATE OF COMPLIANCE" BY A LICENSED PEST CONTROL COMPANY PRIOR TO C.O. *EMAIL INSPECTION REQUESTS TO: BUILDING-DEPT@COAB.US W. Plaza Drive must be paved before CO will be issued. ---------------------------------------------------------------------------- Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 133 . 00 133 . 00 . 00 . 00 Plan Check Total . 00 . 00 . 00 . 00 Grand Total 133 . 00 133 . 00 . 00 . 00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. CITY OF ATLANTIC BEACH 08 t� 800 SEMINOLE ROAD,ATLANTIC BEACH,FL 32233 I r, OFFICE:(904)247-5826•FAX NO.:(904)247-5845 = BUILDING-DEPT@COAB.US a 171.1S1t" PLUMBING PERMIT APPLICATION DUVAL COUNTY 777 ��', ,'DATEr aj VYE PERMIT#: d PRQ�E OWNER o,ii „ 4 P w:r 4.NAME: 'J 5.ADDRESS IF DIFFERENT FROM JOB ADDRESS: 6.PHONE: 0(c, I , 7.NAWOF COMPA Y: 8.ADDRESS.: 9.S E RI AI EJ 10.CE PF�Q ' / 11.FAX NO.: J J 12.EMAILADDRESS: 13,OFF C nn 14. o3 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. This permit becomes null and v ' f work is not menced within six(6) months,or if construction or work is suspended or abandoned for a period of six(6)months ata ti after work' co menced. +yc�� yLyy- p y� CONTRACTORS SIGNATURE: / (� /�, TU Q TRT/4+h: ksn G N° �"'i�) �.,`u n�i i. ""611 '� T+-Mi' � + �'. k+3 El NEW 13'06 FLORIDA BUILDING CODE- El RE-PIPE PLUMBING ❑OTHER: ripill ii' ii Gi fYul, r. ak" IIIWk , k� 41.�1lf4FFfXTUFE 44IF, d" 'PI .,E ft"'�r,BP fi 0irr xlir ,z � 3 ", i ' BATH TUB SEWER CONNECTION BIDET SHOWERS DISH WASHER SHOWERS PANS DISPOSAL SINK DRINKING FOUNTAIN WATER CLOSET TANK FLOOR DRAIN WATER CLOSET VALVE 3 HOSE BIB WASHING MACHINES ICE MAKER WATER CONNECTION INTERCEPTOR WATER HEATER LAVATORY URINALS LAUNDRY TRAY OTHER(SPECIFY): ROOF DRAIN u � y f PERMIT ISSUING FEE: $35.00 / TOTAL FIXTURES: l 4 x $7.00 (PER FIXTURE) + $35.00 = COAB FORM BLDG03:REVISED:1/10/2008 r" CITY OF ATLANTIC BEACH 800 SENIINOLE ROAD ATLANTIC BEACH,FL 32233 t,- INSPECTION PHONE LINE 247-5826 Application Number . . . . . 07-00000827 Date 3/25/08 Property Address . . . . . . 1217 LILY ST Application type description SINGLE FAMILY RESIDENCE Property Zoning . . . . . . . TO BE UPDATED j Application valuation . . . . 150000 ----------------------------------------------------------- - ------F- i- Application desc new home ---------------------------------------------------------------------------- Owner Contractor ------------------------ ------------------------ NAAMAN HARRELL E & R ENTERPRISES OF NORTH FL 2628 WEST END ST. ATLANTIC BEACH FL 32233 ATLANTIC BEACH FL 32233 (904) 270-2185 --------------------- Structure Information 000 000 ---------------------- Construction Type . . . . . TYPE 5-A Occupancy Type . . . . . . RESIDENTIAL Flood Zone . . . . . . . . ZONE X ---------------------------------------------------------------------------- Permit . . . . . . ELECTRICAL PERMIT additional desc NEW SERVICE/200AMP/240V ub;Contractor BROOKS & LIMBAUGH ELECTRIC CO PerTit` Fee 85 . 00 Plan Check. Fee 0 Issue Date . . . Valuation Expiration Date 9/21/08 ----------- ------------------------------------------------ ------- Special Notes and Comments '*2004 -FLROIDA BUILDING CODE W/ 105- 106 SUPPLEMENTS. 2004 FLORIDA BUILDING CODE - RESIDENTIAL. 2005 NATIONAL ELECTRICAL CODE. *,THIS PROPERTY LIES IN A SPECTIAL FLOOD HAZARD AREA; SUBMIT FLOOD ZONE CERTIFICATION PRIOR TO ROUGH FRAMING INSPECTION. T.,.*SUBMIT "CERTIFICATE OF COMPLIANCE" BY A LICENSED PEST CONTROL COMPANY PRIOR TO C.O. *,EMAIL INSPECTION REQUESTS TO: BUILDING-DEPTOCOAB.US W. Plaza Drive must be paved before CO will be issued. --_ -------_ ------------------------------------------------------------------- Fee _summary Charged Paid Credited Due ------------------ ---------- ---------- ---------- ---------- F Pormit Fee Total 85 . 00 85 . 00 . 00 . 00 Pian Check Total . 00 . 00 . 00 . 00 Grand Total 85 . 00 85 . 00 . 00 .00 S'. r_ - PERMIT'L$APPROVED. ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES A140 FLORIDA BUILDIN�CbD ' �, - 004 1 Val vx�f CITY OF ATLANTIC BEACH 07� 800 SEMINOLE ROAD,ATLANTIC BEACH,FL 32233 I F OFFICE:(904)247-5826•FAX NO.:(904)247-5845 BUILDING-DEPT@COAB.US '' F¢ y ELECTRICAL PERMIT APPLICATION DUVAL COUNTY ADDRESS47M7,' 7-7771777, 77777 P S PERMIT#: 1 —�O 1 pJC)� {A�p lantic Beach FL 32/233 7,7 :R�fliiG W 11 ��i ii > iS2 Y" , L 4. ME: 5,ADDRESS IF DIFFERENT FROM JOB ADDRESS: 6.PHONE: f VgGrncun NI sicc�rri e°3i 17r. 1qq` 7L� io. e,"IStA"Qil • k` Mpo w NAME OF C PANY: I 8.ADDRESS.: (J T' 9.STATE OF FLORID LICENSE NO: 10.CEL _ /O 11.FAX NO.: 12.EMAIL ADDRESS: 1 FICE P ONE 15.Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. This permit becomes null and void if work is not commenced within six(6) months,or if construction or work is suspended or abandoned for a period of six(6)monthsatany time :.after e�work its commenced. CONTRACTORS SIGNATURE: < -- .t6 CLASS OIRWO I s' ": :., to r.,;,li ,". r », °/2l m SE RIOCO'`r NUMBERr;!f ❑MULTI FAMILY-#OF UNITS: XRESIDENTIAL ASINGLE FAMILY ❑TEMP SERVICE ❑COMMERCIAL ❑ADDITION ❑TRAILOR 1%,BlKJA ❑ALTERATION ❑SIGN ❑OLD X,,NEW ❑'05 NATIONAL ELECTRICAL CODE ❑REPAIR ❑POOL/SPA ❑REWIRE y� ❑OTHER: ,pp hu , {�h +, (pi!tf °n hl-"i iih °j 7 �,•AL IkwoftS''yl lli »i iiil; a° °�9i�i: frl�'i�'�'a�... ��i(ir ,,,� "�iI.I�IC�..i ,.,,�abl�, P,r'�� __ `'3�8... i. awa zn a, 4,. n�..r�hr,,. 20.TYPE OF SERVICE: ❑ OVERHEAD UNDERGROUND ❑ UNDERGROUND UP POLE 21.NEW SERVICE: CONDUCTORS PER PHASE:_�_ ❑ POWER IS ON APOWER IS OFF 22.SIZE OF CONDUCTOR: AMPACITY: ❑COPPER CKALUMINUM 23.SWITCH OR BREAKER SIZE: AMPS: aeD,,2 PH:_L_ W: _ VOLT: RACEWAY SIZE: 24.EXISTING SERVICE SIZE: AMPS: PH: W: VOLT: RACEWAY SIZE: 25.FEEDERS: #OF AMPS: #OF AMPS: #OF AMPS: 26.LIGHTING FIXTURES: INCANDESCENT: FLUORESCENT&M.V.: 27.FIXED APPLIANCES: 0-30 AMPS: 31-100 AMPS: OVER 100 AMPS: 28.FIRE ALARM: ❑YES ❑ NO 29-31 DO NOT APPLY TO NEW SINGLE FAMILY,MULTI-FAMILY AND ROOM ADDITIONS 29.SMOKE DETECTORS: NUMBER: 30.RECEPTACLES: 0-30 AMPS: 31-100 AMPS: OVER 100 AMPS: 31.SWITCHES: 0-30 AMPS 31 31-100 AMPS: OVER 100 AMPS: MPS NDMOW"_, 32:AUR 1- #OF UNITS: COMP. MOTOR HP RATING: AMPS: HEAT KW: #OF UNITS: COMP. MOTOR HP RATING: AMPS: HEAT KW: IN NUMBER: VOLTAGE: HIP: KVA: NUMBER: VOLTAGE: HP: KVA: U TRANSFORMPRS:t UNDER 60OV: NUMBER: KVA: OVER 60OV: NUMBER: KVA: t. '°, n�'", a�;0i i .� # ,( i °'.i+i, a� =H ds'S �i ia'aa A '2• I i�� iii'�h�.i i�°T�a�i�i:�!k'iy,i a��i�! i��Yi%'�.k, m*�. �`��;^�"nr�l ' r•..i��d�,i.,�.�,� ,.iii ip+*�,'�'"�'��a��„N,a 1i!i� rail. i i I�i �, �a.,��, ,� 35.MISCE �F�Lf8RF�P' R"�"`��,�,..., r DESCRIBE IN DETAIL: COAB FORM BLDG02:REVISED:11/6/2007 CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD = ATLANTIC BEACH,FL 32233 INSPECTION PHONE LINE 247-5826 Application Number . . . . . 08-00000537 Date 4/22/08 Property Address . . . . . . 1217 LILY ST Application type description MECHANICAL ONLY Property Zoning . . . . . . . TO BE UPDATED Application valuation . . . . 0 ---------------------------------------------------------------------------- Application desc 1 cu 1 ahu ---------------------------------------------------------------------------- Owner Contractor ---------------- -------- ------------------------ NAAMAN HARRELL HUXHAM HEATING & AIR 2101 FLORIDA BLVD. ATLANTIC BEACH FL 32233 NEPTUNE BEACH FL 32266 (904) 246-6721 ---------------------------------------------------------------------------- Permit . . . . . . MECHANICAL PERMIT Additional desc . . Permit Fee . . . . 87 . 00 Plan Check Fee . 00 Issue Date . . . . Valuation . . . . 0 Expiration Date . . 10/19/08 ---------------------------------------------------------------------------- Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 87 . 00 87 . 00 . 00 . 00 Plan Check Total . 00 . 00 . 00 . 00 Grand Total 87 . 00 87 . 00 . 00 . 00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. CITY OF ATLANTIC IJEACH r MECHANICAL PERMIT APPLICATION Date: VIA3/OFA' Property Address: / 7 J Owner: Telephone Contractor: 49AMh/-W& Telephone Contractor Address: "d.#� , 3$a-W- Fax #:A-Y -Gt3 7- - Contractor Shmatur . In consideration of permit g' en for ing the work as described in the above statement,we hereby agree to perform said work in accordance with the attached plans and tif tions which are a part hereof and in accordance with the City of Atlantic Beach ordinances and standards of good practice listed therein. Type of Heating Fuel: If other construction is being done on this building or site,list the building permit number: Q,✓Blcctric � ❑ Gas: I.P —Natural K.:cntral Utility ❑ Oil ❑ Other-Specify MECHANICAL EQUWMENT TO BE INSTALLED NATURE OF WORK e Heat —Space _Recessed _✓Central __Floor -"/ W'Air Conditioning: _Room l�entral � Residential Duct System: Material_ _ Thickness�.5 ❑ Commercial Maximum capacity- (�-cfm 13 Refrigeration � New Building ❑ Cooling Tower: Capacity__ — gpm ❑ Existing Building ❑ Fire Sprinklers:Number of Heads_ _ ❑ Elevator: _- Manlift_--_Escalator~__(Number) ❑ Replacement of Existing System ❑ Gasoline Pumps-----_ (Number) ❑ Tanks _ (Number) ❑ New installation ❑ LPG Containers ___ (Number) (No system previously installed) ❑ Unfired Pressure Vessel ❑ Extension or Add-on to Existing Systeni ❑ Boilers ❑ Gas Piping ❑ Other-Specify_ _ ❑ Other-Specify_____._ LIST ALL EQUIPMENT AIR CONDITIONING,REFRIGERATION EQUIPMENT&CONDENSOR'S Approving Number Units Description Model# Manufacturer '"'' Ton's Agency HEATING—FURNACES,BOILERS,FIREPLACES&AIR HANDLER'S Approving Number Units Description Model# Manufacturer BTU's Agency AQv o LIQ o TANKS Nominal Capacity 'type Liquid Serial Approving How Many &Dimensions Contained Manufacturer No. Agency 800 Seminole Road•Atlantic Beach,Florida 32233-5445 Phone:(904)247-5800• Fax: (904)247-5845* httt)://tivww.ci.atiantic-bcaclt.tl.us Itevisrd 1/04