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Permit Addition 281 Pine St 2012 0 .„, 1 raj f f ' CITY OF ATLANTIC BEACH —' s) I 800 SEMINOLE ROAD , ,. ATLANTIC BEACH, FL 32233 1 INSPECTION PHONE LINE 247 -5814 Application Number 12- 00000289 Date 5/08/12 Property Address 281 PINE ST Application type description RESIDENTIAL ADDITION Property Zoning TO BE UPDATED Application valuation . . . 90000 Application desc 2nd story addition Owner Contractor SNEAD E & R ENTERPRISES OF NORTH FL 281 PINE STREET 2628 WEST END ST. ATLANTIC BEACH FL 32233 ATLANTIC BEACH FL 32233 (904) 270 -2185 - -- Structure Information 000 000 2ND STORY ADDITION Construction Type TYPE 5 -B Occupancy Type RESIDENTIAL Flood Zone ZONE A Permit ELECTRICAL PERMIT Additional desc . Sub Contractor . BEACH ELECTRICAL INC Permit Fee . . . 82.00 Plan Check Fee .00 Issue Date Valuation . . . . 0 Expiration Date . . 11/04/12 Special Notes and Comments 2010 FLORIDA BUILDING CODE, 2008 NATIONA1 ELECTRIC CODE FOR AN APPROVED FINAL MECHANICAL A/C INSPECTION, A STICKER SHALL BE INSTALLED ON THE AHU TO VERIFY THAT DUCTS HAVE BEEN SEALED, A CERTIFICATION SHALL BE ON SIGHT FOR THE INSPECTOR STATING THAT THE A/C SYSTEM PASSED THE "AIR BLAST INSPECTION" FROM AND INDEPENDENT TESTING AGENCY. *REPORT ANY UNFORSEEN STRUCTURAL DAMAGE TO THE BUILDING DEPARTMENT IMMEDIATELY. WINDOW AND DOOR INSPECTION: *INSTALLATION INSTUCTIONS REQUIRED *ALL STICKERS ARE TO REMAIN ON THE WINDOWS *PROVIDE ACCESS TO ALL WINDOWS TO INSPECT FASTENERS Other Fees STATE ELEC DCA SURCHARGE 2.00 STATE ELEC DBPR SURCHARGE 2.00 Fee summary Charged Paid Credited Due PERMIT ISaillrfito4D E9Leiv iK9k#4RDANcE WI1J OF ATL §.14IP EACH ORDINANCEVAND THE FLORIDk 0 BUILDING CODES. oS O r Jyy `t.> CITY OF ATLANTIC BEACH r 4 f 800 SEMINOLE ROAD I ',AA ,-,&,,, ATLANTIC BEACH, FL 32233 ` INSPECTION PHONE LINE 247 -5814 4 rJj31 k' Page 2 Application Number . 12- 00000289 Date 5/08/12 Plan Check Total .00 .00 .00 .00 Other Fee Total 4.00 4.00 .00 .00 Grand Total 86.00 86.00 .00 .00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. ELECTRICAL PERMIT APPLICATION CITY OF ATLANTIC BEACH 800 Seminole Rd, Atlantic Beach, FL 32233 Ph (904) 247 -5826 Fax (904) 247 -5845 JOB ADDRESS: " ,�-(5 l A 6 57 PERMIT # /3 - de( JEA INFORMATION REQUIRED ON ALL PERMITS 7 V AMPS 7 VOLTS PHASE VALUE OF WORK $ . g C) NEW SERVICE ❑ Overhead �:" -rAo Underground TV Underground up Pole ❑Residential (Main) Service 11 0-100 amps ❑ 101- 150amps ❑ 151- 200amps ❑ amps # of Meters ❑ Commercial (Main) Service ❑O -100 amps ❑ 101- 150amps ❑ 151- 200amps ❑ amps 0 C Service amps Conductor Type Size ❑ Multi - Family (Main) Service ❑O -100 amps ❑ 101- 150amps ❑ 151- 200amps ❑ amps # of Unit Meters ❑ Temporary Pole ❑ amps SERVICE UPGRADE ❑ amps ❑ CT Service amps NEW FEEDER (ADDITIONS, ACCESSORY STRUCTURES, ETC.) ❑ 100 amps ❑ 150amps ❑200amps ❑ amps ❑CT Service amps ADDITIONS, REMODELS, REPAIRS, BUILD -OUTS, ACCESSORY STRUCTURES, ETC. Outlets /Switches: Z,S 0- 30amps 31- 100amps 101- 200amps Appliances: 0- 30amps 31- 100amps 101- 200amps A/C Circuits: / 0- 60amps 61- 100amps Heat Circuits: / # circuits @ kw Number of Lighting Outlets, Including Fixtures: O OTHER ELECTRICAL PROJECTS ❑Swimming Pool ❑ Sign )Smoke Detectors -Qty ❑Transformers KVA ❑ Motors hp FIRE ALARM SYSTEM (Requires 3 sets of plans & Fire Alarm Checklist) Qty volts /amps VALUE OF WORK $ REPAIRS/MISCELLANEOUS ❑Replace Burnt/Damaged Meter Can ❑ Safety Inspection ❑Panel Change 0 O to UG ❑ Other: Permit becomes void if work does not commence within a six month period or work is suspended or abandoned for six months. I hereby certify that I have read this application and know the same to be true and correct. All provisions of laws and ordinances governing this work will be complied with whether specified or not. The permit does not give authority to violate the provisions of any other state or local law regulation construction or the performance of construction. l/ Property Owners Name f'� //LI Sle 6-A-IJ Phone Number 7 6 Electrical Company /96AC'W tG 6c7 /c,e C / Office Phone Y. O Fax Co. Address: 2 77- 1 '/P1 L) At f/c! ,t, City A 7'Z' &he State f . Zip 5- z 3 * 5 License Holder (Print): 6i-if 1-11 4 h a- Pa Cff e Ae4N State Certification/Registration # FX / 3 /42"/ Notarized Signature of License Holder kU, G Sworn and subscribed before me this day of 20 Signature of Notary Public NOTICE OF COMMENCEMENT State of FLO 4f .tp'A 7O O Tax Folio No. i S� CO 5+© County of i V VA L. 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: 10 00 1 *" 2 S — 2..9 E S 4L_TA t tQ 3 4 3 $Co "t VtSo p d 3115 SAL-1Z SC. 3 Address of property being improved: 20 / Pi iE /411-401/417/C &J4 FA-- 3 2.233 General description of improvements: 1AiA S'ZV. R " �'c to �n.�. !4 a D 1 T t 00J Owner: r. 4 144v14 Address: `2.6) i P1 h11= ST. 01 ,i3C,H a- 3223; Owner's interest in site of the improvement: Fee Simple Titleholder (if other than owner): Name: Contractor: E # 'tL: ' tS• OF tsto - I 4 ?L-o e2■17 Address: 24028 L4A �" It s""h11) :�"r r V�r C ee14. FL— 322-33 �r \ J Telephone No.: 210- 21 € S Fax No: Surety (if any) Address: Amount of Bond $ Telephone 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 may be served: Name: Address: Telephone 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: Telephone 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 j I Doc # 201 2088848, OR BK 15921 Page 2416, Number Pages: 1 3WNER Recorded 04/2412012 at 08:02 AM, JIM FULLER CLERK CIRCUIT COURT DUVAL � /2� COUNTY iigned: Date. 7 RECORDING $10.00 3efore me this day of in the Co ty of Duval, State )f Florida, has personally appeared A I: Public at Large, State . - ' ari s . County of Duval. F SNIR E'r L. 1 1 COMMIO M om missian expires: AIR {� y K _'j ' I SStt ll : U � 7 , a . Hanow n• _ t EXPIRES: February 14 . ?01 � .�r.�. or a s�nae7 Thu Notary Quin' jrrse�rnPro a ced Identificati o u: j`,.'o�� . 5g 5 C <Y of # 4 - ( 7.444 7�c � CH Ax r f ' JJ � �', . s z CITY OF ATLANTIC BEACH j 800 SEMINOLE ROAD j :y 0 4 ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247 -5814 Application Number . . . . . 12- 00000289 Date 4/23/12 Property Address 281 PINE ST Application type description RESIDENTIAL ADDITION Property Zoning TO BE UPDATED Application valuation . . . 90000 Application desc 2nd story addition Owner Contractor SNEAD E & R ENTERPRISES OF NORTH FL 281 PINE STREET 2628 WEST END ST. ATLANTIC BEACH FL 32233 ATLANTIC BEACH FL 32233 (904) 270 -2185 - -- Structure Information 000 000 2ND STORY ADDITION Construction Type TYPE 5 -B Occupancy Type RESIDENTIAL Flood Zone ZONE A Permit RESIDENTIAL ADDITION Additional desc . Permit Fee . . . 440.00 Plan Check Fee . . 220.00 Issue Date . . . Valuation . . . . 90000 Expiration Date . 10/20/12 Special Notes and Comments 2010 FLORIDA BUILDING CODE, 2008 NATIONA1 ELECTRIC CODE FOR AN APPROVED FINAL MECHANICAL A/C INSPECTION, A STICKER SHALL BE INSTALLED ON THE AHU TO VERIFY THAT DUCTS HAVE BEEN SEALED, A CERTIFICATION SHALL BE ON SIGHT FOR THE INSPECTOR STATING THAT THE A/C SYSTEM PASSED THE "AIR BLAST INSPECTION" FROM AND INDEPENDENT TESTING AGENCY. *REPORT ANY UNFORSEEN STRUCTURAL DAMAGE TO THE BUILDING DEPARTMENT IMMEDIATELY. WINDOW AND DOOR INSPECTION: *INSTALLATION INSTUCTIONS REQUIRED *ALL STICKERS ARE TO REMAIN ON THE WINDOWS *PROVIDE ACCESS TO ALL WINDOWS TO INSPECT FASTENERS Other Fees STATE DCA SURCHARGE 6.60 STATE DBPR SURCHARGE 6.60 Fee summary Charged Paid Credited Due Permit Fee Total 440.00 440.00 .00 .00 PERMIT ISBlPIHD %C ILestkv EROttliaRDANCE WaLIJAI CCITY OF A".QTI@ Q EACH ORDINANC AND THE FLORID BUILDING CODES. „ ;� s �� CITY OF ATLANTIC BEACH ; ..r j 800 SEMINOLE ROAD J tr =” ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247 -5814 Page 2 Application Number . . . . . 12- 00000289 Date 4/23/12 Other Fee Total 13.20 13.20 .00 .00 Grand Total 673.20 673.20 .00 .00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. BUILDING PERMIT APPLICATION , CITY OF ATLANTIC BEACH e 800 Seminole Road, Atlantic Beach, FL 32233 7 i; ,^ Office (904) 247 -5826 Fax (904) 247 -5845 4 i4k I ' / / Job Address: d1 ? / PIA) E 5T �� '� i Per m it Num • • . - rc O ; V Legal Description Parcel # f Floor Area of Sq.Ft. Sq.r't Valuation of Work $ 9 l'C. Proposed Work heated /cooled non - heated /coole • Class of Work (circle one): New C__)Additio Alteration Repair • - D emolition pool /spa window /door Use of existing /proposed structure(s) (circle one): Commercial • - ..-.....• If an existing structure, is a fire sprinkler system installed? (Circle one): • es lo N /A Florida Product Approval # For multiple products use product approval form Describe in detail the type of work to be performed: r► D cf e y 74 1 +i a IV Property Owner Information: Name: Ja an 2, YAm 5yi Address: 2 City Fl. State Zip '4 Zfa 5 Phone 12-S 1 3 U "72- Fr. Co 3 'Z, I E -Mail or Fax # (Optional) 1 Contractor Information,,;, 6, Company Nay • e: '" " • - 71 ''' ! '/M S Qualifying Agent: b Iii /7'Btle Address: aaIlf 0 , j City 3 State 1Cj Zip 32223 Office Phone Job S) Co tact Number 6Z/, .5-4. 5 47 Fax # State Cetti ieation /Registration # �1 C f S 6 't u J4 A rchitect Name &Phone # L ottiSM'V°""' " . •-,71 "' "`xCr' ■°w" M.,,.'° Engineer's Name & Phone # -- L .L' .. f' .iiiiiiMPIPPOIMU Fee Simple Title Holder Name and Address ' 11-11 R 1111111 Wilt . Bonding Company Name and Address i I aLe junin, ° Mortgage Lender Name and Address Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and 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. 1 understand that separate permits must be secured for Electrical Work, Plumbing, Signs, Wells, Pools, Furnaces, Boilers, Heaters. Tanks and Air Conditioners, etc. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF . COMMENCEMENT. / hereby certify that 1 have read and examined this a plication and know the same to be true and correct. All provisions of 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 other federal. state, or local law regulating construction or the performance of construction. —tee` Signature of 0 . . �2� n 1 Si g Signature o C ontractor Print Name ____164.0 Print Name L1b1/t r4 C 1 AC_ H Swor to and subscribed before me S • o . nd subs' be • • -fore �m e this/ Day of /VI Q C._V\ , 20 J� � is of 1 20 No a ub • ; r I' , , AMANDA C. GIDEONSNot. Pu • ��L � , * ` ary i �s • ,i! - d CO MISSION # DD 957760 0 8 ON. Notary Public - State of Florida a •. .s€ EX' 'ES: February 14, 2014 s My Comm. Expires Jul 19, 2014 ' '6 r,C N o ondeA t _ ;;_ • ;- I 1 � S' '4 rr �:; , `� Commission d` EE 10061 DO NOT WRITE BELOW - OFFICE USE ONLY Applicable Codes: 2007 Florida Building Code w/ 2009 Revisions Review Result (circle one): Approved Disapproved Approved w/ Conditions Review Initials /Date: Development Size Habitable Space 55 Non - Habitable /$SO 31. c,,o d k Impervious area Miscellaneous Information Occupancy Group PPS , it Type of Construction? Number of Stories 2. Zoning District GQ S Max. Occupancy Load Fire Sprinklers Required Flood Zone /Q Conditions /Comments: inaex or urawings A -1 Site plan, project location map, site location map, window /door flashing det. material information, applicable codes, general notes, general structural notes, wind load notes, electrical legend. A -2 First floor plan, second floor plan, foundation plan. A -3 Exterior elevations. A -4 Second floor framing plan, roof framing plan, stair section, details. V () la I \ A -5 Typical wall section, wall section, header span table, 011A A 2V- nailing patterns. BY MAP SHOWING BOUNDARY SURVEY OF: LOT 528, SALTAIR,.SECTION NO. 3, AS RECORDED IN PLAT BOOK 10, PAGE ID OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA. • ` I I LOT 539 COT 540 LOT 5'4/ 1"171 ' /1 ;41" is 'I .-- L'Idood fin e 50:00 Fo i re i ll `ken Pipe (415 26,,4 7) . ----� ray - 4 E.,..7 s-r!7 _.• J /8.7' 30.9 y Z /:: fia • � ') o / . � j .. 107 527 p v 107 379 Z.-___.k ui O Li C) I i .1 ' vi ( ■., a ,. 4 3. ` W i +i' N 15.7 . •'i�% - /3.7' 4 , f iW.c _ • . ✓- arc ru. c.vEt e . 0 ..- w /00• CO' � f nd fi J 0 . 0 0 ' ' p, 1' Frown 07con Plat vc (N. Zr /o) (N. /0) P/N LG r 5 THE l/.�. r City of Atlantic Beach Planning and Zoning Department 50' R/6 'rOP -rv.4Y Thts approval verifies compliance with applicable zoning, subdivision and other local land NOTES : development regulations, but does not constitute _ _ _ -. - - - -'d∎ "..rwwreMP. inaex or urawin s A -1 Site plan, project location map, site location map, window /door flashing det. material information, applicable codes, general notes, general structural notes, wind Toad notes, electrical legend. A -2 First floor plan, second floor plan, foundation plan. A -3 Exterior elevations. A -4 Second floor framing plan, roof framing plan, stair section, details. A -5 Typical wall section, wall section, header span table, nailing patterns. F�L E COPS MAP SHOWING BOUNDARY SURVEY OF: LOT 528, SALTAIR,.SECTION NO, 3, AS RECORDED IN PLAT E300K 10, PAGE IG OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA. COT 539 Cor'sve LOT S4/ fauno' ' % 1,4 Act. r L'ldved F�+ce • .4., 1 6e' .JU 0� t- • ..s In _ ' ' .s s ....- L t✓ 00V t 8 .. \ :.�' _ - _. � _ �' � � _ .... Pound v ek on Pip, /N. /D) 1 .9Y ( '.6.'d1 7 o ~ 0.75 Nerlh, I. 3o Nest - 1 ph, ,P \ 1 -. � 7. ., r 18.7' y ~ ;4 : , 30.9' / ' Lu f > r !20. ' . � v / -C' 1 i 1l -1 � � 3 R/ f T W ® COT .579 - 107 527 p ` p "?'" "( / k _ e c. W a' ,G. 7 . ' C /3.7' 'a •04: w /17' 4 v lrew4+e..+FS "+ 4 .. 0 . /00.00 Jp .-. f d %r /inn J Jr'. c'o Q.� Hour»' - . /ron Ploe n (N 7 p ) (N. /0) PINE STREET .50' R /6. 0F• WAY NOTES : section, ; lets ... „� <_ • A - Typical °wail section, wall section, e nailing, patterns. J sTit�c.'r1o.i 5l -'- rVt r� r l�4 c�p� ei iA'G 4 %CAA SHOWING SURVEY OF: LOT 528. WING BOUNDARY �� M AP SECTION N0, 3, AS RECORDED IN PLAT BOOK 10, PAGE )6 FLORIDA. OF THE E CU RI.TAtP. RRENT PUBLIC RECORDS OF DUVAL. COUNTY. i 41 s o r Soo b' eoo' ferre ul.aric C07" 539 ' �` __ 7 *17;y: yt` /ronPPr fpCS 20T) — _ 'Y - _ ". _ . p/i1d fe nce —2:191: 'r::11' fowl 314 .er' Pr P� (� to) bDEs a VI -• - - t -can 1-12.0 SS " t l .T a 00 F- ; �ROA�C A P' J AL— i W t $4 DO W/DcQ R. k'� fit 1 r �U Ld 527 <t � • 74 4 ° . ' 1 ?( ° NI ° J 1 O ,mo �� S 1 ,...z,t.,,/ L 5 44 1 -rat~. " . � • /44 00 t'� 1 .. l ;fi'/ron Prot Pr /NE STREET 50 R1611/7"-OF-WAY NOTES : ..,, ALL INTERIOR ANGLES ARE 40'00'00 ". s UNE BY PUkT, BUT THERE MAY BE RESTRICTION LINES S MENTS THAT F RECORDS `r Ado3 PRSTRICTION Ono PROPERTY U ZONING OT SHOWN ON THUS SURVEY. r - OF THUS COUNTY THUS? - FLOOD ZONE "X' BY FLOOD , t ,,, -,, " - - • THUS PROPERTY APPEARS TO M PANEL NO.120075 00010. 1 HhAPS REVISED 4/17/1969, NTY t W. I} • S ite P aflts . ________ (./) Z III --i o> ;t * a 11 :fit D ! 0 I 0 -1_ V . 0 D .1..r-.- 111 m XI ..4 g W R- u ' I (,) � a w tfi - w (� z o o ^ . . Sri o ni 0 cn Z m 0 c y I I I ► r i •1 o C ro H Z Z �°� � 0 0 o t, ►*i o 0 City of Atlantic Beach APPLICATION NUMBER 0 .40 Building Department (To be assigned by the Building Department.) — ' u 800 Seminole Road 12 _ • 0 - ye, Atlantic Beach, Florida 32233 -5445 41 Phone (904) 247 -5826 Fax (904) 247 -5845 j /// G �J;31F> E - mail: building - dept @coab.us Date routed: c- City web -site: http: //www.coab.us APPLICATION REVIEW AND TRACKING FORM / Property Address: � I Depa rtment review required Ye V No Applicant: 7) ?) /i r /S 2 - - Nanning & Zoning) I Tree Administrator Project: J cam` 6-77 Public Works �, Public Utilities -- -77'-) &C /e � C ' ") Public Safety Fire Services 7iR3. M ..' WVWAP g F 6• = Other Agency Review or Permit Required Review or Receipt Date of Permit Verged By Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: Approved. ❑Denied. (Circle one.) Comments: LDING PLANNING & ZONING Reviewed by: Date: 4 2— TREE ADMIN. Second Review: QApproved as revised. ['Denied. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: QApproved as revised. ❑Denied. Comments: Reviewed by: Date: Revised 07/27/10 01.Ae1;. City of Atlantic Beach APPLICATION NUMBER ` Building Department To be assigned by the Building Department.) ts1 800 Seminole Road �2 - Atlantic Beach, Florida 32233 -5445 Phone (904) 247 -5826 Fax (904) 247 -5845 // Z E -mail: building- dept @coab.us Date routed: City web -site: http: //www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: v / 7//v_ / ( Department review required Yes No Applicant: p - nning Zoning Tree Administrator Project: n C2 � To' w 4g,>1,-/-) s")) Public Works , � Public Utilities - - 7 - r) (, 6i C lX `T Public Safety Fire Services � r aa, "`e, Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: ( Approved. ['Denied. (Circle one.) Comments: :UILDING P A NNING & ZONING Reviewed by: EAly_ oil" ) Date: 03/ �O/ J m`2, TREE ADMIN. Second Review: approved as revised. ❑Denied. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ['Approved as revised. ['Denied. Comments: Reviewed by: Date: Revised 07/27/10 Y �,, CITY OF ATLANTIC BEACH � ;' , ; Building Department S ` ) 800 Seminole Road . ' �.) Atlantic Beach, Florida 32233 UV 7 (904) 247 -5800 JF31� PLAN REVIEW COMMENTS Permit Application # / ; Property Address: 7 c / /i Y1 °+! S 4 � ///3 Applicant: Z '; A" /'? k r p r% 4-Q— S Project: c:7 1 c/ ..S rv- a i 1/"04/1 This permit application has been: ❑ Approved ❑ Reviewed and the following items need attention: Ili/ d .. 46 f C' (d ✓ -!°bel t- 1 F Ic, o .'! Zo -P S -7IA'r S 1. of" rly S it 7h. "4t, PO -2.. / /A e.. ,J /ire,i k, 1 0 c aetl .Q .7 ,,a r y 7L0 '`11//0 :< ( v v I PI in s Valy� @ I'76 8 -it) . `'ca,exac.�•r�e� lrs- � rOv1' D4 T' St✓6S h l l ft 64 r7^P � ' s o k-e L- 4 A 6 d AO 1 bCeL k, CCM iYaelonel We i S 0 S & 4 o✓r►4 O t...S 4 r 7 Tel' l' Sv ✓ v' • , x Li 1\11*(. - ,',,r1 f. , ; ' ,:a e t /41 1L rt C P r 4 f - f i c g - 1 ' P'pie , Please re- submit your application when these items have been completed. Reviewed By: ,. Date: G Map Output Page 1 of 1 JAXGIS Property Information b4t 297 w cosh r _ r mo !Ff 257 201 ''+ J � �' rq � "" � 100 7 ��- "--•. 202 1 271 ...../ ,.._... 170560 0050 y • 231 • 260 I 277 • 292 2113 240 (/ji : / 235 �. J! 251-40‘7.--. 4R 44,7.04■417 J.", RE# EMI= TransaeBon ap epal lood shSlfe EDC vacuatlon olae C/v I H H C chool chop/ 8htlng oHce otice C e �= _to .esc one one o ne ® one one one - e0 one om X61 10 -16 16 -2S- olio olio /A / orizontal 'INEST Plannin• ce ` 170560 005. , NERD JASON • TLANTIC BEACH 30000 1461002203 • : , LTAIR SEC 3 h See nter P rise .2233 �I OT 528 one one . ist: 300' zo p r Ocr I 'Yk. 0 V y http: / /maps.coj. net / WEBSITE /DuvalMapsSQL /toolbar.asp 4/12/2012 Property Appraiser - Property Details Page 1 of 2 SNEAD JASON C Primary Site Address Official Record Book /Page Tile # 281 PINE ST 281 PINE ST 14610 - 02203 9416 ATLANTIC BEACH, FL 32233 Atlantic Beach FL 32233 SNEAD KIMBERLY T 281 PINE ST Property Detail Value Summary RE # 170560 -0050 2011 Certified 2012 In Progress Value Method CAMA CAMA Tax District USD3 Property Use 0100 SINGLE FAMILY Total Building Value $76,810.00 $72,385.00 Extra Feature Value $1,432.00 $1,374.00 # of Buildings 1 10 -16 16- 2S -29E Land Value (Market) $102,350.00 $102,350.00 Legal Desc. SALTAIR SEC 3 Land Value Aaric.) $0.00 $0.00 Subdivision 03115 SALTAIR SEC 03 Just (Market) Value $180,592.00 $176,109.00 The sale of this property may result in higher property taxes. For more information go Assessed Value $180,592.00 $176,109.00 to Save Our Homes and our Property Tax Estimator . Property values, exemptions and Cap Diff /Portability Amt $0.00 / $0.00 $0.00 / $0.00 other information listed as 'In Progress' are subject to change. These numbers are Exemptions $50,000.00 See below part of the 2012 working tax roll and will not be certified until October. Learn how the Property Appraiser's Office values property. Taxable Value $130,592.00 See below Taxable Values and Exemptions — In Progress If there are no exemptions applicable to a taxing authority, the Taxable Value is the same as the Assessed Value listed above in the Value Summary box. County/Municipal Taxable Value SJRWMD /FIND Taxable Value School Taxable Value Assessed Value $176,109.00 Assessed Value $176,109.00 Assessed Value $176,109.00 Homestead Exemption (HX) - $25,000.00 Homestead Exemption (HX) - $25,000.00 Homestead Exemption (HX) - $25,000.00 Amend 1 Homestead (HB) - $25,000.00 Amend 1 Homestead (HB) - $25,000.00 Taxable Value $151,109.00 Taxable Value $126,109.00 Taxable Value $126,109.00 Sales History Book /Page Sale Date Sale Price Deed Instrument TvDe Coale Qualified /Unqualified J Vacant /Improved 14610 -02203 8/6/2008 $230,000.00 WD - Warranty Deed Qualified l Improved 08407 -00212 7/30/1996 $103,000.00 WD - Warranty Deed Qualified ( Improved 05869 -01163 10/22/1984 $70,000.00 WD - Warranty Deed Unqualified f Improved 05681 - 01378 7/7/1983 $14,400.00 WD - Warranty Deed Unqualified I Vacant 05090 -00269 4/7/1980 1 $12,000.00 WD - Warranty Deed Unqualified I Vacant Extra Features LN Feature Code , Feature Description Bldg 1 Length Width Total Units I Value 1 FPPR7 1 Fireplace Prefab 1 0 0 1.00 1 $704.00 2 DKWR2 ( Deck Wooden 1 1 0 0 200.00 [ $670.00 Land & Legal Land Legal LN Code Use Description Zoning Front Depth Category Land Units Land Value LN Legal Description 1 0100 RES LD 3 -7 UNITS PER AC ARS -2 50.00 100.00 Common 50.00 $102,350.00 1 10 -16 16 -2S -29E 2 SALTAIR SEC 3 3 LOT 528 Buildings Building 1 Building 1 Site Address Element Code 1 Detail 281 PINE ST Atlantic Beach FL 32233 Exterior Wall 8 8 Hori Lap Exterior Wall 14 14 Wood Shingle Building Type 0101 - SFR 1 STORY SOH Roofing Structure 3 3 Gable or Hip Bas Year Built 1984 Roofing Cover 3 1 3 Asph /Comp Shingle Interior Wall 5 5 Drywall ! PiPe FGR f ' Gross Area Heated Area Int Flooring 11 11Ceramic Clay Tile Base Area 1 1305 1 1305 Int Flooring 112 112 Hardwood "-# Addition 85 85 Heating Fuel 4 4 Electric Unfin Open Porch 1 75 0 Heating Type 4 4 Forced - Ducted i http: / /apps.coj. net /pao_propertySearch /Basic /Detail.aspx ?RE= 1705600050 4/12/2012 Property Appraiser - Property Details Page 2 of 2 I Finished Garage 1 260 0 1 Air Conditioning 1 13 Central I Total 1 1725 1390 Element Code Stories 1.000 Bedrooms 3.000 Baths 2.000 Rooms / Units 1 1.000 1 2011 Notice of Pro • osed Pro , e % T. xes ruth in Milla . e No ice Taxing District Assessed Value Exemptions Taxable Value Last Year Proposed Rolled -back Gen Govt Beaches $180,592.00 $50,000.00 1$130,592.00 $936.21 1 $880.79 1$941.23 Public Schools: By State Law $180,592.00 1 $25,000.00 $155,592.00 $875.72 $825.42 $889.44 By Local Board $180,592.00 $25,000.00 1 $155,592.00 $409.19 $349.77 1 $415.60 FL Inland Navigation Dist. $180,592.00 $50,000.00 $130,592.00 $4.79 1 $4.51 $4.65 Atlantic Beach $180,592.00 $50,000.00 $130,592.00 $437.98 1$434.68 $434.68 Water Mgmt Dist. SJRWMD $180,592.00 $50,000.00 $130,592.00 $57.72 1 $43.27 1 $58.88 Gen Gov Voted $180,592.00 $50,000.00 1 $130,592.00 $0.00 1 $0.00 1 $0.00 School Board Voted $180,592.00 $25,000.00 $155,592.00 $0.00 $0.00 1 $0.00 Urban Service Dist3 $180,592.00 $50,000.00 $130,592.00 $0.00 $0.00 I $0.00 Totals $2,721.61 $2,538.44 i I $2,744.48 Just Value Assessed Value Exemptions Taxable Value Last Year $188,809.00 $188,809.00 $50,000.00 $138,809.00 Current Year $180,592.00 $180,592.00 $50,000.00 $130,592.00 Property Record Card (PRC) The Property Appraiser's Office (PAO) provides historical property record cards (PRCs) online for 1995 -2005. The PAO no longer maintains a certified PRC file due to changes in appraisal software; therefore, there are no PRCs available online from 2006 forward. You may print this page which provides the current property record. (Sections not needed can be minimized.) To print the past -year cards below, set your browser's Page Set Up for printing to Landscape. 2005 1 2004 1 2003 1 2402 1 2401 1 2000 1 1999 1 1998 1 1997 1 1996 1 1995 More Information parcel Tax Record 1 GIS Map 1 Map this property on Google Maps 1 City Fees Record http: / /apps.coj. net /pao _propertySearch /Basic /Detail.aspx ?RE= 1705600050 4/12/2012 CITY OF ATLANTIC BEACH PRODUCT APPROVAL SPECIFICATION SHEET (short form) As required by Florida Statute 553.842 and Florida Administrative Code 9B -72, please provide the information and approval numbers on the building components listed to be utilized on the construction project for which you are applying. We recommend you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Statewide approved products are listed online @ www.floridabuilding.org Category /Subcategory Manufacturer Product Description pP (s) FL Approval # s EXTERIOR DOORS a. Swinging pLA t? o fletzt2GLA SS Ft- t 5 01.1 b. Sliding NiC:\ p 0 R-S c. Sectional /Roll Up d. Other WINDOWS a. Single /Double Hung . t4D∎""QSf4 2d104 S eLttzg FL. 4 oe - v 1 b. Horizontal Slider „4 NOW S6'W vt '(L 870O 4oiot c. Casement d. Fixed A N10 L SaV kit 0 2P100 Sv t FL 6 e. Mullion f. Skylights g. Other PANEL WALL a. Siding 4 � P L6,4 b. Soffits C (T NID \$ U IA L V im) FL 3i 44 c. Storefronts d. Glass Block e. Other ROOFING PRODUCTS a. Asphalt Shingles b. Non - Structural Metal 6 tALVAtAIM c. Roofing Tiles d. Single Ply Roof e. Other JC4Av4 OtA 10417 WA(14 9 b Ft-4 _ fZl STRUCTURAL COMPONENTS a. Wood Connectors Sum -Aj Si A/Ps° GO ci ¶ Vt 7 - [2` b. Wood Anchors c. Truss Plates IM -rto ?Luria:- F d. Insulation Forms e. Lintels f. Others NEW EXTERIOR ENVELOPE V o N ' r - VA-Po Q1 5 I understand that, at the time of inspection, the following information must be available to the inspector on the jobsite: 1. A copy of the product approval. 2. The list of performance characteristics which the product was tested and certified to comply with. 3. A copy of the applicable manufacturers' installation requirements. FILE cOPY Further, I understand a product may have � to be removed if approval cannot be demonstrated during inspection$ . ` ��L��++... Applicant Signature Date H: /Product approval spec sheet short form.xlsx R:)A - Prowls \Proiect Folders \Drat 1.501 - 1600 \PF 1553 \O. RWBC DrawInas \15771 \FL- 15221Amm, Fl - 15271.10 cn W t." N x CO) ▪ O CO V P (JI A W N x :It 7 y '. 9, p g. N N C s N Z 3 rn my mw<x Epp rn O 0 N [D = a > 73 D O '-d- n n al P . < O' ° ell t - F- O 9. o ° - aa�o »o°� p° - ooa j o oan O ? r N a ° m m p p> > o -,D 8- 8 m - ti • - s° 0 � ti D 3 00 =0 oa a s a ° 0 m g 1;,--, m O 70 n, • Bo � s. ca ° a-0 3g �gCD y - e c 0 CD 9 2. . �' -. o o 2 _' coo ° N N 0 • °ro .0 m m c_° o° N •n E o o Z O a m cla • x ll S mo o. m �Z n 0 r Z ° _ ° 0 3f a m N n Q Q o Z v ; 3 ° C o w o m a 3 a ° z a ° ? • o a m M mQ Z�• a( D o N� . Oc -. 0� 0 J3 o 8 o 0 0 0 c Q f Q k 3 n y y 0 0 �° r o 3 m '-o ° a o y* H Z O 11 m f 1 H $ i `, t4) O 4 0 O ° n5 Q� r 0 N a o O s Q 3 - °- n T 0 • D 0 o S n 82.00' OVERALL FRAME O z HEIGHT - INSWING OX x 0 I 80.50" OVERALL FRAME 82.00" OVERALL FRAME o X -. HEIGHT - OUTSWING HEIGHT - INSWING O 80.50" OVERALL FRAME -- -- O HEIGHT - OUTSWING o A. .. i _ A x X z x _ a T T pa N N tJ m m G G ,.,. 0 , • • * .0 • • * O V X X 2 - y ,, I I -..._ _. _._.. Oy rn ` - _ -. _.___._ — ___. - _ P w ➢� O O ' k o m x r 1 p – __ — _ –__ _. – (T ▪ Nf L — . O O m , z 0 A P ( 11 • ( ( n D R t, •F` K AcI03 3113 4 ' 2 2 Y m PRODUCT: Documents Prepared By ' Il 8 - x BUILDING CONSULTANTS, INC. 1 8 ro FIBERGLASS DOOR YV 7/ B RGLAS S INC. `/ P.O. Box 230 Valrico FL 33595 I." N 2 N. Phone No.: 813.659.9197 Florida Board of Professional Engineers w N ` :y PART OR ASSEMBLY: Florida Of Authorization No. 9813 x TYPICAL ELEVATI DESIGN Ia o N N0, DATE BY PRESSURES & GENERAL NOTES "'? -� 2 Z!• z REVISIONS Lyndon F. Schmidt, P.E. No. 43409 9 ©2012 R.W. BUILDING CONSULTANTS INC. R:\A - Projects \Project Folders \proJ 1501 - 1600 \PF 1553 \D. RWBC Drawings \15221 \FL- 15221.dwg, 8.10 W N H .' gi'D'Rg (3�A Z$ o cn == 1 2 5' n Z w _..... 665 ? . a = 1 1 1 1 1 1 Z CI o a �i • T W h y A x o O _ — ir IAii • IUD O 1 a 7. (D O n : . 3 - ? 3 g _ ` 1 _ } o N N R:gaa m z a `^ I oi 7 . §- a:gg 1n m g o o .c.c. tD o..o -�. a —0 0000 o000 — z _..... D80_• ). 00000 a. p Z % 0 n 5 W . o f o • W ! n (p 3 / 1 1 1 I 1 f i y b a j _ A n n 1 w O C p.) 1 y )TYP.) H - T m g 0 a 7a O ti > 53 - - - I I- 39.06" —. j v e Ii o tt l • y i . , ., Q$ _I 1 1 1 1 1 �© _ _ • 11'218:1! n 7, oe i. 1$ 0 0 © � 1 MUrn -Qs 8 $.... � . 4 s � v P- Z N y G (� 0 _ _i _1— 1111 e O -1 1 1 1 1 -1 1 1 1 1 11 8 I 1 Num ■ r 1 4" MAX. _I —_i V I P) r m m O.C.)TYP) W Z N _ N gin m z 0 0 N m e O = i____31.15" I 31.19" I I 8. Q PRODUCT: Documents Prepared By: BUILDING CONSULTANTS, r P ; 1 FIBERGLASS DOOR ��P.o. 900 23o vomaa „INC. 333 _ N Phone No.: 813.859.9197 I � N 5 Z \ ■ Florida Board of Pr Engineer. N �• N „� N PART OR ASSEMBLY: Flor W Certificate Of Authorization No. 9813 x BUCK AND FRAME ANCHORING L� — 22(- r Z 1 o ^' NO. DATE BY (OXXO) REVISIONS rndon F. Schmidt. P.E. Na. 43409 ® 2012 R.W. 9u1LDIN0 CONN. -TANTS Inc R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry P.O. Box 230 Valrico, FL 33595 Phone 813.659.9197 Florida Board of Professional Engineers Certificate of Authorization No. 9813 Product Evaluation Report Report No.: FL- 15221.10 Dale: Fehrrrmy 23, 2012 Product Manufacturer Product Name Category Sub Category Plastpro, Inc. Smooth 1 Wood Grain / White Wood Grain Exterior Swinging 5200 West Century Blvd. Rustic 1 Mahogany Exterior Door Doors Assemblies Los Angeles, CA 90045 Series 0 Fiberglass Door Inswing /Outswing - "Non- Impact" Scope: This is a Product Evaluation report issued by R W Building Consultants, Inc. and Lyndon F. Schmidt, P.E. (System ID # 1998) for Plastpro, Inc. based on Rule Chapter No. 9N -3, Method 1D of the State of Florida Product Approval, Department of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Limitations: 1. This product has been evaluated and is in compliance with the 2010 Florida Building Code structural requirements excluding the "High Velocity Hurricane Zone ". 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. When used in areas requiring wind borne debris protection this product is required to be protected with an impact resistant covering that complies with Section 1609.1.2 of the 2010 Florida Building Code. 4. For 2x stud framing construction, anchoring of these units shall be the same as that shown for 2x buck masonry construction. 5. Site conditions that deviate from the details of drawing FL- 15221.10 require further engineering analysis by a licensed engineer or registered architect 6. See drawing FL- 15221.10 for size and design pressure limitations. Supporting Documents: 1. Test Report No. Test Standard Testing Laboratory Signed by ETC 10- 209 - 23676.1 ASTM E330 -02 ETC Laboratories Mark Sennett ETC 10- 209 - 23678.1 ASTM E330 -02 ETC Laboratories Mark Sennett TEL 01390365 TAS 202 -94 Testing Evaluation Laboratories, Inc. Lyndon F. Schmidt, P.E. 2. Drawing No. Prepared by Signed & Sealed by No. FL- 15221.10 RW Building Consultants, Inc. (CA #9813) Lyndon F. Schmidt, P.E. 3. Calculations Prepared by Signed & Sealed by Anchoring RW Building Consultants, Inc. (CA #9813) Lyndon F. Schmidt, P.E. 4. Quality Assurance Certificate of Participation issued by National Accreditation and Management Institute, certifying that Plastpro, Inc. is manufacturing products within a quality assurance program that complies with ISO /IEC 17020 and Guide 53. Z Lyndon F. Schmidt, P.E. FL PE No. 43409 2/23/2012 PF 1553 Sheet 1 of 1 R: \A- Prnir+rts \PmiotFMdnrc \Prni 17111- 1111f1\nf 179710 RWAf Drawims \FI- 4f165 \FI- 4f1f.5 awn FI- 411h51 A W N p H m - O O' v — 1 c1 rn ,., O O C) 0 7 p p m m O N a n Z x N n ( O = 'O m a 01 a W N— _. o n= 3 p A Se CT a N. a s Z T y E . m o mxx <� n =. - r) ° rn N 'i �R 03F ?g o° °_ m " — /� VD (n 'vZ o • � aE9 A p. ' m C � ° 0.3 339.9.(' °2 20 a_. 0- o g 0 "T - � v v C (p ( 7i 5 co Y2. (p •aw ° m v z n' A m v: P., . „=. °O o 3 fly f a na 'U•1 0 r D I C ° a o Z a 0 p a p 7 I %A Z CI) ° ° a � m g o o a> > a L. C ` V 9. j B. N a ('o ▪ m m ° t) Z -- z T o o p o sQ 9, a i 3 '� 1 0 O F Id■ n 8 rp i 7- g - 9 � o < o. 1'� 2 O o s m ° o z ao o on Z (4 co O _ • o =s n D Z O z cn k 2 co m g. 5; a = y — I D Up s v,'O p rn m 0° m Z r r'- C5 � T m J m = T (= O W ( a, N ^' l: Z Z V N (o m ° m C) V I N CD ' ^ ib co 0 .... D Z A N W A A o � J v m a m m 0 C9 3 „ 0 x x x x x 2 – 0 V co V V O. N 2 n ? V co V N P 0 ( °G D 0 O o 0 A g I W 2 r a --- - 77.48" MAX. OVERALL FIN HEIGHT - A w W A O' 0 3 . A W . w A 0 0 o 0 h 74.00" MAX. OVERALL FRAME HEIGHT` -- { m x x x x x 2 n A .[ rD a 4 .1 i a 4) � r...) Nmp. 1" 0. O ° o ° o ° o R 2 — r } 0 A. Crt 's v •• •..•• o x x x x x Z r D D , - W W W W N '^O • >C 0 x J n W N W .1 0 Yy k V V V N V 2 Q w = A A D D J �. N N N r (n 1. P H N / o o v \1 C + + + + + O y c . CCR 0 0 o a a ® f 0 0 0 0 0< z m � { 7, m t �, r I,./ W W I m n U( G) m �.'� v>I to co C O y 0 0 0 0 0 ` PRODUCT: Documents Prepared By: 4 (. SILVERLINE / / B UILDING CONSULTANTS. INC. r SINGLE HUNG WINDOW YV '1 /I/ P.O. Box 230 Volrleo FL 33595 I –' ; ' G Z \ Phone No.: 813.639.9197 R PART OR ASSEMBLY: Florida Board of Professional Engineers m 0) r- 'd N Certificate,Ot Auth0Bzgtion Na. 9813 ° m NO e DA DATE REV. 48"o72" DP /ANCHORING LS TYPICAL ELEVATION, DESIGN L /Zr� 43 0 REVISIONS PRESSURES & GENERAL NOTES Lyndon F. Schmidt. P.E. No. 43409 V` 2009 R.W. BUILDING CONSULTANTS INC. R' - a"`i9•trap ,.. r..w...4,01 1'1n1 vnrly(d 170] \n G■RC rkau.ln9.w1 .arl(.C,FI -AMC dui% 1.4 D w N -- SZ CD .- n m mmc e • �I .1 p m O o Z ° 0 Q m m ° 3 7 aF co d m o - — 3 o � ° O 3 v N b rn o. o o o >, • A • m s a) 0 0 > a k ° mm" v mA3 ZO Z 0 m 3 c 3 A 0 3,,3 R.: 3 3 ° a ..-,.Z 1 3 0 a A m e O °. m Y o fD aYN moats 1 � {- >• 0, 3 p a. 6" 6 ,. P. -�o a Q 3' ' a 3 re) si, 3 y y 3 N o x zO ox `D3 0 mil am3 a ^+ , m a a O. a9 m (Cr? 3 3 ` ■ 0-,,,.(°0 ��s1�I R. sz ao I c e Rob 3 n3 o 0 o •.. n 336 o o y j A W � a 3 11 N e m °o� ).4 )a. z S Qn u — .a n= Z i co 7�6O. H• 7[0 O W ~ H p xo rn S s 2 .72.% -.,,, a 1 v C 2. 1 m • T ' MAX. TYP � ON CENTER O -i 1.— A 19 _< 47 S'c i = or_ :� morn �� 0 D+f A m Z y ,, =Dc-) • 0 og>L 3 t k a } m C m a O A n • m t 6..-, � A T MAX. 1 r ■-- t ON CENTER (TYR.) m 1 ; . 2f I I PRODUCT: SILVERUNE ✓ ` / T. 1 i Document. D U O. Box 230 Vairico FL 33595 IL d 9y: 1T � Document. . / R_ U ! W ING CONSULTANTS, INC. r g SINGLE HUNG WINDOW O W P . Phone No.: 813.659.9197 p :. ? p Florida Board 0t roleonal Engineers PART OR ASSEMBLY: 91 01 I +• Certificate Ol sN :anon No. 9613 � � y \ I ut °' N TO 1 8/12/0 REV. 48'x72 DP /ANCHORING LS N0, DATE BY BUCK & FRAME - �•�30 REVISIONS ANCHORING Lyndon F. Schmidt. P.E. No. 43409 0 2009 R.W. BUILDIND CDNeU1.TAN7e INC R. le . 9mjatc \Wmjnrt c ane.cV11 11n1 -I irxl\rf 1701 Mat' Drawinrg4 fl .dnAC\FI 41fA5 Axed 1.1 rn Q O O° e 0 Q ° 0 A e o o ICI ° o'� n 4 , 1 -. ri. ..t 7......„ i :4: . e ° e ° 0000• . e < 4. c. °° p �, 8 ®© ° 00 O 0 4 g 1 -1 /4" MIN. EMB. (TYP.) 0 1 x © 0 0 . ° a � a � CO aD , 0e A 5 O 00 o 0 0 �� N N � 42:1' O N " ��O O O "II(°Pr: VII a l rill"Il A �p 0 _� 0 a n n IV orm O a O a° t. e ° N 4 4 H 0 O e ° ° 4 e 2 e .. ., �T1 _ Z m S =:. - A . a A -2 3 v Z q PRODUCT: Documents P..porsd By: 3 s � � BUILDING CONSULTANTS. INC. SINGLE SILVERLINE E HUNG WINDOW WP.o. Box 230 .5 FL. 33595 N Phone No.: 8133.859. 9.9197 A 2 Florida Board of Professional Engineer. � cn ' 1 :—I PA OR ASSEMBLY: Certificate AuthorizaGon N9. 9813 cn - t1 x ( n 1 8/12/0 REV. 48`x72` DP /ANCHORING LS ID y • o HORIZONTAL AND VERTICAL Z Cl--- 8 �3 BY 10 N0, DATE REVISIONS CROSS SECTIONS Lyndon F. Schmidt, P.E. No. 4340 0 2009 R.W. BuILOINO CONSULTANTS INC. R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building industry C P.O. Box 230 Valrico, FL 33595 Phone 813.659.9197 Florida Board of Professional Engineers Certificate of Authorization No. 9813 Product Evaluation Report Report No.: FL- 406.5.1 R7 Date: October 5, 2010 Product Manufacturer Product Name Category Sub Category Silverline Building Products Corporation Series 2900/4900 - Model 2901/4901 Window Single Hung 1 Silverline Dr. Extruded Vinyl Single Hung Window with Nailing Fin North Brunswick, NJ 08902 "Non- Impact" Phone 732.435.1000 Scope: This is a Product Evaluation report issued by R W Building Consultants, Inc. and Lyndon F. Schmidt, P.E. (System ID # 1998) for SilverLine Building Products Corporation based on Rule Chapter No. 9B- 72.070, Method 1 d of the State of Florida Product Approval, Department of Community Affairs - Florida Building Commission. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Limitations: 1. This product has been evaluated and is in compliance with the 2007 Florida Building Code (FBC) structural requirements excluding the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. When used in areas requiring wind borne debris protection this product is required to be protected with an impact resistant covering that complies with Section 1609.1.2 of the 2007 FBC. 4. Site conditions that deviate from the details of drawing FL- 4065.1 require further engineering analysis by a licensed engineer or registered architect. 5. See drawing FL- 4065.1 for size and design pressure limitations. Supporting Documents: 1. Test Report No. Test Standard Testing Laboratory Signed by ATI 82601.01- 109.47 AAMA/WDMA /CSA 101/I.S.2/A440 -05 Architectural Testing, Inc. Michael D. Stremmel, P.E. ATI 72129.01- 109 -47 AAMA /WDMA/CSA 101/I.S.2/A440 -05 Architectural Testing, Inc. Michael D. Stremmel, P.E. ATI 82599.01- 109 -47 AAMA/WDMA/CSA 101/I.S.2/A440 -05 Architectural Testing, Inc. Michael D. Stremmel, P.E. ATI 55067.02- 122 -47 ANSI /AAMA/NWWDA 101/I.S.2 -97 Architectural Testing, Inc. Steven M. Urich, P.E ATI 71051.01- 109 -47 AAMA/WDMA/CSA 101/I.S.2/A440 -05 Architectural Testing, Inc. Michael D. Stremmel, P.E. ATI 89639.01- 109 -47 AAMA / WDMA/CSA 101/I.S.2/A440 -08 Architectural Testing, Inc. Michael D. Stremmel, P.E. 2. Drawing No. Prepared by Signed & Sealed by No. FL- 4065.1 RW Building Consultants, Inc. (CA #9813) Lyndon F. Schmidt, P.E. 3. Calculations Prepared by Signed & Sealed by Product Anchoring RW Building Consultants, Inc. (CA #9813) Lyndon F. Schmidt, P.E. Buck Anchoring RW Building Consultants, Inc. (CA #9813) Lyndon F. Schmidt, P.E. 4. Quality Assurance Certificate of Participation issued by Window & Door Manufacturers Association, certifying that SilverLine Building Products Corporation is manufacturing products within a quality assurance program that complies with ISO /IEC 17020 and Guide 53. Lyndon F. Schmidt, P.E. FL PE No. 43409 10/5/2010 PF 1198 Sheet 1 of 1 R: \A - Projects \Project Folders \Proj 1601 - 1700 \PF 1634 \D. RWBC Drawings \FBC 2010 \FL - 14994.4- .8.dwg a ca to m 7 cn awnT — P P . 1D N a3- Q a Fl R 3 D Z rT1 . 0= N H a s x a > _ 7 n g M a a a x o z p y _ O r S. Q � A 9 a N a � 6 g � g r�r �_ CA J Z ~ ■ 3 � j j PO m'aii T. o m m �W CD H N < fl z PF.o g� a C ° 3 c`om� • Q 4 m 4 m o (i t5 p p c o o< d. r'10 o n 3 A. a E o Z z a) � s �o� '° 0 o a Q - m o \ y '� I 1, a a. s 2 a O Z 7I v 33 U) o' 5m m D m N . a o � i•o Z C O < • o a n g _ m �� A - __ COI Z 5 0 Re ° m rA �- o a - . Z O S m 0 o o' 0' D- = Z rTI co a (1) 3 D : . 00 h Z ■ r r-- n q s g - v q o 3 5 • V O q N 11 I T k. x x x G Z s 8 8 N 8 50" MAX. OVERALL P en a Z FRAME HEIGHT W N W b Q Q Q T T / ; J . I X x x z In . \ ' 0 0 o Z • • �rM a9 6641677, P { P 4 4 s y • • x x x xa x 3 ....,,,„ , `! 11 1 • • N N N G < f m Irv" t2 °' mo — _ a x x X . T- =o 2. y m I ® o I F 41 -. N - S x hi ii. y w v i ■ — --------- i s + + + O 1 0 0 0 r. Z r. T C1 rIl N a rn Ii AA m G O ! O , N m J Z. F 6 ,$ A R g m PRODUCT: Orrl.nente Prepared By: yzw ,,g _ UILDING CONSULTANTS. INC. HORIZONTAL SLIDER WINDOW P .O. Bar 230 Valero FL 33505 0...., _ Phone No.: 813.659.9197 �• 0 A Z F lorida Board of Prof.pional Engineers 0 r " y PART OR ASS EAIQLY: Certificate Of Authorization No. 9813 I + N . \ NO DATE B PRESS IC E S k GENERAL ES d Z-?--r- / 1- r,7 REVISIONS Lyndon F. Sohma P.E. No. 43409 201 1 R.W. BUILDING CONSULTANTS INC. R: \A - Projects \Project Folders \Proj 1601 - 1700 \PF 1634 \D. RWBC Drawings \FBC 2010 \FL - 14994.4- .8.dwg . .. Qe 0 4 ; a s 4 0 ©,'�''*'ri 0 V A 3 — lir._ 1 Y :2 0 O A r 1 o 11) x 0 \\ N - X - ID 1 Qs co m d a "� ',„ ..., _., 9_,Th.. g., 0 P N 1 1/4 MIN. EMB. TYP. e ©e 0 e© ©e . c. 411 , 1! ;MI :1 ---, — - m mi iii ,...______ _WA 4 Its = M■MIM IIF MM.Mr 1 i ':.. : IJL o a . I� 8 0 1� • (::, z o O e 8- Aoo a o0 • 0 c 3 R • 3 � PRODUCT: Documents Prepared By: P — e 6 t, BUILDING CONSULTANTS. INC. 1 I 0 9 T ill^^^^ - HORIZONTAL SLIDER WINDOW P -G. Bo. 230 VaINco FL 33595 Phone No.. 813.659.9197 {' ? _. Florida Board of Professional Engineer. `?i 2 " PART OR ASSEMBLY: r-' ti Certificate Of horizatio No. 9813 !• < V' HORIZONTAL & VERTICAL r. a N0, DATE BY CROSS SECTIONS sY s^ r/ REVISIONS Lyndon F. Schmidt, P.E. No. 43409 © 201 1 R.W. BU1LOIN0 CONSULTANTS INC R: \A - Projects \Project Folders \Prof 1601 - 1700 \PF 1634 \D. RWBC Drawings \FBC 2010 \FL - 14994.4- .8.dwg (a N b 02 �n n'Qtla' F.; - ' 0 j " `n 3 O T= N W 2 - 2 ' N 2 g A 0 2 0m N 0 2 ^M rn m n o � g3j 'a9 - z n �iD o � � n Gl c 2 o2-�a.o6) J • x o o m 4 ▪ • o ' c0 b m 3 � p 2 0 O m . g? 0 0 2 N vl . m co o- � a a m? .. >`a om mo 3 g O ET F; a j g w a ' Z N 6 O " 7 0 P1 b HH! 70 t a ' 22 v j 2- Y D 44 40 o 000 k O 2- ;2. o h b3_ k °-O5 D? m n? Q l_i nn 2- 093 zn o2- m s (i A 0 0. 7 L.....................................11 z Z c m 4 16" MAX. S m m ON CENTER 4� xO O zn� o ro cNGI 3 z0 x. O c2 m n Z A n zOA, G.) < 3 p f m , , • Z z coTG1 1" l o °Q8 .I 2 ::",,•-, ... N T co O a 70 Z O A ' 1 / � / -mow © ? X • t> J X 2 • • 4" MAX --I f� 3" -- h-� • O ON CENTER A ON CENTER _....1 t _ 3" F�� 7 PRODUCT: Document. Prepared By: $# �p B UILDING CONSULTANTS. INC. 1 �, T HORIZONTAL SLIDER WINDOW JI,WP.O. 8os 230 Volrleo FL 33595 I-la \ Phone No.: 813.659.9197 A o Z * PART OR ASSEMBLY: F lorida Board of Professional engineers Carte leate Of a8on Na. 9813 6 G \ NO, DATE By BUCK & FRAME C `j - - n. r REVISIONS ANCHORING Lyndon F. Schmidt. P.E. No. 43409 ® 201 1 R.W. BUILDING CONSULTANTS INC. R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry P.O. Box 230 Valrico, FL 33595 Phone 813.659.9197 Florida Board of Professional Engineers Certificate of Authorization No. 9813 Product Evaluation Report Report No.: FL 14994.4 Data: :November 2/, 2911 Product Category Sub Category Manufacturer Product Name SilverLine Building Products Corporation Series 8700 - Model 8700 Window Horizontal Slider 1 Silverline Drive Extruded Vinyl Horizontal Slider Window North Brunswick, NJ 08902 With Nailing Fin Phone 732.435.1000 "Non - Impact' Scope: This is a Product Evaluation report issued by R W Building Consultants, Inc. and Lyndon F. Schmidt, P.E. (System ID # 1998) for SilverLine Building Products Corporation based on Rule Chapter No. 9N -3, Method 1D of the State of Florida Product Approval, Department of Community Affairs - Florida Building Commission. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Limitations: 1. This product has been evaluated and is in compliance with the 2010 Florida Building Code structural requirements excluding the "High Velocity Hurricane Zone ". 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. When used in areas requiring wind borne debris protection this product is required to be protected with an impact resistant covering that complies with Section 1609.1.4 of the Florida Building Code. 4. Site conditions that deviate from the details of drawing FL- 14994.4 require further engineering analysis by a licensed engineer or registered architect. 5. See drawing FL- 14994.4 for size and design pressure limitations. Supporting Documents: 1. Test Report No. Test Standard Testing Laboratory Signed by ATI A0870. 01- 109 -47 AAMA/WDMA/CSA101 /I.S.2/A440 -08 Architectural Testing, Inc. Michael D. Stremmel, P.E. ATI 94308.01 - 109 -47 AAMA/WDMA/CSA101 /I.S.2/A440 -08 Architectural Testing, Inc. Michael D. Stremmel, P.E. 2. Drawing No. Prepared by Signed & Sealed by No. FL- 14994.4 RW Building Consultants, Inc. (CA #9813) Lyndon F. Schmidt, P.E. 3. Calculations Prepared by Signed & Sealed by Anchoring RW Building Consultants, Inc. (CA #9813) Lyndon F. Schmidt, P.E. 4. Quality Assurance Certificate of Participation issued by Window and Door Manufacturing Association, certifying that SilverLine Building Products Corporation is manufacturing products within a quality assurance program that complies with ISO /IEC 17020 and Guide 53. Lyndon F. Schmidt, P.E. FL PE No. 43409 12/5/2011 PF 1634 Sheet 1 of 1 R:\A - Projects \Project Folders \Proj 1601 - 1700 \PF 1629 \D. RWBC Drawings \FL - 14918.1- 11.dwg, R- 14918.10 (n A W IV rrl rr a /v N.. m (I ry 3 S O m ' z ° O 0 m i Q ._.€ • H O H y o F /` o . a O a cp (° 0 0 a X C ?? Q+ x x -< a 5 - a N g Z ♦ — — rri cm 3 p >> a N 7 m m N 0 m O a a- ti v < '- • Z men a S' a memo n . 3 n• Q^ < 0 a s ° o � < g °: ;• S rn n �"/ 0 o m<<az 0 R cam r ▪ ° �� g N gg 3, _ p to z c) O �o o S °- 2 � 0 O9 3 - y ID N p (A ° to -a� ° 3 5- 20 f Q 2a V 73 CD cn owl 9. D 0 D. oy —a � 4a 5 z D C z o o co o o° 2 $- o a 8 ° 3 O ~ • g �� mo o n n �. Cl o o S � ""•1 O M X • ,,,, < a -R -Z' Z .- -7. 4 cn ( t) c p 3- 7 m m F 0. L - Z c O d' • D I �0 `, 3-O 0 n S (j co 3 j • 3 = D o 0 CD a O g. * ; a a • O CO F' N. Q Q g n . • 3 3 3 o a o co n - MAX. HEIGHT FIN TO FIN — - 0 . 99 w '.b ro O x x 2 -, - MAX. OVERALL FRAME HEIGHT ✓ -4+ = z D 'O 0. • • N O !O x x VT.,,,,* • 0 8 Q a Dm `£ f Z 0 01 a r � 0 f x x Z F n p • a o . Hp S pI� •o •o F o • f Z O s f f q N ,n N v • • �� h x rr d . i "-I ' •O rn : o o a 0 x, o o s m 'i1 -y K. ti l PRODUCT: Documents Prepared By: `, r i; g g rn BVILDiNG CONSULTANTS, INC. 1 A 111^^^ — PICTURE WINDOW J_ -o. Box 230 vairlco FL 33595 I -* A G • S. Phone No.: 813.659.9197 p Fl orida Board of Profeeeionol Engineers m y PA OR ASSEMBLY: Certificate Of N. 9813 v TYPICAL ELEVATION, DESIGN � — �° o N0, DATE BY PRESSURES k GENERAL NOTES / 'z G • of REVISIONS Lyndon F. Schmidt. P.E. No. 43409 ® 201 1 R.W. 8111LaING CONSULTANTS INC. • ( §000.0 rn ) /( \( . -( - . . . o a f \ } - / }00 0.0( 2� `` , (�,222 • » } ° go m ® 2; / ( } / \\/ ■a '� § { »a | « � / \ /\\ \{ a � - 73 0 3 I I II § . a . z ( 7f \ : } )ƒ §o (7 � \ At 2 »� \( } §k L— - fe ' _ f =B E« ac e� ) !� k 1H4 8-. d o l. *73\ o! • a ( . a $§ > , ( � � _ .<'7.' ( ( / 7K c9z o3 J 4 \ \{& 1� � �� ®!a\ 3 %\ A § \ }/ } � � � ,� . /\ r ` iR§ �¢ §i k ® J 8. § g .:, GI , i a; "t g /\ /{\ ( Q 7«) ° e a k� ! /] | } E g {« L i 'if! 1 aa _ g7 M# «! • ace * ; §))> o > .-- - - - -�� | \ §k // { § \/{ —. A) § k % 0 \ \ § ¢ § /• 7 . . ® 2/ . o, —/ o { m. * | _ 97MAX. z--] L-- me e ® !�K§; . _�T Documents � _ e 7F § - WINDOW � W BUILDING CONSULTANTS, Phone No.: E 10 .. 0 _T_ ASSEMBLY: __ , ,Engineers \ j %7 G \ �E E eKa_E ~��/ (Z. REVISIONS ,_gym_ P.E. w,_ R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry P.O. Box 230 Valrico, FL 33595 Phone 813.659.9197 Florida Board of Professional Engineers Certificate of Authorization No. 9813 Product Evaluation Report Report No.: FL- 14918.10 Dote: November 17, 2011 Product Category Sub Category Manufacturer Product Name Silver Line Windows & Doors 2700 Series - Model 2780 Window Fixed 1 Silverline Drive Extruded PVC Picture Window North Brunswick, NJ 08902 With Nailing Fin Phone 732.435.1000 "Non - Impact" Scope: This is a Product Evaluation report issued by R W Building Consultants, Inc. and Lyndon F. Schmidt, P.E. for Silver Line Windows & Doors based on Rule Chapter No. 9N -3, Method 1D of the State of Florida Product Approval, Department of Community Affairs- Florida Building Commission. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Limitations: 1. This product has been evaluated and is in compliance with the 2010 Florida Building Code structural requirements including the "High Velocity Hurricane Zone". 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. When used in areas requiring wind borne debris protection, this product is required to be protected with an impact resistant covering that complies with Section 1609.1.2 of the Florida Building Code. 4. When used in areas outside of the "HVHZ" requiring wind bome debris protection this product is required to be protected with an impact resistant covering that complies with Section 1609.1.2 of the FBC. 5. Site conditions that deviate from the details of drawing FL 14918.10 require further engineering analysis by a licensed engineer or registered architect. 6. See drawing FL 14918.10 for size and design pressure limitations. Supporting Documents: 1. Test Report No. Test Standard Testing Laboratory Signed by ATI 86875.01 - 109-44 TAS 202 -94 Architectural Testing, Inc. Michael D. Stremmel, P.E. ATI 85402.01 - 109-47 TAS 202 -94 Architectural Testing, Inc. Michael D. Stremmel, P.E. 2. Drawing No. Prepared by Signed & Sealed by No. FL- 14918.10 RW Building Consultants, Inc. (CA #9813) Lyndon F. Schmidt, P.E. 3. Calculations Prepared by Signed & Sealed by Anchoring RW Building Consultants, Inc. (CA #9813) Lyndon F. Schmidt, P.E. ASTM E 1300 Glass Load Lyndon F. Schmidt, P.E. 4. Quality Assurance Certificate of Participation issued by Window & Door Manufacturers Association, certifying that Silver Line Windows & Doors is manufacturing products within a quality assurance program that complies with ISO /IEC 17020 and Guide 53. Lyndon F. Schmidt, P.E. FL PE No. 43409 12/8/2011 PF 1629 Sheet 1 of 1 • I C. el Li ill i ET ' • kssot Forte MEMBER REPORT Level Floor: Flush Beam .) software _ 3 PIECE(S) 1 3/4" x 14" 1.9E Microllam® LVL PASSED Cwnrak length 15' ' 1 I 9 id i6 Li All Dimensions are Horizontal; Drawing is Conceptual Design Results Actual 6 Location ` Allowed Result LDF System : Floor Member Reaction (Ibs) 7595 a 2 7809 Passed (97%) - - Member Type : Flush Beam Shear (lbs) 6837 (?? 1' 5 1/2" (3955 Passed (49%) 1 0 Building Use : Residential Moment (Ft -lbs) 25215 6 4' 11 718" 36387 Passed (69%) 1.0 Building Code : IBC Live Load Defl. (In) 0.356 6 7' 1 13/16" 0 -489 Passed (L/494) -. Design Methodology : ASD Total Load Defl. (in) 0.456 6 7' 1 7//8" 0733 Passed (U386) -- • Deflection criteria: LL (U360) and TL (U240). • Design results assume a fully braced condition where at compression edges (lop and bottom) are properly braced to provide lateral stability- • Bracing (Lu): All compression edges (top and bottom) must be braced at 13' 15/16" o/c unless detailed otherwise- Proper attachment and positioning of lateral bracing is required to achieve member stability_ Supports Total Available Required Support Reactions (lbs) Accessories pp Bearing Bearing Bearing Dead / Floor/ Roof / Snow 1 - Stud wall - Spruce Pine Fir 3.50" 3.50" 3.40' 1641 /5955 /0 /0 Blocking 2 - Stud wall - Spruce Pine Fir 3.50" 3.50' 2.33" 1164 / 404510 / 0 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed Loads Location Tributary Dead Floor Live Roof Live Snow Comments Width (0.90) (1.00) (non-snow: 1.25) (1.15) 1 - Uniform( PSF) 0 to 15' 1' 100 0 400 0 0 0 0 0 10' Floor 2 - Poinffb) 4' NIA 1000 4000 0 0 Location Analysis Shear (lbs) Moment (Ft — lbs) C omments Actual / Allowed F LDF Actual / Allowed / LDF I - 3' 6035 / 13965 / 1.0 19186 r 363871 1.0 BOLTS LEFT OF HANGER 2 - 5' 39 / 1256910 9 25215 i 36367 / 1.0 BOLTS RIGHT OF HANGER • Forte'" Software Operator Job Notes 3/2512010 9 :02:21 AM (Level Forte"' vl.1, Des:=gn Engine: V4.8 0 1 Pagel of 1 Page 8 of 8 /� CONTACT US • 1.888.iLevel8 (1.888.453.8358) • www.iLevel.com . iWeyerhaeuser,'Level, Mic ollam, Parallam, TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR. 02010 Weyerhaeuser NR Company. All rights reserved. 1 3000 /1/ G■Q GJO G F04 JC TO`. TOE T0; F03(S) TOf 1 601 F05 0 1\ F05 TO To ' 0 TO 1 F02 12 F01(12) . TO ' GJ 1 • GJ ■ . 0 0 Cd ■ 0 � / 17-4-0 / 601 1� / 20 -4 -0 /1 / X 30 -0 -0 1/ B J I D- 12 V F 12 10 — v I T=K FLAT= AFFUVAL #' 2 1 c7 . 2 - 21 c7 , L , WEY_ E GEARING HEIGHT SCHEDULE X 30 -0 -0 V N NN M N O 'h v O O O o o - �,O -, X , L L) • I GJ01 m O 2 o GJ02 O n ,3 GJ03 / �\ I— l 7 I • I T09(4) 1 o NOTES: 4- 1.) REFER TO HID 91 (RECOMMENDATIONS FOR I HANDLING INSTALLATION AND TEMPORARY BRACING.) REFER TO ENGINEERED DRAWINGS FOR PERMANENT BRACING REQUIRED. 2.) ALL TRUSSES (INCLUDING TRUSSES UNDER 4 I VALLEY FRAMING) MUST BE COMPLETELY DECKED OR REFER i0 DETAIL V105 FOR ALTERNATE BRACING REQUIREMENTS. 3 3 .) ALL VALLEYS ARE TO BE CONVENTIONALLY FRAMED BY BUILDER. 2 1 1 4.) ALL TRUSSES ARE DESIGNED FOR 2' o.c. MAXIMUM SPACENG, UNLESS OTHERWISE NOTED. 5.) ALL WALLS SHOWN ON PLACEMENT ) \ PLAN ARE CONSIDERED TO BE LOAD BEARING. UNLESS OTHERWISE NOTED. 6.) 6Y42 TRUSSES MUST BE INSTALLED C,105 05 WITH THE TOP BEING UP. O 7.) BEAM /HEADER/LINTEL (HDR) i0 BE FURNISHED BY BUILDER. CD '7 -, .;,J04 04 0 III L jj /y 1 C1/4101 1 . ti�o2 \ \ ® Builders U L) U W U L) U A FirstSource / 30 -0 -0 X Jacksonville / PHONE: 904- 772 -6100 FAX: 904- 772 -1973 Tampa PHONE: 813- 621 -9831 FAX: 813 - 628 -8956 Freeport PHONE: 850 -835 -4541 FAX: 850 -835 -6835 T O F 12 O D G T I O\ bUILUER Quinones -Sales LEGAL MESS: 281 Pine Street MOREL: 'RE sion Snead Addition Rar By: PATE: UMW Orilinel Rafereael: 3/29/2012 OH 410228 A � 5 = P P P 0 ) C f # 1 1 3 0 . 2 - 16 3 0 .1 '41 02 2 Ee fOeH 8 E 2I I 41 2345 Julius Lee RE: 412345 - 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 Site Information: Project Customer: Quinones Sales Project Name: 412345 Model: Snead Addition Lot/Block: 1 Subdivision: Address: 281 Atlantic Bch City: Jacksonville State: fl Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: Lee J Engineering License #: 000 Address: 10381 Cypress Lakes Dr City: Jacksonville State: Fl General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: 10.000000 12.000000 0.000000 0 1 0 11I160 MiTek 20/20 7.3 Wind Code: e3a98d907edW14fl1t19):, di: 130 mph Floor Load: 55.0 psf Roof Load: 32.0 psf This package includes 8 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15- 31.003, section 5 of the Florida Board of Professional Engineers Rules. This document processed per section 16G15- 23.003 of the Florida Board of Professionals Rules In the event of changes from Builder or E.O.R. additional coversheets and drawings may accompany this coversheet. The latest a proval dates supersede and replace the previous drawings. No. Seal# Truss Name Date 1 15393711 F01 4/9/012 2 115393712 1F02 1 4/9/012 3 115393713 1F03 14/9/012 4 115393714 1F04 1 4/9/012 5 __.[F05 --- - - - - -- 14/9 - -- 6 115393716 TGO1 1 4/9/012 7 1 15393717 I TGO2 1 4/9/012 ' 8 1 15393718 I TGO3 1 4/9/012 F! 1. E CO P i x \ 011111/0 The truss drawing(s) referenced above have been prepared by MiTek \\\ /i i / Industries, Inc. under my direct supervision based on the parameters S'K �i, provided by Builders FirstSource (Jax). \N � NJ . EN S F' •. �c<` %� Truss Design Engineer's Name: Julius Lee _ * • No 869 • My license renewal date for the state of Florida is February 28, 2013. NOTE:The seal on these drawings indicate acceptance of • . professional engineering responsibility solely for the truss STATE OF P • components shown. The suitability and use of this component .• for any particular building is the responsibility of the building � ��' i 9,2012 designer, per ANSI /TPI -1 Chapter 2. 1 of 1 Julius Lee Job Truss Truss Type Qty Ply 15393712 412345 F02 FLOOR 12 1 Job Reference (optional) Builders FirstSource, Jacksonville, FI 32244 7.330 s Dec 20 2011 MiTek Industries, Inc. Mon Apr 09 08:08:39 2012 Page 1 I D:5V1XY1 w15JkPTXdcT3JR8Xyw9Ho-29H6Om6C RWRJS9z2RHN BoahO77KXWPOHHTxS6tzSVy 0-1 -8 H 1 1 -3 -0 1 1 1-3-0 1 54 1267 h 1593 = 1593 = 4= } 3 4 5 6 , 6 ii lkYAV' a ZIP AS VA r/i 9 ■ a 17 494= tfi ,5 1593 1593 11 ,2 11 ,49 9 4_ 1 1-6-0 1 4-0-0 1 6-6-0 I 10-6 -0 1 13-0-0 15-6 -0 17-0-0 1 1-6-0 2 -6 -0 2-6-0 4-0 -0 2 -6-0 2-6-0 1-6-0 Plate Offsets (X,Y): (1: Edge,0 -1 -81, 18:0- 1- 8,Edgel LOADING (psf) SPACING 1 -4 -0 CSI DEFL in (loc) Udell Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 028 Vert(LL) -0.06 14 -15 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.55 Vert(TL) -0.10 13-14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.03 9 n/a Na BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 104 Ib FT = 11%F, 11 %E LUMBER BRACING TOP CHORD 2x4 SPp No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SPp No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2x4 SPp No.3(flat) REACTIONS (lb /size) 18= 610/0 -3-8 (min. 0 -1 -8), 9= 610 /Mechanical FORCES (Ib) - Max. Comp. /Max. Ten. - AS forces 250 (Ib) or less except when shown. \ s \ I I 1 1 I j / / / TOP CHORD 18- 19=- 607/0, 1 -19 =- 606/0, 9-20 =- 607/0, 8-20 =- 606/0, 1- 2=- 397/0, 2 -3 =- 970/0, 3 -4 =- 1280/0, \ S. / / 4 -5 =- 1374/0, 5- 6=- 128010, 6-7 =- 970/0, 7- 8= -397/0 \\\\ J K / BOT CHORD 16- 17= 0/746, 15- 16= 0/1181, 14 -15= 0/1374, 13- 14= 0/1374, 12- 13= 0/1374, 11- 12= 0/1181, \ ' • • • • • • ,C∎ // 10-11 =0/746 N \' .\CENS `� i WEBS 8-10= 0/656, 1 -17 =0 /656, 7-10=-630/0, 2 -17 =- 630/0, 7 -11= 0/403, 2 -16= 0/403, 6 -11 =- 382/0, 3- 16=- 382/0, 5-12 =- 268/17, 4- 15=- 268/17 ss. 1 NOTES (7-9) _ o 34869 7 � 1) Unbalanced floor live loads have been considered for this design. 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. - • a 3) All plates are 3x3 MT20 unless otherwise indicated. - % 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. _ 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3 -10d (0.131 "X 3 ") nails. Strongbacks to be attached to ...(\ STATE OF •• 2 walls at their outer ends or restrained by other means. ... RL ORID ' ` 7) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the / Sl S �� \\ \ responsibility of the building designer per ANSI TPI 1 as referenced by the building code. // \ 8) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. / , O N A` v • \ \ \ 9) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 / / / 1 1 I I I I 1 `� 0 1- \ LOAD CASE(S) Standard April 9,2012 I I A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE /1471 73 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Julius Lee Applicability of design paramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability duconstruction ri ng constr is the responsibillity of the 1 Blvd. 1 1 1 0 0 9 9 Coastal FL 33435 l Bay Bay erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/1PI1 Quality Cdteda, D5B -89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Thus Type Qty Ply 15393714 412345 F04 GABLE 1 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.330 s Dec 20 2011 MiTek Industries, Inc. Mon Apr 09 08:08:43 2012 Page 1 I D:5ViXY1 w15JkPTXckT3J R8Xyw9Ho-xx WcE89i Vlylxn Hpg7 S7y Qs7ckpxS IIsC5vfFezSVy 0-18 0-18 scw•1w5 346 FP= 1 2 3 • 5 6 r 7 _ a 9 10 51 12 13 14 15 15 17 15 „ 19 20 21 22 23 24 25 i 1 a< e e - s s� 5 : r �' it 51$ 1 1 1 1 1 ■ 1 k1 1 1 1 1 U 49 45 47 45 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 25 27 28 343 = 343 = 343 = 346 FP= 29 -11 -8 1 1 -4 -0 1 2 -8-0 1 4-40 1 5-4-0 1 6-8-0 1 8-0-0 1 9-4-0 110-8-0 112 -0 -0 113 -0 1 1 0 117.4 118 -8-0 120 -0-0 1214-0 1 22 -0-0 124 125+0 1 26-8-0 1 28 1 I 1 1-4 -0 1 -4-0 1 -4-0 1-40 1 -4-0 1-4 -0 1 -4 -0 1 -4 -0 1-4-0 1-4-0 1 -4 -0 14 -8 -0 1 -4 -0 16-0 - 1 +0 -0 1 -4 -0 1 -4-0 1 -4 -0 1 -40 1 + -0-0 0 1 +0 1 -4 -0 1-4 -0 -0-0 1-4-0 29 -4-0 6-7 -8 LOADING (psf) SPACING 1-4 -0 CSI DEFL in (loc) I/de8 Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) Na - Na 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 26 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 156 Ib FT= 11 %F, 11 %E LUMBER BRACING TOP CHORD 2x4 SPp No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SPp No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPp No.3(Bat) OTHERS 2x4 SPp No.3(Bat) REACTIONS All bearings 29 -11 -8. (Ib) - Max Gray All reactions 250 Ib or less at joint(s) 49, 28, 48, 47, 46, 45, 44, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30, 29, 28, 27 \ \ \ \ \ \ ( 1 1 J / / / / FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. \\ S S • k // \\ ... // ) NOTES \ �` s � EN ' • A\ 1) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. `` �i 2) All plates are 1.5x3 MT20 unless otherwise indicated. 3) Gable requires continuous bottom chord bearing. • 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 0 34869 5) Gable studs spaced at 1 -4 -0 oc. — 6) AN bearings are assumed to be SYP No.2 crushing capacity of 565 psi. -_•-:._ p — 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. , A % 1 _ 0. 8) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3 -10d (0.131" X 3") nails. Strongbacks to be attached to wJl walls at their outer ends or restrained by other means. 0 4 9) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the T • STATE OF responsibility of the building designer per ANSI TPI 1 as referenced by the building code. ^`, C 10) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. ` . F 01R10 0 11) Truss Design Engineer Julius Lee, PE: Florida P.E. License No 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 / S N .\\ \ LOAD CASE(S) Standard y / / � Oi Ak. \\ \\ April 9,2012 1 / WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Julius Lee Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 1 109 Coastal Bay Blvd. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Bo nton, FL 33435 erector. Additional permanent bracing of the overoll structure is the responsibility of the building designer. For generol guidance regarding Y fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, MB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Oty ply 15393718 412345 TG01 SPECIAL 1 3 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.330 s Dec 20 2011 MiTek Industries, Inc. Mon Apr 09 08:08:45 2012 Page 1 ID: 5ViXY1w15JkPD( ckT3JR8Xyw9Ho tJeNepAztMCTA4QBoYUb1rxLRYHAw129gPOmJXzSVyW 7 -3-9 43-11 6-3-12 ( 6 -3-13 I 10 -3.15 17 -7 -8 2 -3-9 2-0-1 2-0-1 2-0-1 2-0-1 2 -3-9 So. 1:213 SW = 2na II 3.e = 2n,1 11 3na = a1 1 1 su = 1 2 3 4 s a ] - It _ / v' __ / wt \ WI r» car 3 - \ W1 \ /- 1\ \ \ \\ wt \(J_( /I1 et V 13 to 12 1 lg g ea = 010 11 SA = 410 I 1 One = 0 a Ott 11 412 11 1 2 -3-9 4 -3-11 I 6 -3-12 8 -3-13 10 -3-15 { 12-7-8 2 -3-9 2 -0-1 2 -0-1 2-0-1 2 -0-1 2-3-9 Plate Offsets (X,Y): 18:Edge,03 -81. 19:0.1- 12,0. 5-121. 110:0- 8- 8.0 -2 -01, (12:0-8-8,0-2-01,113:0-3-12,0-5-121 LOADING (psi) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.07 11 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.00 BC 0.92 Vert(TL) -0.14 11 >999 180 BCLL 0.0 • Rep Stress Ina NO WB 0.75 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 313 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 SPp No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x12 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2x4 SPp No.3 *Except* W2: 2x4 SPp No.2 REACTIONS (lb/size) 14= 5419/0 -3-8 (min. 0 -2 -8), 8= 3793/Mechanical Max Uplift 14 - 1953(LC 4), 8 - 1367(LC 4) 1 1 ) Max Gras 14= 6422(LC 2), 8= 4496(LC 2) \ \ \ \ 1 S 1 f � / / / FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. \ \ \\ - - - • .. ; / / / 'j TOP CHORD 1- 14=- 4297/1314, 1- 2=- 6656/2024, 2 -3 =- 6656/2024, 3-4 =- 9725/2957, 4- 5=- 9725/2957, \ - • � / / 5-6=-4566/1388, 6-7 =- 4566/1388, 7- 8=- 2955/906 �10ENSF ' BOT CHORD 13 -15 =- 3252/10688, 12- 15=- 3252/10688, 11- 12=- 3252/10688, 10- 11=- 2599/8539, 9-10 =- 2599/8539 WEBS 1-13=-2322/7641, 3-13 =- 4900/1493, 3-12 =- 980/3268, 3-11=-1171/359, 5-11 =- 435/1442, • • 5-10 =- 516/1742, 5-86- 4827/1471, 7- 9=- 1592/5242 = o 34869 • NOTES (13 -15) 1) 3 -ply truss to be connected together with 10d (0.131'x3 ") nails as follows: - p , Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. -/ . -" Bottom chords connected as follows: 2x12 - 5 rows staggered at 0-4-0 oc. -- 0 '. 4 -- Webs connected as follows: 2x4 -1 row at 0-9 -0 oc. T •, STATE OF '• 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. p. ORION P` C � s... 3 Wind: - nd: ASCE 7 -10; 130mph (3- second gust) Vasd= 101mph; TCDL= 4.2psf; BCDL= 3.Opsf; h =18ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (envelope); / // \ Lumber DOL =1.60 plate grip DOL =1.60 1 � 1 O ' • ' ` N A 1 ` � \ \ 4) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. / / 1 \\ \ 5) Provide adequate drainage to prevent water ponding. / / 1 1 1 I I 1 \ \ \ \ 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0-0 wide will 1t between the bottom chord and any other members. 8) All bearings are assumed to be SPp No.2 crushing capacity of 565 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1953 Ib uplift at joint 14 and 1367 Ib uplift at joint 8. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3987 Ib down and 1213 Ib up at 3-4 -0 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. 12) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 13) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 14) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. 15) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard Continued on cage 2 April 9,2012 ■ A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1411 -7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee 8 for lateral support of individual web members only. Additional temporary bracing to insure stability during constriction is the responsibillity of the 1109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure 8 the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Oty pl 15393717 412345 TG02 SPECIAL 1 2 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.330 s Dec 20 2011 MiTek Indusbies, Inc. Mon Apr 09 08:08:47 2012 Page 1 ID:5ViXY1 w15JkPTXckT3JR8Xyw9Ho- pim73VC DZzSBPOaavzW37G1 at M 1AO_XS7jttOOzSVyU 4-2 -14 8-4 -0 I 17 -5-2 16-4 -8 4 -2 -14 4 -1 -2 4 -1 -2 3-11 -6 Scale = 1.236 2.1 II 376 = , < 5 2.1 II 412 = adz = z 3 0 III I I 2 II W Wz W1 W3 W1 W3 W1 W< W, 07 e2 II MB B e.ID = 13 ga0 410 I , ]v10 NII WB = 5x10 07201-1 II 5710 M7200 II 4 -2 -14 1 8-4 -0 i 12 -5 -2 ) 16-4 -8 4 -2 -14 4 -1 -2 4 -1 -2 3-11 -6 Plate Offsets (X,Y): (7:Edge,0 -3- 81,18:0 -1- 12,0 -4- 41,111:0- 5- 0,0 -4 -41 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.99 Vert(LL) -0.19 10 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.00 BC 0.70 Vert(TL) -0.35 10 -11 >545 180 MT20H 187/143 BCLL 0.0 • Rep Stress Incr NO WB 0.56 Horz(TL) 0.05 7 n/a Na BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 191 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 SYP M 31 TOP CHORD Structural wood sheathing directly applied or 5-4 -12 oc purlins, except end BOT CHORD 2x6 SYP SS verticals. WEBS 2x4 SPp No.3 'Except* BOT CHORD Rigid ceiling directly applied or 9 -10-6 oc bracing. W2,W4: 2x4 SYP M 31 REACTIONS (lb /size) 12= 3823 /Mechanical, 7= 3967 /Mechanical Max Uplift 12=- 1378(LC 4), 7=- 1430(LC 4) Max Gray 12= 4531(LC 2), 7= 4701(LC 2) \\\ \ ,, S " ((j / f ///, F (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. \ \ \\ • , .. . ` • �� / /j TOP CHORD 1 -12 =- 3519/1085, 1- 2=- 8716/2650, 2- 3=- 8716/2650, 3- 4=- 8716/2650, 4- 5=- 8377/2547, \\ • \LENS • /� 5 -6 =- 8377/2547, 6-7 =- 3631/1118 '- \- ' • • •• --- BOT CHORD 10 -11 =- 3451/11346, 9-10 =- 3451/11346, 8 -9 =- 3451/11346 WEBS 1 -11 =- 2770/9114, 4-11 =- 2829/862, 4- 10=- 570/1989, 4 -8 =- 3194/973, 6 -54- 2694/8866 _. 0 34869 - NOTES (14 -16) — _ 1) 2-ply truss to be connected together with 10d (0.131 "x3 °) nails as follows: _ p — Top chords connected as follows: 2x4 - 1 row at 0-7 -0 oc. — v (Jr)). J % / _ Bottom chords connected as follows: 2x6 - 2 rows staggered at 0 -8-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 4 1 ` 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections . • •• STATE OF have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. C ^`` 3) Wind: ASCE 7 -10; 130mph (3- second gust) Vasd= 101mph; TCDL= 4.2psf; BCDL= 3.Opsf; h =186; Cat. 11; Exp C; Encl., GCpi =0.18; MWFRS (envelope); • • • • . FI. P •' • Lumber DOL =1.60 plate grip DOL =1.60 / ` / SSl ! • �\\ �\ 4) This truss has been designed for basic Toad combinations, which include cases with reductions for multiple concurrent live loads. // /O ` \ \ ` 5) Provide adequate drainage to prevent water ponding. / / N A \\ 6) All plates are MT20 plates unless otherwise indicated. /1 /111110 . \ \ 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 9) All bearings are assumed to be SPp No.2 crushing capacity of 565 psi. 10) Provide metal plate or equivalent at bearing(s) 7 to support reaction shown. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1378 Ib uplift at joint 12 and 1430 Ib uplift at joint 7. 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 14) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 15) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. 16) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard Continued on page 2 April 9,2012 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction b the responsibillity of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 quality Criteria, DSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Pty 15393718 412345 TG03 SPECIAL 1 2 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.330 s Dec 20 2011 MiTek Industries, Inc. Mon Apr 09 08:08:48 2012 Page 1 r ID:5ViXY1 w HuKVHrDrKHa11 Y9mTg1IfTZvn1O97O4cMNdOwszSVyT -r 3-0-3 2-8-11 2 -8-11 2 -8 -11 2 -8-11 2 -8-11 . . r Sc.* R8 erB= 7001 II 5.9= 3"'= as II 5._ _ ° 2 5 a• II 7. _ ° � V V ` vn sv3 w w• . vr3 v73 w, W3 5 W1 5 � B.1] 2.1 II 3 r ' 5.513 =12 ° 2 r5 ' LB = ].5 bra = r 379 II 34 II 3-0-3 I 5 -8-13 I 8-5-8 11 -2 -3 I 13-10-13 I 16-7 -8 3-0-3 2 -8-11 2-8-11 2 -8-11 2 -8-11 2 -8-11 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.35 Vert(LL) -0.16 13 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.30 13 =633 180 BOLL 0.0 • Rep Stress Ina' NO WB 0.73 Horz(TL) 0.05 9 n/a Na BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 211 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 SYP M 31 TOP CHORD Structural wood sheathing directly applied or 4-7 -12 oc pudins, except end BOT CHORD 2x6 SYP SS verticals. WEBS 2x4 SPp No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. W1: 2x8 SYP DSS, W2, W5: 2x4 SYP M 31 OTHERS 2x4 SPp No.2 REACTIONS (Ib /size) 16= 3905/Mechanical, 9= 4055/0 -4-0 (min. 0-2 -13) Max Uplifll6=- 1408(LC 4), 9=- 1462(LC 4) Max Gray 16= 4628(LC 2), 9= 4806(LC 2) \ \\\\ 1 11 I I 1 1 1 ii /1 / FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when s \� \\ �• \• / // shown. TOP CHORD 1 -16 =- 3787/1162, 1-2=-6429/1955, 2- 3=- 6429/1955, 3-4 =- 11272/3428, 4- 5=- 11272/3428, \ / 5-6 =- 11272 / 3428, 6-7 =- 6047/1839, 7- 8=- 6047/1839 \ ' �1 ' •. BOT CHORD 15- 16=- 103/337, 14- 15=- 3103/10199, 13 -14 =- 3103/10199, 12- 13=- 3026/9947, 11- 12=- 3026/9947, 10 -11 =- 3026/9947 WEBS 1- 15=- 2159/7102, 3-15 =- 4390 / 1337, 3-14 =- 412 / 1429, 3-13 =- 379/1250, 6-13 =- 468/1543, O 34869 /. -- 6-11 =- 394/1373, 6-10 =- 4543/1383, 8-10 =- 2215/7283, 8-9=-4134/1266 - GrA -- NOTES (12 -14) - • 1) 2 -py truss to be connected together with 10d (0.131 nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-7 -0 oc. '10 '. . 4 ..... Bottom chords connected as follows: 2x6 - 2 rows staggered at 0 -9 -0 oc. .- \ •• STATE OF .. Webs connected as follows: 2x4 - 1 row at 0 -9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. N 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections . C i • • •. �� ORI0 • • ' � have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. / v ! \\ 3) Wind: ASCE 7 -10; 130mph (3- second gust) Vasd= 101mph; TCDL= 4.2psf; BCDL= 3.Opsf; h =189; Cat. 11; Exp C; Encl., GCpi =0.18; MWFRS (envelope); / / 1/1 , N V A l _- � \ \ Lumber DOL =1.60 plate grip DOL =1.60 / \ 4) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. / 1 1 1 I ( I I 1 \ \ \ \ 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be SPp No.2 crushing capacity of 565 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1408 Ib uplift at joint 16 and 1462 Ib uplift at joint 9. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 12) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 13) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. 14) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard Continued on page 2 April 9,2012 I B A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1.7473 BEFORE USE. Design valid tor use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication. quality control, storage, delivery. erection and bracing. consult ANSI /tPll Quality Criteria, DSB -89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. N �� Z D x 11.11 0 1 ! '' Z H O c 0 c p_ 5 c'< Q 3 0 a d O N ° 5 p P_ 0 Dp0 n D ago � 3 n -0� a _ $6� O °ten:° �» 3 �� Q Q a-p o po oD0- VD NO 0 p CX n n (7D-' O 3-' H < 3 CO °A O- (D 0 • ° � :,o °Qfl� � � � � m��a D c Q�„ 3 = : -a oa 0 o, = ,, c -o N O '^ �o o m m (D 6 2 m a- O 3 2 a 3 Q °- N a° (1) n° Q m H o (� °' o °O � . mo �Q �� z o °�3 Qu o 3 , - nQ m z � � cD �QQ� rn =,� a o3 Q Q Q O. ' mom 3 °. 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Member Type : Flush Beam Shear (Ibs) 6837 © 1' 5 112 " 13965 Passed (49%) 1.0 Building Use : Residential Moment (Ft -Ibs) 25215 © 4' 11 718" 36387 Passed (69%) 1.0 Building Code : IBC Live Load Deft (in) 0.356 (rfi 7' 1 13116" 0.489 Passed (0494) - - Design Methodology : ASD Total Load Defl. (in) 0.456 i 7' 1 718" 0.733 Passed (U386) - - • Deflection criteria: LL (U360) and TL (U240). • Design results assume a fully braced condition where at compression edges (top and bottom) are properly braced to provide lateral stability • Bracing (Lu); All compression edges (top and bottom) must be braced at 13' 15116" otc unless detailed otherwise_ Proper attachment and positioning of lateral bracing is required to achieve member stability. Su Orts Total Available Required Support Reactions (lbs) Pp Bearing Bearing Bearing Dead / Floor / Roof / Snow Accessories 1 - Stud -mall - Spruce Pine Fir 3.50" 3.50' 340' 1641/595510 /0 Blocking 2 - Stud wall - Spruce Pine Fir 3.50" 3.50" 2.33" 1164 /4045/0/0 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed Loads Location Tributary Dead Floor Live Roof Live Snow Comments Width (0.90) (1.00) (non-snow: 1.25) (1.15) 1 - Uniform(PSF) 0 to 15' 1' 100.0 400.0 0 0 0 0 10' Floor 2 - Point(lb) 4' NIA 1000 4000 0 0 Location Analysis Shear (l Moment ( Ft - e{,11;71 Comments Actua l t Allo !LDF Actual 1 Allo 1 • 3 ' 00351 13965 i 1 0 19186136387 1 I.0 DOLTS LEFT OF HANGER 2 - 5' 391 12569 , 0 9 25215 t 36387 / 1.0 BOLTS RIGHT OF HANGER Forte'" Software Operator Job Notes ' 12512010 9 :02:21 AM iLevekl6 Forte v1.1, Design Ervine. V4.8 0.1 Page 1 of l Page 8 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) • www.iLevel.com , Weyerhaeuser,'Level, Mie Parallam, TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR, 0 2010 Weyerhaeuser NR Company. All rights reserved. X 30 -0 -0 GJO GJO F04 GJ0 TO5 T06 F03 ( 8 ) T07 TOE TGO1 o F05 F05 ' TO 1 T03 1 1 F02 12 T02 F01(12) ! ° T01 1 i GJG GJC ! o o GJG - / 17 -4 -0 / 601 \ / 20 -4 -0 �( / X 3000 I , B IL_IDER V=12I =1 F12I012 V I T = K FLAT= AFFFOVAL # ' c ) 2 1 ° 7 , 2 — 2 1 °7 . 4 , WLY =FFI BEARING HEIGHT SCHEDULE V 30 -0 -0 o N N <, 7., v 0 0 0 0 p kp h -, V V ) L) L) 1 rn G■01 c 0 0 7 w GJ02 Q 5 CJO3 (— 1 s I T09(4) 1 NOTES: M 1.) REFER TO HID 91 (RECOMMENDATIONS FOR HA6DLR4G INSTALLATION AND TEMPORARY BRACING.) REFER TO ENGINEERED DRAWINGS FOR PERMANENT BRACING REQUIRED. F I 2) LVALLEY FRA(INCLUDING ING) MUST BE TELY DECKED OR REFER TO DETAIL V105 FOR ALTERNATE BRACING REQUIREMENTS. 3.) ALL VALLEYS ARE TO BE CONVENTIONALLY FRAMED BY BUILDER. 4) ALL TRUSSES AE DESIGNED FOR 2' G.G. MAXIMUM SPACING. UNLESS OTHERWISE NOTED. 5.) ALL WALLS SHOWN ON PLACEMENT PLAN AE CONSIDERED 10 BE LOAD \ BEARING. UNLESS OTHERWISE NOTED. 3 ^ 6.) 5742 TRUSSES MKT BE INSTALLED �, ca GJ05 WITH THE TOP BEING UP. 2 0 D) FURNISHED BRY BUIL DER. R) i BE • w G J04 O 1 _ 7 _ GJ01 ti� Builders 0 0 0 0 � � , w . FirstSource X 30-0-0 X JaokSOnville PHONE: 904- 772 -6100 FAX: 904- 772 -1973 Tampa PHONE: 813- 621 -9831 FAX: 813 -628 -8956 Freeport PHONE: 850 -835 -4541 FAX: 850 -835 -6835 TO F12ODGTIO\ BUILDER: Quinones -Sale, LEGAL ADDEE55: 281 Pine Street LIODEI: It Firm: Snead Addition tangy: PAH: I DAY• Jr iiinal Ealarnca 3/29/2012 JDH 410228 A.,SE FRO)UGT #' 1630,2 - 16 410 228 ' ° 412345 ° FORM 1100A -08 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Performance Method A Project Name: Snead Residence Builder Name: Street: 281 Pine Street Permit Office: Duval/ Atlantic Beach City, State, Zip: Atlantic Beach , FL , 32233 Permit Number Owner: Jason and Kimberly Snead Jurisdiction: Design Location: FL, Jacksonville 1. New construction or existing New (From Plans) 9. Wall Types (2388.0 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R =13.0 2388.00 ft b. N/A R= ft 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 4 d. N/A R= ft2 5. Is this a worst case? No 10. Ceiling Types (1400.0 sqft.) Insulation Area 6. Conditioned floor area (ft 2240 a. Under Attic (Vented) R =30.0 1400.00 ft b. N/A R= ft 7. Windows(332.0 sqft.) Description Area c. N/A R= ft2 a. U- Factor: Dbl, default 332.00 ft SHGC: Clear, default 11. Ducts b. U- Factor: N/A ft a. Sup: Interior Ret: Interior AH: Interior Sup. R= 6, 560 ft SHGC: 12. Cooling systems (combined) c. U- Factor: N/A ft a. Central Unit Cap: 54.0 kBtu /hr SHGC: SEER: 15 d. U- Factor: N/A ft2 13. Heating systems SHGC: a. Electric Heat Pump Cap: 54.0 kBtu /hr e. U- Factor: N/A ft 2 p SHGC: HSPF: 8 14. Hot water systems 8. Floor Types (1400.0 sqft.) Insulation Area a. Electric Ca 40 a. Slab -On -Grade Edge Insulation R =0.0 1400.00 ft2 p: gallons EF: 0.92 b. N/A R= ft2 b. Conservation features c. N/A R= ft2 None 15. Credits Pstat Total As -Built Modified Loads: 42.09 Glass /Floor Area: 0.148 PASS Total Baseline Loads: 49.97 I hereby certify that the plans and specifications covered by Review of the plans and =''''F ''HE STg this calculation are iry wi the Florida Energy specifications covered by this FO''• Code. A1-1932-1- calculation indicates compliance ,',. ,'' ' �',. =. - with the Florida Energy Code. /~ :;„ % .;:`••_ s ... , • O PREPARED :Y: old * Before construction is completed , 1 i' ' '` .; _ DATE: r this building will be inspected for ` :. �"' a compliance with Section 553.908 ? , o I hereby certify that this building, as designed, is in compliance Florida Statutes. \-.4.;n1 lip' �r . �- ; .............. ..• •••• . � with the Florida Energy Code. O.... WIC ,•• D OWNER /AGENT: _ BUILDING OFFICIAL: !� �/' DATE: - /A'/ DATE: Y-A9 "/ Z F COP "+ 9Pr . w.• i» ra+ r r r......: nso-wn ►.;m,acesxnrrt,rn.+.� 3/30/2012 3:40 PM EnergyGauge® USA - FlaRes2008 Page 1 of 5 PROJECT Title: Snead Residence Bedrooms: 4 Adress Type: Street Address Building Type: FLAsBuilt Conditioned Area: 2240 Lot # Owner: Jason and Kimberly Snead Total Stories: 2 Block/SubDivision: # of Units: 1 Worst Case: No PlatBook: Builder Name: Rotate Angle: 0 Street: 281 Pine Street Permit Office: Duval/ Atlantic Beach Cross Ventilation: No County: Duval Jurisdiction: Whole House Fan: No City, State, Zip: Atlantic Beach , Family Type: Single- family FL , 32233 New /Existing: New (From Plans) Comment: CLIMATE / IECC Design Temp Int Design Temp Heating Design Daily Temp V Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Jacksonville FL _ JACKSONVILLE _ INT 2 32 93 75 70 1281 49 Medium FLOORS ✓ # Floor Type Perimeter R -Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio 168 ft 1400 ft 0 0 1 ROOF V / Roof Gable Roof Solar Deck # Type Materials Area Area Color Absor. Tested Insul. Pitch 1 Gable or Shed Metal 1566 ft 350 ft Medium 0.9 N 2 26.6 deg / ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1400 ft N N CEILING # Ceiling Type R -Value Area _ Framing Frac _ Truss Type 1 Under Attic (Vented) 30 1400 ft 0.1 Wood WALLS / Cavity Sh V # Omt Adjacent To Wall Type R-Value Area R -eValue athing Framing Solar Fraction Absor. 1 N Exterior Frame - Wood 13 240 ft 0 0.25 0.8 2 N Exterior Frame - Wood 13 270 ft 0.6 0.25 0.8 3 E Exterior Frame - Wood 13 432 ft 0 0.25 0.8 4 E Exterior Frame - Wood 13 252 ft 0.6 0.25 0.8 5 S Exterior Frame - Wood 13 240 ft 0 0.25 0.8 6 S Exterior Frame - Wood 13 270 ft 0.6 0.25 0.8 7 W Exterior Frame - Wood 13 432 ft 0 0.25 0.8 8 W Exterior Frame - Wood 13 252 ft 0.6 0.25 0.8 3/30/2012 3:40 PM EnergyGauge® USA - FlaRes2008 Page 2 of 5 DOORS # Ornt Door Type Storms U -Value Area 1 N Insulated None 0.39 21 ft WINDOWS Orientation shown is the entered, asBuilt orientation. V Overhang # Omt Frame Panes NFRC U- Factor SHGC Storms Area Depth Separation Int Shade Screening 1 N Vinyl Double (Clear) No 0.87 0.66 N 24 ft 5 ft 0 in 6 ft 0 in HERS 2006 None 2 N Vinyl Double (Clear) No 0.87 0.66 N 24 ft 2 ft 0 in 3 ft 0 in HERS 2006 None 3 E Vinyl Double (Clear) No 0.87 0.66 N 24 ft 2 ft 0 in 15 ft 0 in HERS 2006 None 4 E Vinyl Double (Clear) No 0.87 0.66 N 16 ft 2 ft 0 in 5 ft 0 in HERS 2006 None 5 E Vinyl Double (Clear) No 0.87 0.66 N 12 ft 2 ft 0 in 4 ft 0 in HERS 2006 None 6 S Vinyl Double (Clear) No 0.87 0.66 N 20 ft 5 ft 0 in 5 ft 0 in HERS 2006 None 7 S Vinyl Double (Clear) No 0.87 0.66 N 42 ft 5 ft 0 in 8 ft 0 in HERS 2006 None 8 S Vinyl Double (Clear) No 0.87 0.66 N 128 ft 6 ft 0 in 9 ft 0 in HERS 2006 None 9 W Vinyl Double (Clear) No 0.87 0.66 N 6 ft 2 ft 0 in 15 ft 0 in HERS 2006 None 10 W Vinyl Double (Clear) No 0.87 0.66 N 36 ft 2 ft 0 in 3 ft 0 in HERS 2006 None INFILTRATION & VENTING V / - - -- Forced Ventilation - - -- Run Time Fan Method SLA CFM 50 ACH 50 ELA EqLA Supply CFM Exhaust CFM Fraction Watts Default 0.00036 2115 7.08 116.1 218.4 0 cfm 0 cfm 0 0 COOLING SYSTEM # System Type Subtype - Efficiency Capacity Air Flow SHR Ducts 1 Central Unit None SEER: 15 24 kBtu /hr 720 cfm 0.75 sys#1 2 Central Unit None SEER: 15 30 kBtu /hr 900 cfm 0.75 sys#0 HEATING SYSTEM # System Type Subtype Efficiency Capacity Ducts 1 Electric Heat Pump None HSPF: 8 54 kBtu /hr sys#1 HOT WATER SYSTEM # System Type EF Cap Use SetPnt _ Conservation 1 Electric 0.92 40 gal 70 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model # Collector Model # Area Volume FEF None None ft2 3/30/2012 3:40 PM EnergyGauge® USA - FlaRes2008 Page 3 of 5 DUCTS / -- Supply - - -- Return - - -- Air Percent V # Location R -Value Area Location Area Leakage Type Handler CFM 25 Leakage QN RLF 1 Interior 6 560 ft Interior 112 ft Default Leakage Interior (Default) (Default) % TEMPERATURES Programable Thermostat: Y Ceiling Fans: Cooling J X] Fb X M X Ma Ju X Jul X] Au X Se O X Nov X D Heating f X XI Jan an f X] Fe �X Mar ar f XXi A Apr r f X1 May �X 1 Jun n f X1 Jul iX] A ug f X Sep [ X� O f X� Nov f X � Dec Venting X Jan [X] Feb X Mar [X Ar (X May X Jun [X Jul X] Aug [X Sep [X X Oct [X Nov [X Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 3/30/2012 3:40 PM EnergyGauge® USA - FlaRes2008 Page 4 of 5 FORM 1100A -08 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: 281 Pine Street PERMIT #: Atlantic Beach, FL, 32233 I NFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS _ SECTION _ REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors NI 106.AB.1.1 Maximum: .3 cfm/sq.ft. window area; .5 cfm/sq.ft. door area. Exterior & Adjacent Walls N1106.AB.1.2 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from, and is sealed to, the foundation to the top plate. Floors N1106.AB.1.2 Penetrations/openings > 1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings N1106.AB.1.2 Between walls & ceilings; penetrations of ceiling plane to top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures NI106.AB.1.2 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC with < 2.0 cfm from conditioned space, tested. Multi -story Houses NI 106.AB.1.2 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts N1106.AB.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters N1112.AB.3 Comply with efficiency requirements in Table N1112.ABC.3 Switch or clearly marked circuit breaker (electric) or cutoff (gas) must be provided. External or built -in heat trap required. Swimming Pools & Spas NI112.AB.2.3 Spas & heated pools must have covers (except solar heated). Non - commercial pools must have a pump timer. Gas spa & pool /*---- heaters must have a minimum thermal efficiency of 78 %. Heat pump pool heaters shall have a minimum COP of 4.0. Shower heads NI 112.AB.2.4 Water flow must be restricted to no more than 2.5 gallons per ----- minute at 80 PSIG. Air Distribution Systems N1110.AB All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated and installed in accordance with the criteria of Section NI 110.AB. ----- Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls N1107.AB.2 Separate readily accessible manual or automatic thermostat for ,--. each system. Insulation N1104.AB.1 Ceilings -Min. R -19. Common walls -frame R -11 or CBS R -3 both N1102.B.1.1 sides. Common ceiling & floors R -11. 3/30/2012 3:40 PM EnergyGauge® USA - FlaRes2008 Page 5 of 5 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 84 The lower the EnergyPerformance Index, the more efficient the home. • ■ 281 Pine Street, Atlantic Beach, FL, 32233 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single- family a. Frame - Wood, Exterior R =13.0 2388.00 ft 3. Number of units, if multiple family 1 b. N/A R ft2 c. N/A R= ft2 4. Number of Bedrooms 4 d. N/A R= ft2 5. Is this a worst case? No 10. Ceiling Types Insulation Area 6. Conditioned floor area (ft 2240 a. Under Attic (Vented) R =30.0 1400.00 ft b. N/A R= ft2 7. Windows" Description Area c. N/A R= ft2 a. U- Factor: Dbl, default 332.00 ft SHGC: Clear, default 11. Ducts b. U- Factor: N/A ft a. Sup: Interior Ret: Interior AH: Interior Sup. R= 6, 560 ft SHGC: 12. Cooling systems (combined) c. U- Factor: N/A ft a. Central Unit Cap: 54.0 kBtu /hr SHGC: SEER: 15 d. U- Factor: N/A ft SHGC: 13. Heating systems a. Electric Heat Pump Cap: 54.0 kBtu /hr e. U- Factor: N/A ft 2 p SHGC: HSPF: 8 14. Hot water systems 8. Floor Types Insulation Area a. Electric a. Slab -On -Grade Edge Insulation R =0.0 1400.00 ft2 Cap: 40 gallons b. N/A R= ft2 EF: 0.92 b. Conservation features c. N/A R= ft2 None 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building "" "'"••. Construction through the above energy saving features which will be installed (or exceeded) ` • .. in this home before final inspection. Otherwise, a new EPL Display Card will be completed . / <v % , > -. �,.: based on installed Code compliant features. ' `' z'��''' ` - N. Builder Signature: h4J( c4 - a . " � d � wl�/ / Date: ^ / -� � c* ,, ,a Address of New Home: 2 ( /III ST: S . City /FL Zip: A1j.4,.J7 i '.....4:'..--. ter:;.. C F/-.. 3z -z s3 *Note: The home's estimated Energy Performance Index is only available through the EnergyGauge USA - FlaRes2008 computer program. This is not a Building Energy Rating. If your Index is below 100, your home may qualify for incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at (321) 638 -1492 or see the Energy Gauge web site at energygauge.com for information and a list of certified Raters. For information about Florida's Energy Efficiency Code for Building Construction, contact the Department of Community Affairs at (850) 487 -1824. **Label required by Section 13- 104.4.5 of the Florida Building Code, Building, or Section B2.1.1 of Appendix G of the Florida Building Code, Residential, if not DEFAULT. EnergyGauge® USA - FlaRes2008 RODRIGUEZ Project Summary Job: 032712 2 nd floor Date: Mar 27, 2012 energy consulting By: ERIN RODRIGUEZ Project Information For: Jason and Kimberly Snead 281 Pine Street, Atlantic Beach, FL 32233 Notes: Second Floor Addition Desi• n Information Weather: Jacksonville Mayport Naval, FL, US Winter Design Conditions Summer Design Conditions Outside db 39 °F Outside db 92 °F Inside db 68 °F Inside db 76 °F Design TD 29 °F Design TD 16 °F Daily range L Relative humidity 50 % Moisture difference 56 gr /Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 7912 Btuh Structure 13081 Btuh Ducts 2206 Btuh Ducts 3510 Btuh Central vent (28 cfm) 0 Btuh Central vent (28 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 10118 Btuh Use manufacturer's data n Rate /swing multiplier 0.97 Infiltration Equipment sensible load 16093 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 833 Btuh Ducts 748 Btuh Heating Cooling Central vent (28 cfm) 0 Btuh Area (ft') 840 840 Equipment latent load 1580 Btuh Volume (ft') 7560 7560 Air changes /hour 0.35 0.17 Equipment total load 17674 Btuh Equiv. AVF (cfm) 44 22 Req. total capacity at 0.70 SHR 1.9 ton Heating Equipment Summary Cooling Equipment Summary Make n/a Make n/a Trade n/a Trade n/a Model n/a Cond n/a GAMA ID n/a Coil n/a ARI ref no. n/a Efficiency n/a Efficiency n/a Heating input Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Temperature rise 0 °F Total cooling 0 Btuh Actual air flow 0 cfm Actual air flow 0 cfm Air flow factor 0 cfm /Btuh Air flow factor 0 cfm /Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat n/a Load sensible heat ratio 0 Printout certified by ACCA to meet all requirements of Manual J 8th Ed. -- Ad- w,— ht Right- Suite® Universal 7.1.09 RSU01508 2012 - Mar -30 15:18:09 ACCA C:\ Users \erin \Documents1Wrightsoft HVAC \Template \Snead - Ed.rup Calc = MJ8 Orientation = S Page 5 RODRIGUEZ Project Summary Job: 032712 (Rest of House) Date: Mar 27, 2012 energy consulting By: ERIN RODRIGUEZ Pro Information For: Jason and Kimberly Snead 281 Pine Street, Atlantic Beach, FL 32233 Notes: Second Floor Addition Desi• n Information Weather: Jacksonville Mayport Naval, FL, US Winter Design Conditions Summer Design Conditions Outside db 39 °F Outside db 92 °F Inside db 68 °F Inside db 76 °F Design TD 29 °F Design TD 16 °F Daily range L Relative humidity 50 % Moisture difference 56 gr /Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 12474 Btuh Structure 11415 Btuh Ducts 4307 Btuh Ducts 4883 Btuh Central vent (37 cfm) 0 Btuh Central vent (37 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment Toad 16780 Btuh Use manufacturer's data n Rate /swing multiplier 0.97 Infiltration Equipment sensible load 15809 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 1472 Btuh Ducts 1563 Btuh Heati ng Cooling Central vent (37 cfm) 0 Btuh Area (ft') 1400 1400 Equipment latent Toad 3035 Btuh Volume (ft 11200 11200 Air changes /hour 0.30 0.15 Equipment total load 18844 Btuh Equiv. AVF (cfm) 56 28 Req. total capacity at 0.70 SHR 1.9 ton Heating Equipment Summary Cooling Equipment Summary Make n/a Make n/a Trade n/a Trade n/a Model n/a Cond n/a ARI ref no. n/a Coil n/a ARI ref no. n/a Efficiency n/a Efficiency n/a Heating input Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Temperature rise 0 °F Total cooling 0 Btuh Actual air flow 0 cfm Actual air flow 0 cfm Air flow factor 0 cfm /Btuh Air flow factor 0 cfm /Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat n/a Load sensible heat ratio 0 Printout certified by ACCA to meet all requirements of Manual J 8th Ed. — -+}- w right sof't Right - Suite® Universal 7.1.09 RSU01508 2012- Mar -30 15:28:29 ACCP. C:\ Users \erin1Documents\Wrightsoft HVAC \Template \Snead- Ed.rup Calc = MJ8 Orientation = S Page 2 k Job Truss Truss Type City Pry 412345 F01 FLOOR 12 1 15393711 Builders FirstSource, Jacksonville, Fl 32244 Job Reference (optional) 7.330 s Dec 20 2011 MiTek Industries, Inc. Mon Apr 09 08:08:38 2012 Page 1 ID:SVIXY1 w15JkPTXda3JR8Xyw9Ho- azjjADSagDJSg0OruesyFM9Es )4Un ?U73pCuZRzSVy 0-1-8 H 1 1 -3-0 1-1-8 1 Scale 1176 1 2 315x3 II 41543 11 S 8 3 3 _ — 14 150 = 31_1 151 4 T X a, , '.>< 11 Q S 6 7 1 9-4-8 9-4-8 LOADING (psf) SPACING 1-4 -0 CSI DEFL in (loc) I /def Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.01 10-11 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.16 Vert(TL) -0.02 10-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.00 7 Na Na BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight 62 lb FT= 11 %F, 11 %E LUMBER BRACING TOP CHORD 2x4 SPp No.2(Flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except end verticals. BOT CHORD 2x4 SPp No.2(fiat) BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2x4 SPp No.3(flat) REACTIONS (lb/size) 12= 330/0 -3-8 (min. 0 -1 -8), 7= 330 /Mechanical FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 12 -13 =- 328/0, 1 -13 =- 328/0, 7 -14 =- 328/0, 6-14 =- 328/0,2 -3 =- 401/0, 3- 4=- 401/0,4 -5= -401/0 WEBS HORD 6-8 =0/315 - X 5-8= 291//0, 2 -11= -291/0 \ \ \\ ■ \ C 11 C + ) , / / / s k <,(� NOTES (7-9) • • �10ENS`F . •. `� i 1) Unbalanced Floor live loads have been considered for this design. 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. i 3) All plates are 3x3 MT20 unless otherwise indicated, I 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. _ O 34869 7C 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. — 6) Recommend 2x6 strongbacks, on edge, spaced 01 10-0 -0 oc and fastened to each truss with 3 -10d (0.131 "X 3 ") nails. Strongbacks to be attached to — , / _ walls at their outer ends or restrained by other means. _ , / 7) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. • 8) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. • •• STATE OF • .` \ 9) Truss Design Engineer Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 F P. LOAD CASE(S) Standard ' , • • • • L ORID • • '``� \. / T O NAL \ \ \\ ' 11111111\ \\ April 9,2012 4 1 A WARN/NO - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH -9473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based onty upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee 8 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporuibillity of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibilily of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quality control, storage. delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSII Bonding Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. 5 Job Truss Truss Type Qt Pl 412345 F03 FLOOR 8 1 15393713 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.330 s Dec 20 2011 MiTek Industries, Inc. Mon Apr 09 08:08:41 2012 Page 1 I D:5ViXY1 w15JkPTXdtT3JR8Xyw9Ho 1 hT7QZl Pf t?ncgxl h_Fwa1nQYAmzSVy a 0-1 -8 H Fri 1 1-5-8 1 0 �ry p BfJk • 1 50 9 5.6 = 5■ = 15X! = 4s4 = x3• = 1.50 11 15.3 11 1.50 II 3r5 FP = 15x3 11 b% = 53= 1 2 3 • 5 5 7 5 9 15 11 13 13 14 15 10 17 )116 MA 4.9 \ / MA WA. 31 30 29 25 27 25 25 T4 n 22 21 A 19 5M= 4.4= 4.5= 3.10 1472114 FP= 15 4.5= 4.4= 5,2= 1 29 -11-8 29-11-8 I Plate Offsets (X,Y): f1:Edge,0-1 -8), 117:0-1- 5,Edael LOADING (psi) SPACING 1-4 -0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.73 Vert(LL) -0.47 24 -25 >762 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.51 Vert(TL) -0.73 24-25 >488 240 MT2OH 187/143 BOLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.12 18 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 179 Ib FT = 11%F, 11%E LUMBER BRACING TOP CHORD 2x4 SPp No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4 -10-5 oc purlins, except end BOT CHORD 2x4 SYP M 31(flat) verticals. WEBS 2x4 SPp No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (Ib /size) 32= 1085/0-3 -8 (min. 0-1 -8), 18=1085/Mechanical FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 32- 33=- 1081/0, 1 -33 =- 1080/0, 18- 34=- 1081/0, 17- 34=- 1080/0, 1 -2=- 745/0, 2 -3 =- 1948/0, \ \) l l l 1 ( (J / 1 // 3-4 =- 2927/0, 4 -5 =- 2927/0, 5-6 =- 3630/0, 6-7=-4080/0, 7- 8=- 4302/0, 8-9 =- 4302/0, 9-10=- 4302/0, S S. / \\\\ // 10-11 = - 4080/0, 11-12=-3630/0, 12- 13=- 3630/0, 13 -14 =- 2927/0, 14- 15=- 2927/0, 15- 16=- 1948/0, \ \• • • • • • • . . ` / ,(� //i 16-17= - 745/0 BOT CHORD 30-31=0/1412, 29- 30= 0/2471, 28- 29= 0/3335, 27- 28= 0/3914, 26- 27= 0/3914, 25-26=0/4234, \ • \ cENs . - •. / - � ,(\ 24 -25= 0/4302, 23- 24= 0/4234, 22 -23= 0/3914, 21 -22= 0/3335, 20- 21= 0/2471, 19- 20= 0/1412 i WEBS 17- 19= 0/1236, 1- 31= 0/1236, 16 -19 =- 1202/0, 2- 31=- 1202/0, 16- 20= 0/966, 2- 30= 0/966, " ,*" 15 -20=- 944/0, 3-30=- 944/0, 15-21= 0/794, 3-29= 0/794, 13 -21 =- 712/0, 5-29=- 712/0, 13- 22= 0/531, 34869 / . 5-28= 0/531, 11 -22 =- 512/0, 6-28 =- 512/0, 11- 23= 0/334, 6-26= 0/334, 10-23 = - 363/0, 7- 26=- 363/0, - a o 1 10-24=-218/433, 7 -25 =- 218/433 _ If NOTES (8 II - " 1) Unbalanced floor live loads have been considered for this design. . 4 2) This truss has been designed for basic load combinations, which indude cases with reductions for multiple concurrent live loads. T • STATE OF _ ` 3) All plates are MT20 plates unless otherwise indicated. F • 4) All plates are 3,3 MT20 unless otherwise indicated. • • , • (ORi0 . • • O` ■ 5) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. // V (\ • • ' • • • ' • \ \\%. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. / /// • O G \ \\ 0. 7) Recommend 2,6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131 "X 3 ") nails. Strongbacks to be attached to / \ walls at their outer ends or restrained by other means. / J J 1 (1 1 1 + \ \ \ 8) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. 10) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard April 9,2012 t e A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 0111 -7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPtI Quality Criteria, DSB -89 and BCSI1 Building Component Solely Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. Job Truss Truss Type Qty Ply 412345 F05 FLOOR 2 1 15393715 Builders FirstSource, Jacksonville, Fl 32244 Job Reference (optional) 7.330 5 Dec 20 2011 MiTek Industries, Inc. Mon Apr 09 08:08:44 2012 Page 1 ID: 5ViXY1w15JkPTXckT3JR8Xyw9Ho- P74? RTALG24cYxs ?EgzMVdPC589FBIPORIfDnSzSVyX 0-1 -8 3r5 _ 1 -3-0 1 Scale =113a ME ,' , Tt ] MI 5 ■■ an ■■ 15x3 = n 4 i ii Pill III/ Ind 3x3 = 5 a 3 3x3 = 30 = I 3-0-0 3-0 -0 LOADING (psf) SPACING 1 -4 -0 CSI DEFL in (loc) Vdel tJd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.39 Vert(LL) -0.00 4 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 5 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 3 Na Na BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 25 Ib FT = 11%F, 11 %E LUMBER BRACING TOP CHORD 2x4 SPp No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-0 -0 oc purlins, except end verticals. BOT CHORD 2x4 SPp No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2x4 SPp No.3(Sat) REACTIONS (lb /size) 5 =97 /Mechanical, 3 =97 /Mechanical FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. NOTES (5-7) \ ‘))))) / / / // 1 ) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. \\\\\ S S • k / / / // 2) Bearings are assumed to be: , Joint 3 SYP No.2 . \/ 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. `L • • `�� i 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to �- F i walls at their outer ends or restrained by other means. \ • 5) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. O 34869 / ...- 6) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. — • 7) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 _ 0 _ LOAD CASE(S) Standard 1 i i T •, STATE OF ,•• �s • ' • . .•' � • April 9,2012 1 t A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quo* Criteria, 059 -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 412345 TG01 SPECIAL 1 15393716 3 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.330 s Dec 20 2011 MiTek Industries, Inc. Mon Apr 09 08:08:45 2012 Page 2 ID: 5 ViXY 1 w 15 J kPTXckT 3 JR8Xyw9Ho - tJeNepAz1MCTA40BoYUb1rxLRYHAw129gP0mJXzSVyW LOAD CASE(S) Standard 1) Regular. Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (pit) Vert: 1- 7 =-44, 0-14=- 430(F= -420) Concentrated Loads (lb) Vert: 15=- 3364(B) ( r 4 vvJ PLQ'Q \\ \ \ttVi1111 /1 , \VS S . K ' , J� • � \C ENs . F� * • No 34869 _ 13 * X �O STATE OF �, T ' . 1011' \?: ■ .,, / /� �� ° N t A` , � \\ � ■ April 9,2012 I t A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Julius Lee Applicability of design poramenters and proper incorporation of component 8 responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quality control. storage, delivery, erection and bracing, consult ANSI /TPII Quality Criteria, DSB -89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Ply 412345 .1.G02 G02 SPECIAL 1Qty 1 15393717 Builders FrsiSource, Jacksonville, Fl 32244 Job Reference (optional) 7.330 s Dec 20 2011 MiTek Industries, Inc. Mon Apr 09 080847 2012 Page 2 ID: 5ViXY1w15JkPTXckT3JR8X yw 9 Ho - pim 73 VCDZzSBPOaavzVV37G1a1M1A0 — XS7jttOOzSVyu LOAD CASES) Standard 1) Regular Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 1- 8 = -44, 12- 13=- 430(F= -420), 7- 13=- 518(F= -508) 4 C/A \ \ 1I \II III / // . \ \` 0 S • v • /'1 s. __ No 34869 • 23 * .0 �� •. STATE OF � %�sS- .FC9•F9'. •�� \`' ., / /, , ..,.\-- \\\ \\ April 9,2012 • ■ A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown. and 5 for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quality control, storage, delivery. erection and bracing, consult ANSI /TPI1 Quality Criteria. DSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. • Job Truss Truss Type Oty Ply 412345 TGO3 SPECIAL 15393718 1 Builders FirstSource, Jacksonville, Fl 32244 Job Reference (optional) 7.330 s Dec 20 2011 MiTek Industries, Inc. Mon Apr 09 08:08:48 2012 Page 2 ID:5ViXY1w15JkPTXCkT3JR8X yw 9 HO - HuKVHrDrKHa11Y9mTg11fTZvnIO97O4cMNdQwszSVy — LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (ph) Vert: 1- 8 = -44, 16- 17=- 442(F =- 432), 9- 17=- 530(F= -432, 8 = -88) e vvJ \\ \1111 11 1 )// // �vs . S'/ //' , : `.'.. • oCENs •.y / _. No 34869 * = 4 _ �O STATE OF �,: % Off, ••- t.9 9! • V\ �� • �� / �? ` �� '//1111111'` April 9,2012 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER' REFERENCE PAGE 11411 -7473 BEFORE USE. 1 Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during constriction is the responsibillily of the 1109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quality control. storage, delivery, erection and bracing. consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofdo Drive, Madison. WI 53719. Julius Lee - t-Q 5 acoF Julius Lee RE: 410228 - 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 Site Information: Project Customer: Quinones Sales Project Name: Snead Addition Model: 410228 Lot/Block: 1 Subdivision: Residence Address: 281 Pine Street City: Atlantic Bch State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: Lee J Engineering License #: 000 Address: 10381 Cypress Lake Dr. City: Jacksonville State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: 10.000000 12.000000 0.000000 0 1 0 IDEigh313 MiTek 20/20 7.3 Wind Code: e3a98d907ed \d4UCE#Eddl: 130 mph Floor Load: N/A psf Roof Load: 32.0 psf This package includes 20 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. This document processed per section 16G15- 23.003 of the Florida Board of Professionals Rules In the event of changes from Builder or E.O.R. additional coversheets and drawings may accompany this coversheet. The latest approval dates supersede and replace the previous drawings. No. Seal# Truss Name Date No. I Seal# Truss Name Date 1 15392047 CJO1 4/7/012 18 15392064 T07 4/7/012 12 1 15392048 1 CJ02 14/7/012 119 1 15392065 1T08 1 4/7/012 1 3 115392049 I CJ03 14/7/012 120 1 15392066 1 T09 1 4/7/012 1 4 115392050 I CJ04 14/7/012 15 . ..... ...-- 115392051_...........1CJ .. _... .........14/7/01.2._...._ 16 115392052 EJ01 4/7/012) 7 15392053 EJ02 4/7/012 ( t3% s" '�'t3 ' � ` 4i,,,,:',. , y,� 8 15392054 EJ03 4/7/012 V * 1 9 15392055 HJO1 4/7/0 + • - 4. i ",; 10 15392056 HJO2 4/7/012 J ;.r . R 11 15392057 HJO3 4/7/012 t „ (:0, � . 12 15392058 T01 4/7/012 .; •i y, t : < 13 115392059 T02 4/7/012 °` ``�s � �^ " ' :' =i 14 115392060 T03 4/7/012 - 15 115392061 _ 1T04 14/7/012 [16 115392062 [T05 _..____._...__. 14/7/012 17 115392063 1T06 14/7/012 The truss drawing(s) referenced above have been prepared by MiTek ��o `S isi r � �i� Industries, Inc. under my direct supervision based on the parameters \\" \.. - • • • ... 7i � provided by Builders FirstSource (Jax). : �J... NSF •. F� % Truss Design Engineer's Name: Julius Lee \ * ' 0 869 34 • My license renewal date for the state of Florida is February 28, 2013. — rr ,, A, _ NOTE:The seal on these drawings indicate acceptance of % � O .• • • wJ w; professi engineering responsibility solely for the truss T '. STATE OF \ �\ components shown. The suitability and use of this component F�ORIDP. ' 0 \ for any particular per ular building Chapter re ponsibility of the building / /'/, ;S 'O NA� - � , designer, 7,2012 1 of 1 Julius Lee 0 1 Job Truss Truss Type Qty Ply 15392047 410228 CJO1 JACK 8 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.330 s Dec 20 2011 MiTek Industries, Inc. Fri Apr 08 07:57:50 2012 Page 1 ID: 5 VIXY 1 w 15 JkPTXckT3JR8Xyw9Ho- rUhTnNP2FvCscxa8groeng1 ?r0 MXywun5b9tMdzTV -2 -0-0 ) 1 -0 -0 2 -0 -0 1 -0-0 Ss. 8189 3 IA Z 8.00 ra ,1111111111111111111, II ■2 . ■2 . e Plate Offsets (X,Y): 12:0- 4- 4,0 -0 -41 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (Inc) t/def Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) - 0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.01 Vert(TL) -0.00 2 5 999 180 BCLL 0.0 • Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 7 l FT = 20% LUMBER BRACING TOP CHORD 2x4 SPp No.2 TOP CHORD Structural wood sheathing directly applied or 1 -0-0 oc purlins. BOT CHORD 2x4 SPp No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 2= 219/0 -3 -8 (min. 0 -1 -8), 4 =5 /Mechanical, 3 = -80 /Mechanical Max Horz 2 =48(LC 12) Max UpIift2=- 109(LC 12), 3= -96(LC 2) Max Gray 2= 267(LC 2), 4 =14(LC 3), 3 =59(LC 8) \ \ \`\ ` � � \ I ((j ) / // FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. \ \ \ \\ � �`'' • / / / /j am NOTES �J,•' \C '` �� 1) 1Mnd: ASCE 7 -10; 130mph (3- second gust) Vasd= 101mph; TCDL= 4.2psf; BCDL= 3.Opsf; 5 =2591; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (envelope) and C -C Exterior(2) zone;C -C for members and forces 8 MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 ` 34869 • 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. ( 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6-0 tall by 2 -0-0 wide will fit between the — '+ • LL N bottom chord and any other members. I ]' A ` . 7 3 5 ) All bearings are assumed to be SPp No.2 crushing capacity of 565 psi. «<///\\\ 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 Ib uplift at joint 2 and 98 Ib uplift at joint 3. S _ � 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. i STATE OF 8) W • aning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. • •, F C ORID 6. • 0 \ \ ■ 9) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the • responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 61/6 • • • ! \\ \ ✓/� 10 Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. // A 1 A ` "i \ \\ 11) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 / / / j t IMO \ \ \ \ \ LOAD CASE(S) Standard April 7,2012 • k A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.74-73 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 5 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporuibillity of the 1109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 m fabrication. quality control, storage, delivery, erection and bracing, consult ANSI /TPl1 Quality Criteria, 051 -89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719. • ■ Job Truss Truss Type Qty Ply 15392048 410228 CJO2 JACK 8 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.330 s Dec 20 2011 MiTek Industries, Inc. Fri Apr 06 07:57:50 2012 Page 1 ID: 5ViXY1w15JkPTXckT3JR8Xyw9Ho- rUhTnNP2FvCscxa8grOengl ?BQLZywun5b9tMdzTVCI I -2 -0-0 3 2 -0-0 3-0-0 Scale . 115 2 3 I" 600r • 2 ►il 4 hill 1111 1 2x4 = LOADING (psi) SPACING 2 -0-0 CSI DEFL in (loc) 1/defi Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.00 2 -4 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.01 2-4 >999 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 13 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 SPp No.2 TOP CHORD Structural wood sheathing directly applied or 3 -0-0 oc purlins. BOT CHORD 2x4 SPp No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 3 =23 /Mechanical, 2= 211/0 -3-8 (min. 0 -1 -8), 4 =14 /Mechanical Max Horz 2 =83(LC 12) Max Uplift 3= -31(LC 12), 2= -84(LC 12) Max Gray 3 =50(LC 21), 2= 256(LC 2), 4 =42(LC 3) \\ \ \ \ t 1 1 1 1 1 1 / / // / FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. \ \ \\ ` \OS S. K / / • NOTES (9-11) \. �J . \CENSF • • �� 1) Wiod: ASCE 7 -10; 130mph (3- second gust) Vasd= 101mph; TCDL= 4.2psf; BCOL= 3.Opsf; h =25ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (envelope) and C -C Extenor(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 i 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. * 34869 •• 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. _ 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0-0 wide will fit between the _ • . O N co — bottom chord and any other members. LL 5) All bearings are assumed to be SPp No.2 crushing capacity of 565 psi. N T W 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31 Ib uplift at joint 3 and 84 lb uplift at joint 2. \ 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. .-- STATE OF _' 9) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the • • ' • OR)O P \ •responsibility of the building designer per ANSI TPI 1 as referenced by the building code. V • , \ \ 10) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. / // s/ ! \ \ \ \ 11) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 ///, Q N AL ` \ LOAD CASE(S) Standard / / / i 1) 1 1 \ \ ,\\ \ April 7,2012 r ■ A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE P,40E MIf-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Julius Lee Applicability of design paromenters and proper incorporation of component 4 responsibility of building designer - not truss designer. Bracing shown 6 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 6 the responsibillity of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication. quality control, storage. delivery. erection and bracing, consult ANSI /TPII Quoltly Criteria, DSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. ■ • 1 Job Truss Truss Type Qty Ph 410228 CJO3 JACK 6 1 15392049 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.330 s Dec 20 2011 MiTek Industries, Inc. Fri Apr 06 07:57:51 2012 Page 1 I D: 5 ViXY 1 w 15 JkPTXCkT 3 JR 8 Xyw 9 Ho - JgFrJ QgODKjD59KEZXtKua8mq fNhNBwKFuQu3zTVOk -7-0-0 I 5 -0-0 2 -0-0 5-0-0 54. ] i 800 FT • ii •ml-,gimmmjmmmiw,l 2 0 4 1 244 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1 /dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.22 Vert(TL) -0.06 2-4 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 19 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 SPp No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purtins. BOT CHORD 2x4 SPp No.2 BOT CHORD Rigid ceiling directly applied or 10 -00 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 3 =83 /Mechanical, 2= 249/0 -3-8 (min. 0-1 -8), 4 =24 /Mechanical Max Horz 2= 120(LC 12) Max Uplift3= -77(LC 12), 2= -87(LC 12) Max Gray 3= 104(LC 21), 2= 300(LC 2), 4 =72(LC 3) \ `, \) () ((1 /// FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. \ (9-11) F � ` \ k \ v S S : ... k / . o NOTES \ vv \C E NS ' �F� � � 1) Wind: ASCE 7 -10; 130mph (3- second gust) Vasd= 101mph; TCDL= 4.2psf; BCDL= 3.0psf; 5 =255; Cat. 11; Exp C; Encl., GCpi =0.18; MW i FRS (envelope) and C -C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 • 1 • 7t 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. a 34869 _ 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0-0 wide will fit between the _ • bottom chord and any other members. _ LL N 5) All bearings are assumed to be SPp No.2 crushing capacity of 565 psi. 1 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77 Ib uplift at joint 3 and 87 Ib uplift at joint 2. ��V//...111 LLI 7) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. S TATE OF .. '- 8) Warning: Additional permanent and stability bracing for truss system (not pan of this component design) is always required. i •. 9) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the ' •, . 0 E . 1 - .1\1 0 . _ R�O P •' �\ �� responsibility of the building designer per ANSI TPI 1 as referenced by the building code. /// )).,..s �� • , 10) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. 11) Truss Design Engineer. Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 / / //) / A� \\ LOAD CASE(S) Standard / 1)11110% 0 April 7,2012 ■ A WARNING - Verify design pnrametars and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporuibillity of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/IPI1 Quality Criteria, D51 -89 and BCSI1 Building Component Safety Information available from Truss Hale Institute, 583 D'Onofrio Drive, Madison, WI 53719. t Job Truss Truss Type Qty Ply 15392050 410228 CJO4 SPECIAL 2 1 Job Reference (optional) Builders FlrstSource, Jacksonville, Fl 32244 7.330 s Dec 20 2011 MiTek Industries, Inc. Fri Apr 08 07:57:52 2012 Page 1 ID: 5ViXY1w15JkPTXckT3JRBXyw9Ho- ntpDC3R InWSarFkXoG26t57LkDz2Qg04Zve _QVzTVC' 0-0-0 -2-0-0 I 2 -3-8 I 3-0-0 1 2 -0-0 2 -3-8 0-8-8 -3-0-0 sot. • 1152 5 1 1 1 4 _ ....iiiii3 O1 . , 5 6 ,. 11 r LI i I 2-3-8 I 2 -11 -3 � 2 -3-8 0-7 -11 Plate Offsets (X,Y): (2:0 -2- 10,0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.02 6 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.32 Vert(TL) -0.02 6 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) 0.02 5 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 14 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 SPp No.2 TOP CHORD Structural wood sheathing directty applied or 3-0-0 oc purlins. BOT CHORD 2x4 SPp No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. B2: 2x4 SPp No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection. in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 4= 23/Mechanical, 2= 211/0 -3-8 (min. 0-1-8), 5 =14 /Mechanical Max Horz 2 =83(LC 12) Max Uplift4= -17(LC 12), 2= -84(LC 12), 5 = -5(LC 12) \ \ \ \ \ I I I l l 1 1, / / Max Grav 4 =37(LC 21), 2= 256(LC 2), 5 =28(LC 10) \ \ \ \� \ C • I _ / /// / • FORCES (Ib - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. \ `\� . • ' .... ,, • / NOTES (9-11) \ ...) \GENS . ' r F . 1) Wind: ASCE 7 -10; 130mph (3- second gust) Vasd= 101mph; TCOL=4.2psf; BCDL= 3.0psf; h =25ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (envelope) and C -C Exterior(2) zone;C -C for members and forces 8 MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL= 1.60 • 34869 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. _ 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. — 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0-0 wide will fit between the T LJ bottom chord and any other members. N II/ 5) All bearings are assumed to be SPp No.2 crushing capacity of 565 psi. : � � ■ 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 Ib uplift at joint 4, 84 Ib uplift at joint 2 and 5 Ib uplift at STATE OF joint 5. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. F 1- ORIO Ps . • \ 8) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. - . � 9) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the / /�ts/ ', \\ \ responsibility of the building designer per ANSI TPI 1 as referenced by the building code. / O N AV- \ 10) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. / / (j j I I I I 1 \ \\-4\\ 11) Truss Design Engineer Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard April 7,2012 ■ ■ A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mb7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown ) 109 Coastal Bay Blvd. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Y erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quality control. storage, delivery. erection and bracing, consult ANSI /TPI1 Quality Criteda, DS8 -89 and ICSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. • 1 Job Truss Truss Type 0ty Ply 410228 CJ05 SPECIAL 2 1 15392051 _ Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.330 s Dec 20 2011 MiTek Industries, Inc. Fri Apr 08 07:57:53 2012 Page 1 I D: 5 ViXY 1 w 15 JkPTXckT 3 JR 8 Xyw9Ho- F3NbPPSWYgbRTPJJL_ZLPJfU ?d 119HeDoZNXyyzTVC1 - - 1 7 -3-8 5-0-0 2 -0-0 2 -3-8 2 -8 -8 Srae 1203 . L �'I ems Aik II hl • _Ilk, 7 a ' - 6 2.e „ i' 2 -3 -8 5-0-0 2-3-8 2 -8-8 Plate Offsets (X,Y): F2:0 -2- 10,0 -1- 8],(3:0 -2- 10,0 -2 -8] LOADING (psf) SPACING 2 - - CSI DEFL in (loc) I /deb Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.53 Vert(LL) -0.10 6 >577 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.13 6 >457 180 BCLL 0.0 • Rep Stress Inc( YES WB 0.00 Horz(TL) 0.08 5 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight 21 Ib FT= 20% LUMBER BRACING TOP CHORD 2x4 SPp No.2 TOP CHORD Structural wood sheathing directly applied or 5-0 -0 oc purlins. BOT CHORD 2x4 SPp No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. B2: 2x4 SPp No.3 MiTek recommends that Stabilizers and required cross bracing be installed dunno truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 4 =70 /Mechanical, 2= 249/0 -3 -8 (min. 0 -1 -8), 5 =37 /Mechanical Max Horz 2= 120(LC 12) Max Uplift4= -53(LC 12), 2= -87(LC 12), 5= -10(LC 12) `` I () (() r / / Max Gray 4 =84(LC 2), 2= 300(LC 2), 5 =59(LC 3) \ \ / / pus sic FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. . • / NOTES (9-11) �\ ,J� ' �G ' ` � 1) Wind: ASCE 7 -10; 130mph (3- second gust) Vasd= 101mph; TCDL= 4.2psf; BCDL= 3.Opsf h =256; Cat. 11; Exp C; Encl., GCpi =0.18; MWFRS (envelope) ` 1 1 and C -C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 7k ((��]]�� 869 • 7� 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. \ _ 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0-0 wide will fit between the - t (( LL N bottom chord and any other members. W I , , ` 5) All bearings are assumed to be SPp No.2 crushing capacity of 565 psi. ��//�� / ///��j 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 Ib uplift at joint 4, 87 Ib uplift at joint 2 and 10 Ib uplift at STATE OF ._ � joint 5. \ 7) Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. • F L :1 • �\ �\ 8) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 9 com 9) This manufactured product is designed as an individual buildin onent. The suitabili com /� P ty and use of this p onent for an y particular buildin responsibility of the building designer per ANSI 1 as referenced by the building code. 9 is the / /� /O • i \� 10) Note: Visually graded lumber designation SPp, , re represents new lumber design values as per SPIB. / \ 11) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 / 0 1111 0\ \. )) I (i I `\ • LOAD CASE(S) Standard April 7,2012 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE .M7'7473 BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown. and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 quality CrHeda, DSB -89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 15392052 410228 EJ01 MONO TRUSS 8 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.330 s Dec 20 2011 MiTek Industries, Inc. Fri Apr 06 07:57:53 2012 Page 1 ID: 5ViXY1w15JkPTXckT3JR8Xyw9H0- F3NbPPSwYgbRTPJjL _ZLPJfOTdHv9HeDoZNXyyzTVC -2 -0-0 7 -0 -0 1 2-0-0 7 -0 -0 scab =, 23.3 \\ \\`�I llll�f�� // 3 vS S.K <A.° /, \GEN • . ‹, * 348.9 •* 91( t • STATE o F A 10121 10\ .-• • 0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1 /den Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.94 Vert(LL) 0.69 1 >39 120 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.48 Vert(TL) 0.76 1 >35 120 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight: 26 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SPp No.2 TOP CHORD Structural wood sheathing directly applied or 2 -2 -0 oc purtins. BOT CHORD 2x4 SPp No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide REACTIONS (Ib /size) 3= 134 /Mechanical, 2= 296/0 -3 -8 (min. 0 -1 -8), 4 =34 /Mechanical Max Horz 2.156(LC 12) Max Uplift3=- 118(LC 12), 2= -96(LC 12) Max Gray 3= 164(LC 2), 2= 356(LC 2), 4= 102(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES (9-11) 1) Wlnd: ASCE 7 -10; 130mph (3- second gust) Vasd= 101mph; TCDL= 4.2psf; BCDL= 3.0psf; h =25ft; Cat. 11; Exp C; Encl., GCpi =0.18; MWFRS (envelope) and C -C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. 5) All bearings are assumed to be SPp No.2 crushing capacity of 565 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 118 Ib uplift at joint 3 and 96 Ib uplift at joint 2. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 9) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. 11) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard April 7,2012 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED :NITER REFERENCE PAGE 11111 -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and 5 for an individual building component. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown o for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure N the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication. quality control. storage. delivery. erection and bracing, consult ANSI /TPII Qualify Criteria, DSB -89 and BCSIt Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Oty Ply 15392053 410228 EJ02 SPECIAL 1 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.330 s Dec 20 2011 MiTek Industries, Inc. Fri Apr 08 07:57:54 2012 Page 1 ID:SViXY1w15Jk7 -0-0 3JR8Xyw9Ho- jFxzdISZ18j15Zuvvh4ayWCbw1aBukuNOD75VOzN01 -2-0-0 2-3-8 2-0-0 I 2-3-8 4 Scs.•3253 6 rf 600 • x6 2 ©� 5 of .la it x6 i 6 3v■ II ro 2-3-8 I 7 -0 -0 2-3-8 4-8-8 Plate Offsets (X,Y): 12:0- 2- 9,0 -1- 8],13:0 -2- 14,0 -2 -141 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) 0.26 3-5 >310 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.66 Vert(TL) - 0.35 3-5 >236 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) 0.19 5 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 27 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 SPp No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPp No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 132: 2x4 SPp No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 4= 112 /Mechanical, 2= 296/0 -3 -8 (min. 0 -1 -8), 5 =55 /Mechanical Max Horz 2= 156(LC 12) Max Uplift4= -86(LC 12), 2= -96(LC 12), 5= -11(LC 12) (((� / / Max Gras 4= 136(LC 2), 2= 356(LC 2), 5 =88(LC 3) 0 0101 // FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. \ \\ �O� • • • . , • • / / NOTES ,.- J� ' \CEN4. ' <$� (9-11) \ 1) Wind: ASCE 7 -10; 130mph (3- second gust) Vasd= 101mph; TCDL= 4.2pst; BCDL= 3.Opsf; h =25ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (envelope) and C -C Exterior(2) zone;C -C for members and forces 8 W MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL= 1.60 * 34869 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. �.� _ 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. _ W _ 5) At bearings are assumed to be SPp No.2 crushing capacity of 565 psi. 15 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 86 Ib uplift at joint 4, 96 Ib uplift at joint 2 and 11 Ib uplift at STATE OF � joint 5. \ 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. • 8) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 61 _• •' • F� GRID P'. • �� \ \ 9) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the // � responsibility of the building designer per ANSI SPp, represents 1 as referenced by the building code. // �O A F A f� \\\ 10) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. /0./.,,,• / / / j' ((I (\ \ \ \ \ 11) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard April 7,2012 • • A WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 7471.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not tans designer. Bracing shown 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quality control. storage, delivery, erection and bracing. consult ANSI /TPI1 Quality Criteria, 051 -89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 15392054 410228 EJ03 MONO TRUSS 9 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.330 s Dec 20 2011 MiTek Industries, Inc. Fri Apr 06 07:57:54 2012 Page 1 ID:5V XY1w15JkPTXckT3JR8Xyw9HO- jFxzdISZI8j15Zuwh4ayWCZD1 heukuNOD75VOzTVOh - 2-0 -0 7 -0-0 2 -0 -0 7 -0-0 sab.,n3 1 11 11 ) /0 1 / 3 w S. ' 0 / • � \ J� ' +CEN � F ' < * 348.9 '�' 800 17- .33 W) W STATE o F A S F C ORI r . • •• Cj� S "O N A �`� z iI / tllilll� �� a a h< = 5 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vde0 Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.94 Vert(LL) 0.69 1 >39 120 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.25 Vert(TL) 0.76 1 >35 120 BCLL 0.0 • Rep Stress Inc: YES WB 0.00 Horz(TL) -0.00 3 Na Na BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 26 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 SPp No.2 TOP CHORD Structural wood sheathing directly applied or 2 -2 -0 oc purlins. BOT CHORD 2x4 SPp No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bradng. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordenrr. with Stahili>er Installation guide REACTIONS (1b /size) 3= 134 /Mechanical, 2= 286/0 -3 -8 (min. 0 -1 -8), 4 = -46 /Mechanical, 5= 91/0 -3-8 (min. 0-1 -8) Max Horz 2= 156(LC 12) Max Uplift3=- 118(LC 12), 2=- 102(LC 12), 4=- 139(LC 3) Max Cray 3= 164(LC 2), 2= 346(LC 2), 5= 273(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES (9 -11) 1) Wind: ASCE 7 -10; 130mph (3- second gust) Vasd= 101mph; TCDL= 4.2psf; BCDL= 3.Opsf; h =25ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (envelope) and C -C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) This truss has been designed for a 10. psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. 5) All bearings are assumed to be SPp No.2 crushing capacity of 565 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 118 Ib uplift at joint 3, 102 Ib uplift at joint 2 and 139 Ib uplift at joint 4. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 9) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. 11) Truss Design Engineer Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard April 7,2012 • WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 21,111 7473 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown. and is for on individual building component. Applicability of design poromenters and proper o incorporation ortent is responsibility of building designer -uct truss designer. Bracing shown Julius Lee p oration of component is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 1 109 Coastal Bay is the responsibillity of the Y Blvd. erector. Additional permanent bracing of the overoll structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication. quality control, storage, delivery, erection and bracing. consult ANSI/7P11 Quality Criteda, 008.89 and 1CS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 1 Job Truss Truss Type at Pl 15392055 410228 HJO1 MONO TRUSS 1 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.330 s Dec 20 2011 MiTek Industries, Inc. Fri Apr 06 07:57:55 2012 Page 1 I D:5ViXY 1 w15J kPTXda3JR8Xyw9Ho -B R VM g4TB3 Rr9i iT6TPbpUklnbR_ Wd6a W Ftse 1 qzT VOg 2 -9-15 5-2 -5 I 9 -10 -13 5-2 -5 4 -8 -8 Scale =1242 4 i 0 0-,4 ]4 171 • Ii r 2 61 - ■ 01 IFNI _ 0-4 II 6 s av4 = 224= 5-2-5 9 -10 -13 5-2 -5 4-6 -8 Plate Offsets (X,Y): f2:0- 1- 6,Edge) LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) Udell LJd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.71 Vert(LL) - 0.02 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.34 Vert(TL) - 0.07 6-7 >999 180 BCLL 0.0 • Rep Stress Inc: NO WB 0.29 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 44 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SPp No.2 TOP CHORD Structural wood sheathing directly applied or 6-0 -0 oc purlins. BOT CHORD 2x4 SPp No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2x4 SPp No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 4 =190 /Mechanical, 2= 382/0 -5-11 (min. 0 -1 -8), 5= 220 /Mechanical Max Horz 2 =216(LC 4) Max Uplift4=- 154(LC 4), 2 =- 215(LC 4), 5 = -70(LC 8) \ ,, I II ((j / / Max Grav4= 233(LC 2), 2 =459(LC 2), 5= 252(LC 2) \ // . \\ wS . S• K z ' o, , F (Ib) - Max. Max. Ten. -Alf forces 250 (Ib) or less except when shown. \ � � � ICiENSF •. �(\ TOP CHORD 2 -3 =- 572/91 572 /91 \ ` % BOT CHORD 2 -7 =- 230/512, 6-7 =- 230/512 \ WEBS 3-6 =- 556/249 1 7t _ NOTES (10-12) • 34869 1) Wind: ASCE 7 -10; 130mph (3- second gust) Vasd= 101mph; TCDL= 4.2pst; BCDL= 3.0pst; h =25ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (envelope); Lumber DOL =1.60 plate grip DOL =1.60 _ 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. _ TI W = 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. IA 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0-0 wide will fit between the • _ � • bottom chord and any other members. STATE OF • -- \ • 5) All bearings are assumed to be SPp No.2 crushing capacity of 565 psi. . • • F C ORID P • � \ ■ 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 154 Ib uplift at joint 4,215 Ib uplift at joint 2 and 70 Ib uplift at V � ` joint 5. `V \\ 7) Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. / ////, O N A \\\\ \ 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 1 )) I I I I% 10) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 11) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. 12) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1 -2 = -44 Trapezoidal Loads (plf) Vert: 2=- 3(F =21, B =21)- to-4=- 109(F = -32, B = -32), 2 =- 0(F =5, B =5)-to-5=- 25(F = -7, B = -7) April 7,2012 1 4 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII'7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for on individual building component. Julius Lee Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction k the responsibillity of the 1109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure 5 the responsibility of the building designer. For general guidance regarding Boynton. FL 33435 fabrication, quality control. storage. delivery, erection and bracing, consult ANSI /TPl1 Quality Criteria. DSB -89 and BCSI1 Building Component Safely Information available from Truss Plate Institute, 583 D'Onolrio Drive. Madison. WI 53719. • Job Truss Truss Type Qty Ply 15392058 410228 HJO2 SPECIAL 1 1 _ Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.330 s Dec 20 2011 MiTek Industries, Inc. Fri Apr 06 07:57:55 2012 Page 1 ID: 5ViXY1w15JkPTXokT3JR8Xyw9Ho- BRVMg4TB3Rr9iiT6TPbpUkIrRRwjd6mwFtse1 gzTVOg 0-0-0 • -2 -9-15 3 -2 -2 I 8 -4-11 9-10 -13 2 -9-15 3-2 -2 3 -2 -9 3-6-1 -9 -10-13 swr. ? 2.7 ¢ 1'f b� 4 �._ II I • mrmaIIIIIIIIbllIllIllIllbbbi T 7 � Y — ea,. 11 T r � a ►, 255 II MI .= I 3-2 -2 I 6 -4-11 I 9-10-0 I 3-2 -2 3-2-9 3 - Plate Offsets (X,Y): I3:0- 4- 0,0 -2 -01 -" LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) 0.19 3 >609 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.58 Vert(TL) -0.33 3 >353 180 BCLL 0.0 • Rep Stress Incr NO WB 0.28 Horz(TL) 0.15 6 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 43 Ib FT= 20% LUMBER BRACING TOP CHORD 2x4 SYP M 31 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPp No.2 *Except* BOT CHORD Rigid ceiling directly applied or 9 -10-12 oc bracing. B2: 2x4 SPp No.3 MiTek recommends that Stabilizers and required cross bracing be installed WEBS 2x4 SPp No.3 during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 5= 123 /Mechanical, 2= 381/0 -5-11 (min. 0 -1 -8), 6= 286 /Mechanical Max Horz 2= 215(LC 4) Max Uplift 5=- 106(LC 4), 2=- 215(LC 4), 6=- 117(LC 8) \ 0 X 1 1 1 I II I j / 1 \" Max Gray 5= 152(LC 2), 2= 459(LC 2), 6= 333(LC 2) \ \\ S S. K //// • FOR (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. \ J� ' / TOP CHORD 3-4 =- 764/201 10ENSF ' •. ��\ BOT CHORD 3-8 =- 332/736, 7- 8=- 332/737 WEBS 4-7=-809/364 * 34869 NOTES (10 -12) -- 1) Wind: ASCE 7 -10; 130mph (3- second gust) Vasd= 101mph; TCDL= 4.2psf; BCDL= 3.Opsf; h =258; Cat. 11; Exp C; Encl., GCpi =0.18; MWFRS (envelope); _ Lumber DOL =1.60 plate grip DOL =1.60 = (IA r( 7_ 2) This truss has been designed for basic Toad combinations, which include cases with reductions for multiple concurrent live loads. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. � � \ 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0 -0 wide will fit between the STATE OF bottom chord and any other members. 5) All bearings are assumed to be SPp No.2 crushing capacity of 565 psi. • • . '(-1-0M01).%•• 0 \ 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 ID uplift at joint 5, 215 Ib uplift at joint 2 and 117 Ib uplift / • • • • • • • • _\-`v \ at joint 6. / / �O t„ ` \\ 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. / / ON AV !1 1 . . 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. / 1 I 1 I I 1 \ 1 \ 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). 10) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 11) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. 12) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard 1) Regular. Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1 -2 = -44 Trapezoidal Loads (p8) Vert: 2=- 3(F =21, B= 21)- to-3=- 34(F =5, B =5), 3=- 34(F =5, B= 5)- to-5=- 109(F =32, B = -32), 2= 0(F =5, B= 5)- to-9=- 7(F =1, B =1), 3=- 7(F =1, B =1 )-to- 6 =- 25(F = -7, B = -7) April 7,2012 t • A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design k based only upon parameters shown. and b for on individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton. FL 33435 fabrication. quality control. storage, delivery, erection and bracing. consult ANSI /TPI1 Qualify Criteria, DSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. • • Job Truss Truss Type Oty Pl 15392057 410228 HJO3 MONO TRUSS 2 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.330 s Dec 20 2011 MiTek Industries, Inc. Fri Apr 06 07:57:58 2012 Page 1 ID: 5 ViXY 1 w 15 JkPTXckT3JR8Xyw9Ho- fe22k2QUpglzOKs2116721xHyLrJ1 MaQUX fcBZGzTVCf -2 -9-15 5-2 -5 2 -9-15 5-2-5 I 4 -8 -8 sve.,ser 4 . " .241„ s . 111. 2 of G e, ■ 41 ER _a I I 6 r 4 1 5-2 -5 I 8 -8-5 I 9 -10-13 I 5-2 -5 3-6-0 1 -2 -8 Plate Offsets (X,Y): [2:0 -2 -2,0 -0-11 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.71 Vert(LL) -0.02 2 -8 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.38 Vert(TL) -0.03 2 -8 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.25 Horz(TL) 0.01 5 Na Na BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 44 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 SPp No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPp No2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2x4 SPp No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings Mechanical except (jt= length) 2 =0 -5-11, 7= 0-6 -7. (Ib) - Max Horz 2= 216(LC 4) Max Uplift All Gray All reactions 250 250rlb less at or less at joint(s) except except 2L 44 ( C 2 2 ) 14(LC 4) Max Grr `` `) �))) ( / / // v S S S K %, FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. ` • . • • C TOP CHORD 2 -3 =- 499/86 \ , •. • \CEN ' •. �� BOT CHORD 2- 8=- 225/445, 7- 8=- 225/445, 6-7 =- 225/445 WEBS 3-6 =- 483/244 \ NOTES (10 -12) ' * 34869 '• („Q2 1) Wind: ASCE 7 -10; 130mph (3- second gust) Vasd= 101mph; TCDL= 4.2psf; BCDL= 3.0psf; h =25ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (envelope); _ • _ Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for basic toad combinations, which indude cases with reductions for multiple concurrent live loads. - T'1 = 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. ~ 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0-0 wide will fit between the . • S TATE OF • � bottom chord and any other members. • 5) All bearings are assumed to be SPp No.2 crushing capacity of 565 psi. • • F "\ ■ • •6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 5, 7 except (jt =1b) 4 =154, 2 =214. t y • • ORID P, • �G \ \\ 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. / 8) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. '/ /// 1 , O N A ` u^ \ \` 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). / I I 1 j) ■ `\ 10) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 11) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. 12) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert 1 -2 = -44 Trapezoidal Loads (plf) Vert: 2=- 3(F =21, B= 21)- to- 4=- 109(F = -32, B = -32), 2=- 0(F =5, B= 5)- to-5=- 25(F = -7, 8 = -7) April 7,2012 ■ t A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE M11.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the binding designer. For general guidance regarding Boynton, FL 33435 fabrication. quality control. storage. delivery, erection and bracing. consult ANSI /TPI1 Qualify Criteria, DS11-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. • Job Truss Truss Type Qty Ply 15392058 410228 T01 SPECIAL 1 2 Job Reference (optional) Builders FirstSource, Jacksonville, F132244 7.330 s Dec 20 2011 MiTek Industries, Inc. Fri Apr 06 07:57:57 2012 Page 1 ID:5ViXY1 w15JkPTXckT3JR8Xyw9Ho- 8gc6FmVRb25ty0dUageFIZ9q8pEYM50CpiBLl5jzTVOe -2 -0-0 I 3-9 -4 I 7 -0-0 i 12 -2 -13 I 17 -5-11 22 -8-8 1 75-0 -0 i 27 -8-8 1 30-0 -0 ( 1 2 -0-0 3 -9 -4 3-2 -12 5 -2 -13 5-2-13 5-2 -13 2 -3 -8 2-8-8 2 -3-8 Sok =1.6 b`) 2W II 3x5 = 54 = S 9 r !� ,■ i J i� vk 800 1(2 ]'� ' •� I � 8 c 3 a ■ e 16 i ■� 1e as YS -' 17 to 15 t< .12 = 2, II U 1] ']"• 2.a II 3.. 7v16 = evb = ]va II 3-9-4 7 -0.0 I 12 -2 -13 � 17-5-11 i 22 -8-8 i 25-0 -0 I 27 -8-8 I 30-0-0 3-9-4 3-2 -12 5-2 -13 5-2 -13 5-2 -13 2 -3-8 2-8-8 2 -3-8 Plate Offsets (X,Y): 12:0.1- 3,0-2- 51.12:0 -3- 13,0 -1- 81,14:0- 5- 4,0 -2- 81,19:0.0- 12,Edael. 115:0 -3- 8,0-4 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Udell Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) -0.22 14 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.42 14 >842 180 BCLL 0.0 • Rep Stress Incr NO WB 0.28 Horz(TL) 0.21 10 n/a Na BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 3731b FT = 20% LUMBER BRACING TOP CHORD 2x4 SPp No.2 'Except* TOP CHORD Structural wood sheathing directly applied or 5-3-2 oc purlins. T3: 2x6 SYP SS BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. BOT CHORD 2x6 SYP No.2 *Except* JOINTS 1 Brace at Jt(s): 11 B3: 2x4 SPp No.3 WEBS 2x4 SPp No.3 *Except' W7: 2x4 SYP M 31 REACTIONS (Ib/size) 2= 1773/0 -3-8 (min. 0 -1 -8), 10= 1637/08 (min. 0-2-11) \ \ 1 \ 1 i (I i I J / / 3 //, Max Horz 2= 77(LC8) \ \\ ``\+V " ` S S, // Max U pli82=- 743(LC 5), 10=- 717(LC 4) \\ �� .. - . • - / / j • Max Gray 2= 2103(LC 2), 10= 1939(LC 2) -J . \C ENS - • • < r FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 3=- 3984/1494, 3-4 =- 3965/1592, 4-5=-4603/1897, 5- 84- 4603/1897, 6-7 =- 4621/1871, 7 -8 =- 5143/2058, 8-9=- 6258/2387, 9-184- 842/325 = * 34869 BOT CHORD 2- 17=- 1351/3553, 16 -17 =- 1351/3553, 15 -16 =- 1406/3596, 14 -15 =- 1858/4705, 13- 14=- 244/658, — 7-12=-491/1556, 12 -18 =- 2202/5896, 11- 18=- 2202/5896, 9.11 =- 2202/5896 = -0 . �/ WEBS 4 -16 =0/ 285, 4-15 =- 598 / 1395, 5-15 =- 639/391, 6-14 =- 571/348, 12- 14=- 1636/4102, 6-12 =- 269/112, - N w -. 8-12 =- 1579/538, 8-11 =- 158/587 — �ww�...111 NOTES (16-18) STATE OF - _ �� 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: • , , • ' ■ Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0 -9 -0 oc. (� • • • . - L O R (O • • • 0 N Bottom chords connected as follows: 2x6 - 2 rows staggered at 0 -9-0 oc, 2x4 - 1 row at 0-9 -0 oc. / " 61 ! \\ Webs connected as follows: 2x4 - 1 row at 0 -9-0 oc. /// / A 1 /k \ � �i \ \ 2) All loads are considered equally applied to all plies, except if noted as front (F) or bade (B) face in the LOAD CASE(S) section. Ply to ply connections / / V t1 1 \ have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. / / / 1 I 1 I ) 1 \ \ \ 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7 -10; 130mph (3- second gust) Vasd= 101mph; TCOL= 4.2pst; BCDL= 3.Opsf; h =258; Cat. II; Exp C; End., GCpi =0.18; MWFRS (envelope): Lumber DOL =1.60 plate grip DOL =1.60 5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. 9) All bearings are assumed to be SPp No.2 crushing capacity of 565 psi. 10) 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. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =1b) 2 =743, 10 =717. 12) Girder carries hip end with 7 -0-0 end setback. 13) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 501 Ib down and 237 Ib up at 22 -8-8, and 501 Ib Contdgltl6 8Rd 7 -0-0 on top chord. The design /selection of such connection device(s) is the responsibility of others. April 7,2012 \ 1 a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M717473 BEFORE USE. Design valid for use only with MiTek connectors. Th6 design is based only upon parameters shown. and is for on individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee is for k]teral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quality control, storage. delivery, erection and bracing, consult ANSI /TPI1 Quality CrIerie, D58 -89 end BCSI1 Building Component Safely Informotlon availoble from Truss %ate Institute. 583 D'Onofrio Drive. Madison, WI 53719. • Job Truss Truss Type Qty pl 15392058 410228 T01 SPECIAL 1 2 Job Reference (optional) Buiklers FirstSource, Jacksonville, Fl 32244 7.330 s Dec 20 2011 MiTek Industries, Inc. Fri Apr 06 07:57:57 2012 Page 2 NOTES (16 -18) ID:5ViXY1 w15JkPTXckT3JR8Xyw9Ho 8gc6FmV Rb25ty0dUageHZ9g8pEYM50CpiBLI5jzTVOe 15) Waming. Additional permanent and stability bracing for truss system (not part of this component design) is always required. 16) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 17) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. 18) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 4 =-44, 4- 7=- 96(F = -52), 7- 9 = -44, 9-10=-55, 2-13=-22(F=-12), 9-12=-22(F=-12) Concentrated Loads (lb) Vert: 4=- 282(F) 7=- 282(F) 1 1 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design b based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee o for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. for general guidance regarding Boynton, FL 33435 m fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TP11 Quality Criteria, DSB -89 and BCSI1 Building Component Safely Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. Job Truss Truss Type Oty Ply 15392059 410228 T02 SPECIAL 1 1 Job Reference (optionaq Builders FirstSource, Jacksonville, Fl 32244 7.330 s Dec 20 2011 MiTek Industries, Inc. Fri Apr 06 07:57:59 2012 Page 1 ID:5VIXY1 w15JkPTXckT3JR8Xyw9Ho 4DksgSWh7gLa8KmtiEglfavW72H _ZsW6AUgrAbzTVOc - i 4-9-4 9-0-0 15-0-0 21 -0-0 122 -8-8 I 25-2 -8 1 27 -8 -8 1 30-0-0 1 2 -0-0 4 -9-4 4 -2 -12 6-0-0 6-0-0 1 -8-8 2 -6-0 2 -6 -0 2 -3-8 Sup•1.547 as = 320 = rre = s 6.00 224 , 3rd s e F 1 7 10 00., z 10 ^, e� • 5212 = 1 s.r — I Ir j of 2,4 II , 1 15 15 t4 t r�� J.4 % Oro - Jv4 = 024 0 5213 = q 1 9 -0.0 15-0-0 I 21-0-0 22-8-8 25 -2 -8 + 27-8-8 I 30.0.0 9-0-0 6 -0-0 6-0-0 1 -8 -8 2 -6-0 2-6-0 2-3-8 Plate Offsets (X,Y): 12:0-1- 3,0-2 -51, 12:0 -2- 10,0 -1 -8], 16:0- 5- 8,0 -2 -41, 19:0-6- 12,Edge1 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) 0.29 12 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.41 2 -17 >871 180 BCLL 0.0 • Rep Stress Incr YES WB 0.55 Horz(TL) 0.23 10 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 167 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SPp No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 3 -9-10 oc pudins. T3: 2x6 SYP SS BOT CHORD Rigid ceiling directly applied or 6-0 -0 oc bracing. BOT CHORD 2x4 SPp No.2 'Except' JOINTS 1 Brace at Jt(s): 11 B3: 2x4 SPp No.3, B4: 2x4 SYP M 31 MiTek recommends that Stabilizers and required cross bracing be installed WEBS 2x4 SPp No.3 during truss erection. in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2= 903/0-3 -8 (min. 0-1 -8), 10= 800/0-3 -8 (min. 0-2 -10) 1 1 1 1 1 1 Max Horz 2 =90(LC 12) \ \\ \ \ \ / / /// Max Uplift2=- 270(LC 12), 10=- 221(LC 13) ��\ �\ \ S• k / 1/ / / Max Gray 2= 1075(LC 2), 10= 948(LC 2) lJ ` / \ \ . \CENSF •. FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. 'y , •, . TOP CHORD 2 -3 =- 1913/1138, 3-4 =- 1639/991, 4- 5=- 1452 / 947, 5-6 =- 1454/974, 6-7 =- 2076/1329,7 -8 =- 2214/1355, 8- 9=- 2894/1727, 9-10 =- 403/257 _ •• 5- BOT CHORD 2 -17 =- 928/1663, 16- 17=- 868/1644, 15 -16 =- 868/1644, 14- 15=- 868/1644, 11- 12=- 1582/2758, .34869 9 -11 =- 1582/2758 — y -- _ WEBS 3 -17 =- 330/280, 4 -17 =- 218/450, 5-17 =- 423/239, 5 -14 =- 399/194, 6- 14=- 367/232, 12- 14=- 709/1405, - '10 , Et 6-12 =- 659/1088, 8-12 =- 1043/674 W 1 NOTES (12 -14) 1) Unbalanced roof live loads have been considered for this design. i STATE OF 2) Wind: ASCE 7 -10; 130mph (3- second gust) Vasd= 101mph; TCDL= 4.2pst; BCDL= 3.Opsf; h =25ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (envelope) F • • \ and C -C Exterior(2) zone;C -C for members and forces 8 MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 • • . • L ORIO � •' �. 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. / � \" 4) Provide adequate drainage to prevent water ponding. / / / N A � \ 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. / / \ 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6-0 tall by 2 -0-0 wide will fit between the / 1 1 1 i 1 1 1 \ \ \ \ bottom chord and any other members. 7) All bearings are assumed to be SPp No.2 crushing capacity of 565 psi. 8) 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 0t =1b) 2 =270, 10 =221. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 12) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 13) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. 14) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard April 7,2012 I I A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design paramenfers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee ft for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, 056 -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison. WI 53719. Job Truss Truss Type Qt Pl 153920600 410228 T03 SPECIAL 1 I 1 1 Job Reference (optional) Builders FirstSource, Jacksonville, FI 32244 7.330 s Dec 20 2011 MiTek Industries, Inc. Fn Apr 06 07:58:00 2012 Page 1 ID: 5 VIXY 1 w 15 JkPTXckT 3 JR 8 Xyw9Ho - YPIFtoXJuzTRpUL3GyB _BnSeZSdNIG9FPBaPi2zTVO d -7 -0.0 6-0-0 11 -0 -0 1 19 -0-0 22-8-8 24-8-4 27 -8 -8 1 30-0 -0 2 -0-0 6-0-0 5-0-0 8-0-0 3 -8 -8 1 -11 -12 3-0-4 2 -3-8 5984 =1553 581 = 588 = 5 5 CE T3 it 3v4 � • 5. 2v4 II 4 3 mil' 384 eoo C • '=�� ` 9 1.-Itirie 3 1t I t • ,0 \All X 08.] = ha ll 588 - 1r 15 18 19 15 13 _ 388 77, 486 = 384 = 14 01 384 = 483 = 374 I 6-0 -0 1 15-0-0 19-0 -0 I 22 -8-8 24 -8 -4 I 27 -8 -8 ( 30-0-0 6-0-0 9-0-0 4 -0-0 3-8-8 1 -11 -12 3 -0-4 2 -3-8 Plate Offsets (X,Y): 12:0- 1- 2,0 -2 -41. l):0 -2 -9,0-1- 81,15:0- 3- 8,0 -1- 12),(6:0-6- 0,0 -2 -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 0.76 Vert(LL) 0.38 15-17 >936 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.68 Vert(TL) -0.53 15-17 >673 180 BCLL 0.0 • Rep Stress Incr NO WB 0.72 Horz(TL) 0.25 10 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight 1851b FT = 20% LUMBER BRACING TOP CHORD 2x4 SPp No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-0-1 oc purtins. T3: 2x4 SYP M 31, T5: 2x6 SYP SS BOT CHORD Rigid ceiling directly applied or 6-7 -10 oc bracing. BOT CHORD 2x6 SYP No.2 'Except' JOINTS 1 Brace at Jt(s): 11 63: 2x4 SPp No.3, B4: 2x4 SYP M 31 MiTek recommends that Stabilizers and required cro bracing be installed WEBS 2x4 SPp No.3 during truss erection. in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 2= 1245/0-3 -8 (min. 0- 1 -13), 10= 984/0-3 -8 (min. 0 -3 -4) Max Upl ft2=- 406(LC 10=- 301(LC 13) \\ \ \ \\\`` `` S 1 .S ! , / / / / /// Max Gray 2= 1426(LC 2), 10= 1136(LC 2) J ` �V • , , , • ' ` , / \ / / � • �C ENS � FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. , F TOP CHORD 2 -3 =- 2879/1687, 3- 4=- 2911/1838, 4- 5=- 282211855, 5-6=-1989/1317, 6-7 =- 2717/1772, 7 -8 =- 2841/1773, 8 -9 =- 3439/2082, 9 -10 =- 4881312 ■ * ••.• BOT CHORD 2 -17 =- 1403/2495, 16 -17 =- 964/1798, 16- 18=- 964/1798, 18- 19=- 964/1798, 15 -19 =- 964 /1798, 869 14-15=-869/1647, 13 -14 =- 195/351, 11- 12=- 1903/3256, 9 -11 =- 1903/3256 a l _ W 14= EBS 3 -17 =- 329/333, 5-17 =- 650/1033, 6-W-403/254, 12- 14=- 695/1333, 6-12 =- 73511132, _ '� 8-12 =- 1154/735, 6-15 =- 220/507, 5-15 =- 67/283 A = NOTES (13 -15) .-- • w, 1) Unbalanced roof live loads have been considered for this design. STATE OF .• .` � 2) Wind: ASCE 7 -10; 130mph (3- second gust) Vasd= 101mph; TCDL= 4.2psf; BCDL= 3.Opsf; h =258; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (envelope) and C -C Exterior(2) zone;C -C for members and forces 8 MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 t� / • • • . F_ V ORID P • • \\ 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. / " \\ 4) Provide adequate drainage to prevent water ponding. // / S / �O A + A \ \\ 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcun - ent with any other live loads. 1 /•� \ 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0-0 wide will fit between the / 1 01 1 j 1 1 1 1 ` bottom chord and any other members, with BCDL = 5.Opsf. 7) All bearings are assumed to be SPp No.2 crushing capacity of 565 psi. 8) 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =lb) 2 =406, 10 =301. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 13) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 14) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. 15) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard Continued on page 2 April 7,2012 I d A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE ATII-7473 BEFORE USE. Design valid tor use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper p p ro er incor oration of component is responsibility of building designer -not truss designer. Julius Lee Bracing shown 1 109 Coastal BO is for lateral support of individual web members only. Additional temporary bracing g 10 to insure stability during construction is the responsibillity of the y Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSI -89 and IC5I1 Bonding Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. • Job Truss Truss Type Oty Ply 15392060 410228 T03 SPECIAL 1 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.330 s Dec 20 2011 MiTek Industries, Inc. Fri Apr 06 07:58:00 2012 Page 2 ID: 5ViXY1w15JkPTXckT3JR8Xyw9Ho _BnSeZSdNIG9FP8api2ZTV0 7 LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 5 = -44, 5- 6 =-44, 6- 9 =-44, 9- 10 =55, 2- 17 = -10, 17- 18=- 61(F = -51), 18.19=- 91(F = -51), 15- 19=- 61(F = -51), 13.15 = -10, 9- 12 = -10 1 I A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 511.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton. FL 33435 fabrication, quality control, storage. delivery, erection and bracing. consult ANSI /TPI1 Oual$y Cdterla, 058 -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 15392081 410228 SPECIAL 1 1 • Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.330 s Dec 20 2011 MiTek Industries, Inc. Fri Apr 06 07:58:02 2012 Page 1 ID: 5 ViXY 1 w 15 JkPTXckT 3 JR 8 Xyw 9 Ho - UoQ? IUZaQbj92nVSNNDSGCXy3FFPmEfYsS3VVnwzTVOZ -2 -0-0 1 6-0-0 I 13-0-0 1 15-0-0 1 17 -0-0 1 99 -8-8 1 24 -8-4 1 77 -8 -8 1 30-0 -0 1 2 -0-0 6-0-0 7 -0-0 2-0-0 2-0-0 5-8-8 1 -11 -12 3-0-4 2 -3-8 saw .1553 s s T M io0.0000 7.ti � a . ll 5 • 44 it'm 5v. d em r 6 m a. = 17 16 16 19 15 ,D a. 11 " ,6 , u5= s.. 11 6-0-0 15-0-0 17-0-0 22 -8-8 1 24-8-4 27-8-8 30-0-0 1 6-0-0 9-0-0 2-0-0 5-8-8 1 -11 -12 3-0-4 2 -3-8 Plate Offsets (X,Y): 12:0 -1- 3,0.2- 61.12:0 -2- 9,0-1- 81,15:0.3.0,0 -2 -01, 16:0 -5-8,0 -2- 41.17:0- 2- 12,Edgel LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdef Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.89 Vert(LL) 0.40 12 >898 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.53 15-17 >674 180 BCLL 0.0 • Rep Stress Incr NO WB 0.46 Horz(TL) 0.26 10 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight: 1971b FT = 20% LUMBER BRACING TOP CHORD 2x4 SPp No.2 *Except* TOP CHORD Structural wood sheathing directly applied. T5: 2x6 SYP SS, 72: 2x4 SYP M 31 BOT CHORD Rigid ceiling directly applied or 6-7 -1 oc bracing. BOT CHORD 2x6 SYP No.2 'Except* WEBS 1 Row at midpt 5-17, 6-12 B3: 2x4 SPp No.3, 64: 2x4 SYP M 31 with 2x4 SYP No.3 with 2 - 10d (0.131'x3') nails and cross brace spacing of 20-0-0 WEBS 2x4 SPp No.3 oc. JOINTS 1 Brace at Jt(s): 11 MiTek recommends that Stabilizers and required cross bracing be installed REACTIONS (Ib /size) 2= 1261/0 -3-8 (min. 0- 1 -13), 10= 999/0 -3-8 (min. 0-3-4) Max Horz 2= 117(LC 16) Max Uplift2=- 420(LC 12), 10=- 314(LC 13) Max Gray 2= 1426(LC 2), 10= 1136(LC 2) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2901/1717, 3 -4 =- 2979/1914, 4- 5=- 2905/1938, 5-6=- 1762/1226, 6-7 =- 2839/1900, 7- 8=- 2876/1816, 8-9 =- 3453/2102, 9-10 =- 490/315 BOT CHORD 2 -17 =- 1439/2523, 16- 17=- 835/1617, 16-18=-835/1617, 18- 19=- 835/1617, 15- 19=- 835/1617, 14 -15= 76511512, 13- 14=- 215/404, 11 -12 =- 1919/3267, 9-11 =- 1919/3267 WEBS 3-17 =-432/ 433, 5-17 =- 822/1234, 6-14 =- 396/255, 12- 14=- 561/1126, 6-12 =- 879/1257, 8-12 =- 10761660, 6-15 =- 286/608, 5- 15= -69/288 NOTES (13 -15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; 130mph (3- second gust) Vasd= 101mph; TCDL= 4.2psf; BCDL= 3.Opsf; h =258; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (envelope) and C -C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) This truss has been designed for basic Toad combinations, which include cases with reductions for multiple concurrent live Toads. 4) Provide adequate drainage to prevent water ponding. \ 1 1 1 1 I 1 1 I / / / / 5) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. \\\ - \\ \\) C S, I _ ' ` 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6-0 tall by 2 -0-0 wide will fit between the J J K bottom chord and any other members, with BCDL = 5.Opsf. `(� �/ 7) All bearings are assumed to be SPp No.2 crushing capacity of 565 psi. 5 - -. ' \DENS "- "� i 8) Bearing al joint(s) 10 considers parallel to grain value using ANSI/7P! 1 angle to grain formula. Building designer should verify capacity of bearing surface. = 1 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =1b) 2 =420, 10 =314. 7t /� /( /% � /"/,y'� 3486 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. _ � yA-/ vl 11) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. _ -,j 1 - _ 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). — ( _ 13) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the _ — responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 14) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. STATE OF 15) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 • Continued nn page 2 , /:- ORV \ ■ . � 'NAV• � 0 11111� � April 7,2012 1 1 A WARMNG - Verify design parameters and READ NOTES ON 17115 AND INCLUDED MITER' REFERENCE PAGE M11 - 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and h for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee 8 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication. quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quallly Criteria, DSB -89 and BCSII Building Component Safety Informaton available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. Job Truss Truss Type Qty Ply 15392081 410228 T04 SPECIAL 1 1 Job Reference (optional) Builders FastSource, Jacksonville, Fl 32244 7.330 s Dec 20 2011 MiTek Industries, Inc. Fri Apr 08 07:58:02 2012 Page 2 ID:5ViXY1 w15JkPTXckT3JR8Xyw9Ho- UoQ? IUZaQbj92nVSNNDSGCXy3FFPmEfYsS3WnwzTVOZ LOAD CASE(S) Standard 1) Regular: Lumberincrease =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 5 = -44, 5.6 = -44, 6- 9 =-44, 9- 10 = -55, 2- 17 = -10, 17- 18=- 61(F = -51), 18- 19=- 91(F = -51), 15- 19=- 61(F = -51), 13-15=-10, 9- 12 = -10 1 � A WARNING - Verify design paremsters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIL7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper incorporation of component a responsibility of building designer - not truss designer. Bracing shown JUIiUS Lee is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication. quolity control, storage. delivery, erection and bracing, consult ANSI/7911 Qualify Creerla, DSB -89 and BCSI1 Building Component Safety Intormatlon available from Truss Plate Institute. 583 D'Onotrio Drive, Madison. WI 53719. Job Truss Truss Type Qt pl 15392062 410228 T05 HIP 1 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.330 s Dec 20 2011 MiTek Industries, Inc. Fri Apr 06 07:58:03 2012 Page 1 I D:5ViXY1 w15JkPTXckT3JR8Xyw9HO -y_zN WgZCBurOgx4ex41hpp4ClfdLVf0h56o3JNzTVOv -2-0 -0 1 3-9-4 1 7-0-0 ( 12-4-9 I 17 -7 -7 23-0-0 1 76-7 -19 1 30-0-0 1 37 -0 -0 2 -0-0 3-9-4 3-2 -12 5-4-9 5-2 -13 5-4 -9 3 -2 -12 3-9-4 2-0-0 S8616.1569 5x8 = I. 3.= 5x8= 5 fi r Tt _ , 4,...„ • i , _ 8x0 S W � 3x6 � o z 'd afi 15 t4 13 12 , 10 x 3x8 Z 3x = 5x9 = .11. = 376 = 3x< = 3xa 3x8, 2. 1 3-9-4 7-0-0 I 12 -4 -9 ( 17 -7 -7 1 23-0 -0 ( 26 -2-12 30-0-0 3 -9-4 3-2 -12 5 -4-9 5-2 -13 5-4 -9 3-2 -12 3-9-4 Plate Offsets (X,Y): 12:0-2- 9,0 -1- 81,(4:0 -5-8,0 -2. 41,17:0 -5- 8,0-2- 41,19:0- 2- 9,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /den Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) -0.27 13-15 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.50 13-15 >707 180 BCLL 0.0 • Rep Stress Ina' NO WB 0.58 Horz(TL) 0.12 9 n/a n/a BCDL 5.0 Code FBC2010TTPI2007 (Matrix) Weight: 183 Ib FT = 20 LUMBER BRACING TOP CHORD 2x4 SPp No.2 *Except' TOP CHORD Structural wood sheathing directly applied or 2 -8-0 oc pudins. T2: 2x4 SYP M 31 BOT CHORD Rigid ceiling directly applied or 5 -10-5 oc bracing. BOT CHORD 2x6 SYP No.2 MiTek recommends that Stabilizers and required cross bracing be installed WEBS 2x4 SPp No.3 during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 2= 1771/0.3 -8 (min. 0 -2 -8), 9= 1771/0 -3-8 (min. 0.2 -8) Max Horz 2= -61(LC 9) \\ \11i /// / Max Uplift2=- 743(LC 5), 9=- 743(LC 4) \ Max Gray 2= 2100(LC 2), 9= 2100(LC 2) \� J � // \ ` ` ` ` S. /� / / FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. • v �CENS •' �c•%, TOP CHORD 2 -3 =- 3985/1496, 3-4 =- 3962/1590, 4 -5 =- 4633/1908, 5-6 =- 4632/1909, 6-7 =- 4643/1914, 7- 8=- 3960/1589, 8-9 =- 3987/1497 i BOT CHORD 2- 17=- 1319/3576, 16 -17 =- 1319/3576, 15 -16 =- 1371/3615, 14 -15 =- 1819/4708, 13- 14=- 1819/4708, * 12- 13=- 1330/3570, 11- 12=- 1281/3532, 9 -11 =- 1281/3532 34869 WEBS 4 -16= 0/284,4 -15 =- 611/1419,5 -15 =- 651/398,6 -13 =- 676/412, 7- 13=- 620/1435,7 -12= 0/281 ^- • NOTES (14 -16) �� r A — 1) Unbalanced roof live loads have been considered for this design. w, W 2) Wind: ASCE 7 -10; 130mph (3- second gust) Vasd= 101mph; TCDL= 4.2psf; BCDL= 3.0psf; h =259; Cat. II; Exp C; End., GCpi =0.18; MWFRS (envelope); Lumber DOL =1.60 plate grip DOL =1.60 STATE OF � , � *-- 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. --.. �� `� 4) Provide adequate drainage to prevent water ponding. • • • F L ORID • ■ P` 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. / S �\ 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0-0 wide will fit between the /// /O p �i \\ bottom chord and any other members. / N A \ 7) All bearings are assumed to be SPp No.2 crushing capacity of 565 psi. / / i h j ( ( 1 (1 1 \ \ \ 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =1b) 2 =743, 9 =743. 9) Girder carries hip end with 7 -0-0 end setback. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 501 Ib down and 237 Ib up at 23 -0-0, and 501 Ib down and 237 Ib up at 7 -0 -0 on top chord. The design /selection of such connection device(s) is the responsibility of others. 12) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). 14) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 15) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. 16) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard Continued nn page 2 April 7,2012 B ) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown JUliuS Lee is for lateral support of individual web members only. Addifional temporary bracing to insure stability during construction is the responsibillity of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quality control storage, delivery, erection and bracing, consult ANSI /TPI1 Quolity CrIteda, DSB -89 and BCSI1 Building Component Safety tntormonon available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. • Job Truss Truss Type Qty Ply 15392062 410228 T05 HIP 1 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.330 s Dec 20 2011 MiTek Industries, Inc. Fri Apr 08 07:58:03 2012 Page 2 ID: 5ViXY1w15JkPTXOkT3JR8Xyw9Ho- y_ zNWgZCBurogx4ex41hp04CIfdLVfOh56o3JNzTVO" LOAD CASE(S) Standard 1) Regular Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1 - 4= 44, 7=- 96(F = -52), 7.10 = -44, 2- 9=- 22(F = -12) Concentrated Loads (lb) Vert: 4=- 282(F) 7= - 282(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII - 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius lee k for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 8 the responsibillity of the 1109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure 6 the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication. quality control. storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and 80511 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 15392063 410228 TO6 SPECIAL 1 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.330 s Dec 20 2011 MiTek Industries, Inc. Fri Apr 06 07:58:04 2012 Page 1 ID:5ViXY1 w15JkPTXckT3JR8Xyw9Ho-QAXIj9agyCztH5tgUoGwMdcHI3xqE4prJmYcrpzTVOX 1 -2 -0-0 I 4 -9-4 I 9-0-0 I 16 -10-8 I 71 -0-0 I 77 -8-8 1 30-0 -0 I 2 -0-0 4 -9-4 4 -2 -12 7 -10-8 4 -1 -8 6-8 -8 2 -3-8 scale. 1.6 5.6 = 21. I 567 = 6 600 2., 666 5B 1' I lili iiiim.... a i III • 1111 !1 e e 2. +III to I. 13 12 ev9G s.e = 2101 II I 9-0-0 I 16 -10-8 I 21 -0-0 I 27 -8-8 I 30-0 -0 ( 9-0-0 7 -10-8 4 -1 -8 6 -8-8 2 -3 -8 Plate Offsets (X,Y): 12:0 -1- 3,0-2- 51,12.0 -2- 10,0 -1 -81, 14:0 -6- 0,0.2- 81,16:0- 5- 4,0 -2 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft LJd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.94 Vert(LL) 0.53 7 -9 >668 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.73 7 -9 >489 180 BCLL 0.0 • Rep Stress Incr YES WB 0.74 Horz(TL) 0.33 8 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 157 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 SPp No.2 *Except' TOP CHORD Structural wood sheathing directly applied. T3: 2x6 SYP SS BOT CHORD Rigid ceiling directly applied or 6-1 -2 oc bracing. BOT CHORD 2x4 SPp No.2 *Except* MiTek recommends that Stabilizers and required cross bracing be installed B3: 2x4 SPp No.3, B4: 2x4 SYP M 31 during truss erection. in accordance with Stabilizer Installation guide. WEBS 2x4 SPp No.3 REACTIONS (Ib /size) 2= 903/0 -3-8 (min. 0 -1 -8), 8= 800/0 -3-8 (min. 0 -2 -10) ‘011111/// Max Horz 2 =90(LC 12) \ \ Max Uplift2=- 270(LC 12), 8=- 221(LC 13) \\\ s \S S /' /1 Max Gray 2= 1075(LC 2), 8= 948(LC 2) \\ w • - .. . , `• // • J� . \CENS6- ' `� /, FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 1909 / 1132, 3 -4 =- 1647/994,4 -5 =- 2034/1310, 5-6 =- 2020 /1292, 6-7 =- 1977/1146, 7 -8 =- 403/257 . 1 1 i BOT CHORD 2 -13 =- 923 /1658, 5-10= -342/ 267, 9 -10 =- 907/1750, 7 -9 =- 906/1743 * * WEBS 3 -13 =- 310/266, 10 -13 =- 616/1209, 4 -10 =- 409/706, 6-10 =- 180/388, 6 -9 =- 30/268 34869 rNy • NOTES (12-14) = yy / rr /I' L.L _ 1) Unbalanced roof live loads have been considered for this design. — CtA = 2) Wind: ASCE 7 -10; 130mph (3- second gust) Vasd= 101mph; TCOL= 4.2psf; BCDL= 3.Opsf; h =258; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (envelope) ��V//��\////JJJJ and C -C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 •-•' • � �(/ 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. include STATE OF 4) Provide adequate drainage to prevent water ponding. • , , • s \ ■ 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • • . F ORtO s\ � • • • \\ • 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0 -0 wide will fit between the / • " • ' \\ bottom chord and any other members. / / /� / O N A� ....\-4 \ \ 7) All bearings are assumed to be SPp No.2 crushing capacity of 565 psi. /1 \\\\ 8) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. / / 1 1 1 1 ( 1 1 1 \ 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =1b) 2 =270, 8 =221. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 12) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 13) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. 14) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard April 7,2012 I I A WARNING . Verify design parameters and READ NOTES ON TN10 AND INCLUDED MITER REFERENCE PAGE 0111.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 1109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. for general guidance regarding Boynton, FL 33435 fabrication, quality control, storage, delivery. erection and bracing. consult ANSI /TPI1 Quo18y Criteria, DSB -89 and 80511 Building Component Safely Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. • Job Truss Truss Type Qty Pty 15392064 410228 T07 SPECIAL 1 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.330 s Dec 20 2011 MiTek Industries, Inc. Fri Apr 06 07:58:05 2012 Page 1 ID: SViXY1 w 15 JkPTXckT 3 JR 8 Xyw 9 Ho - vN _YQHANFZ ON 1 2-0- -2-0-0 I 5-9-4 I 11.0 -0 I 16 -10-8 I 19.0 -0 I 22-10-2 I 27 -8-8 30-0-0 52 -12 5-10-8 2 -1 -8 3 -10-2 4 -10-6 I 2 -3-8 Scale 4 1546 547 344 = l)5 = 4 5 a 5X7 a a6o2 y 7 3 G e sw r. NI _ pi z a . ° B, ,-. 8212 = 10 bb — \ Pr • 15 ]X8 — h4 II 1I Pr 3i 6 X 3X4 G hd II ]v4 = 14 13 •1X 5X8 . 2X4 II 5-9-4 j 11 -0-0 { 16-10-8 I 19-0-0 I 22 -10-2 I 27-8-8 1 30-0 -0 5-9-4 5-2-12 5-10-8 2 -1-8 3-10-2 4-10-6 2 -3-8 Plate Offsets (X,Y): (2:0- 1- 4,0 -2 -71, I -2- 10,0.1- 81.14:0 -5- 4,0.2 -81, )7:0- 2- 0,Edgel, [8:0- 0- 4,Edael LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) 0.40 8-10 >889 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 1.00 Vert(TL) - 0.55 8-10 >646 180 BCLL 0.0 • Rep Stress Incr YES WB 0.45 Horz(TL) 0.29 9 Na Na BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight 171 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 SPp No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 3-8-12 oc purlins. T4: 2x6 SYP SS BOT CHORD Rigid ceiling directly applied or 5 -5-13 oc bracing. Except: BOT CHORD 2x4 SPp No.2 *Except* 5-1 -0 oc bracing: 8-10 83: 2x4 SPp No.3 WEBS 2x4 SPp No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection. in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 2= 903/0 -3-8 (min. 0 -1 -8), 9=800/0-3-8 (min. 0-2-10) \\ \ \ \) 1 I j) / / / / Max Horz 2= 103(LC 12) Max Uplift2=- 286(LC 12), 9=- 237(LC 13) \\ �+ Q t/ \� // Max Gray 2=1075(LC 2), 9= 948(LC 2) N / / Max - - - - " , \ //, FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. , ' - \CE NSF •• _ \ TOP CHORD 2 -3 =- 1920/1115, 3- 4=- 1507/957, 4-5 =- 1669/1113, 5-6 =- 1520/1025, 6-7 =- 1736/1099, i 7- 8=- 2277/1363, 8-9 =- 406/261 = * * -.- -- BOT CHORD 2 -16 =- 898/1656, 15- 16=- 898/1656, 14- 15=- 898/1656, 11- 12=- 794/1589, 10- 11=- 1164/2088, ((��jj�� 34$69 8-10=-1163/2082 WEBS 3-14 =- 4487/3/343, , 1 � 12 -14 =- 571/1148, 4 -12 =- 253/508, 5-11 =- 412/209, 6 -11 =- 419/686, 7 -11 =- 8001580 _ -0 IA NOTES (12 -14) — 3 W = 1) Unbalanced roof live loads have been considered for this design. _ 2) Wind: ASCE 7 -10; 130mph (3- second gust) Vasd= 101mph; TCDL= 4.2psf; BCDL= 3.0psf; h =25ft; Cat. 11; Exp C; End., GCpi =0.18; MWFRS (envelope) STATE OF , _ ,? � '` and C -C Exterior(2) zone;C -C for members and forces 8 MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =180 • 3) This truss has been designed for basic Toad combinations, which include cases with reductions for multiple concurrent live Toads. • - F ( OR )O P Oi \ \ 4) Provide adequate drainage to prevent water ponding. ' • • \ 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. // 1, �/ n ' `� � \ \ 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the / • \ bottom chord and any other members. / / / / 1 I I I I) \ \ \ \ 7) All bearings are assumed to be SPp 140.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 9 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 100 Ib uplift at joint(s) except (jt =1b) 2 =286, 9 =237. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 12) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 13) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. 14) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard April 7,2012 1 4 A WARNING - Varj fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee o for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 8 the responsibillity of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure 8 the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication. quality control, storage. delivery, erection and bracing, consult ANSI /TPI1 Qualify Criteria, DSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 15392085 410228 708 SPECIAL 1 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.330 s Dec 20 2011 MiTek Industries, Inc. Fri Apr 06 07:58:06 2012 Page 1 ID:5ViXY1 w15JkPTXckT3JR8Xyw9Ho- NZfW8rc4UpDbXPpDcDIOR2iegtgpiwi8n41jwhzTVOV 1 -2 -0-0 1 6-0-0 I 13-0 -0 i 15-0 -0 1 17 -0-0 1 22 -10-9 I 30 -0-0 I 2 -0-0 6-0 -0 7 -0-0 2 -0-0 2-0-0 5 -10-2 7 -1 -14 Sub = 1552 5. = I. = 566 = 5 6 7 M a �� 5x7 o as 11 e s 41 • sa e 5 ( ,? w< n E ■ Wit• al no "�. 2 n 92 sve = as II SxB = . 3 16 15 17 10 < 1 0 360 • Ji5 = �M = ea = 2. 6 6-0-0 I 15-0-0 � 16 -10-8 22 -10-2 ( 27 -8-8 30-0 -0 6 -0-0 9-0-0 1 -10-8 5 -11 -10 4 -10-6 2 -3-8 Plate Offsets (X,Y): 12:0-1- 6,0-2- 111.[2:0 -2 -9,0-1- 81.14:0- 2- 8,EdgeL [5:0-3 -8,0 -1 -121, [7:0 -3- 0,0-2- 71,[8:0 -2- 0,0-1- 121,[12:0 -2- 12.0 -2- 121,[14:0 -1 -12,0 -4-41 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.79 Vert(LL) 0.46 9-11 >771 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.68 Vert(TL) -0.62 9-11 >573 180 BCLL 0.0 • Rep Stress Incr NO WB 0.97 Horz(TL) 0.31 10 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 185 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SYP M 31 'Except* TOP CHORD Structural wood sheathing directly applied or 3-3 -13 oc purlins. T3,T4: 2x4 SPp No.2, 75: 2x6 SYP SS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x6 SYP No2 *Except' WEBS 1 Row at midpt 5-16 B3: 2x4 SPp No.3, B4: 2x4 SYP M 31 with 2x4 SYP No.3 with 2 - 10d (0.131 "x3 ") nails and cross brace spacing of 20 -0 -0 WEBS 2x4 SPp No.3 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection. in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2= 1260/0-3 -8 (min. 0- 1 -13), 10= 999/0-3 -8 (min. 0-3-4) Max Horz 2= 117(LC 16) Max Uplitt2=- 420(LC 12), 10=- 315(LC 13) Max Gray 2= 1426(LC 2), 10= 1136(LC 2) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 -3 =- 2903/1721, 3- 4=- 2983/1927, 4 -5 =- 2910/1943, 5-6 =- 1764/1223, 6-7 =- 1807/1242, 7 -8 =- 2067/1315, 8-9 =- 2902/1773, 9 -10 =- 490/315 BOT CHORD 2- 16=- 1444/2527, 15 -16 =- 841/1625, 15- 17=- 841/1625, 17- 18=- 841/1625, 14 -18 =- 841/1625, 12-13=-314/166, 7-12=-387/676, 11- 12=- 1549/2672,9 -11 =- 1549/2663 WEBS 3- 16=- 438/436, 5-16 =- 820/1228, 5 -14 =- 83/302, 8-12 =- 1058/749, 12- 14=- 854/1737 NOTES (12 -14) 1) Unbalanced roof live loads have been considered for this design. 2) Vsfind: ASCE 7 -10; 130mph (3- second gust) Vasd= 101mph; TCDL= 4.2psf; BCDL= 3.0pst h =256; Cat. 11; Exp C; End., GCpi =0.18; MWFRS (envelope) and C -C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live Toad of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the \ I ([ [ [ /// / // bottom chord and any other members, with BCDL = 5.Opsf. \ s \ C S' • L / / 7) All bearings are assumed to be SPp No.2 crushing capacity of 565 psi. \ \\ ` V • • ... • •'•\ • / /j 8) 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 \ .„,3„.., , \V`• • • \� surface. \CENSF " 9) Provide mechanical connection b others of truss to beano late capable of withstanding 100 lb uplift at joints except =1b ` •••• (Y ) 9P 9 P 1 O P Gt ) 2 =420, 10 =315. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. * • •• 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 34869 12) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the -- responsibility of the building designer per ANSI TPI 1 as referenced by the building code. _ vV J _ 13) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. -{f 14) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 N • LOAD CASE(S) Standard STATE OF .' • � � . „ • Continued nn nage 2 s • . -• 0 "... \ / / /S1O N p ' E \ \\ / / ///11111\\\ April 7,2012 • 8 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE MU-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibilty of building designer - not truss designer. Bracing shown 1 109 Coastal Bay Blvd. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Boynton. FL 33435 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage, delivery, erection and tracing. consult ANSI /TP11 Quality Criteria, 058 -89 and ICSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. • Job Truss Truss Type a9 Pb 410228 T08 SPECIAL 1 1 15392065 Builders FirstSource, Jacksonville, Fl 32244 Job Reference (optional) 7.330 s Dec 20 2011 MiTek Industries, Inc. Fri Apr 06 07:58:06 2012 Page 2 ID: SViXY1 w UpDbX PpDcDIOR2iegtgpiwi8n41jwhzTVOV LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1-5=-44, 5-7=-44, 7- 9=-44, 9- 10 = -55, 2- 16 = -10, 16- 17 =-61, 17- 18 = -91, 14- 18 =-61, 1314 = -10, 9- 12 = -10 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER' REFERENCE PAGE MI BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Brocing shown Julius Lee is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regording Boynton, FL 33435 fabrication, quolity control, storage, delivery, erection and bracing, consult ANSI /TP11 Quality Criteria, DSB -89 and BCS11 building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Pty 15392086 410228 T09 SPECIAL 4 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.330 $ Dec 20 2011 MiTek Industries, Inc. Fri Apr 06 07:58:07 2012 Page 1 ID:5ViXY1 w15JkPTXckT3JR8Xyw9Ho- rIDuLBdiF7LS8YOPAwpdzGEpQG ?gRNuHOkmHS8zNOL 1 -2 -0-0 1 6-0-0 I 10-6-0 15-0-0 i 16-10-8 ) 27 -10.7 f 27 -8 -8 i 30-0-0 2 -0 -0 6-0-0 4 -6 -0 4-6-0 1 -10-8 5 -11 -10 4 -10 -6 2 -3 -8 6v..,540 Sv0 = 0 \". 11 r 5 as II • 4 0 547 600. N, 4 s 1 / 0.0' e y LI it _� B1 • �� \e,.. ' v13 = 201 II 5v0 = �� o _ 1B t5 I6 14 13 t 4 3v0 3 4 = 446 = 6v0 = 244 1 6-0-0 15-0-0 i 1610.0. 22 -10-2 27 -8 -8 30-0-0 6-0-0 9-0 -0 1 -10-8 5 -11 -10 4 -10-6 2 -3 -8 Plate Offsets (X,Y): 12:0-1- 3,0-2 -61 12:0 -2- 9,0-1 -81 18:0 -2- 0,0-1 -121, 114:0-2- 0,0-4 -41 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) Udef Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.79 Vert(LL) 0.47 9-11 >753 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.63 9-11 >566 180 BCLL 0.0 • Rep Stress Incr NO WB 0.97 Horz(TL) 0.31 10 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 185 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 SPp No.2 *Except' TOP CHORD Structural wood sheathing directly applied or 2 -11 -12 oc puriins. T4: 2x6 SYP SS BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. BOT CHORD 2x6 SYP No.2 *Except* MiTek recommends that Stabilizers and required cross bracing be installed 53: 2x4 SPp No.3, B4: 2x4 SYP M 31 during truss erection. in accordance with Stabilizer Installation guide. . WEBS 2x4 SPp No.3 REACTIONS (Ib /size) 2= 1200/0-3 -8 (min. 0- 1 -13), 10= 959/0-3 -8 (min. 0-3-4) \ 1 1 1 1 / / Max Horz 2 =130(LC 16) \ \\ I 1 // Max Uplift2 =- 431(LC 12), 10 =- 326(LC 13) \\ X \S S. K // / Max Gr =1426(LC 2),10 =1136(LC 2) \< V` .• •.• ` // � J . \LENS - '•4\ i FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. i TOP CHORD 2 -3 =- 2892/1713, 3-4 =- 2917/1853, 4- 5=- 2837/1869, 5 -6 =- 1783/1217, 6 -7 =- 2030/1435, 7 -8 =- 2080/1336, 8-9 =- 2917/1792, 9-10 = - 493/318 .. BOT CHORD 2- 16=- 1425/2506, 15-16=-1040/1879, 14- 15=- 1040/1879, 12- 13=- 303/160, 11 -12 =- 1566/2686, 34869 • 9- 11 =- 1566/2678 -- c a . — WEBS 3 -16 =- 312/310, 5-16 =- 588/958, 5- 14=- 651/510, 6-14 =- 434/595, 12- 14= -691/1498, 6-12 = - 639/955, 7:- 8-12 = - 1063/747 -{� _ N W _ NOTES (11 -13) 1) Unbalanced roof live loads have been considered for this design. i STATE OF 2) Wind: ASCE 7 -10; 130mph (3- second gust) Vasd= 101mph; TCDL= 4.2psf; BCDL= 3.Opsf; h =258; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (envelope) ' • s \ W and C -C Exterior(2) zone;C -C for members and forces 8 MFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 •' • F ORIO . • • Co �. 3) This truss has been designed for basic load combinations. which include cases with reductions for multiple concurrent live loads. / / 1 S ` A1 _ \\ 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. / �0 N AL \ \ 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0 -0 wide will fit between the / / / \ \ bottom chord and any other members. 1 i ( 1 1 1 1 1 \ \ 6) All bearings are assumed to be SPp No.2 crushing capacity of 565 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 100 tb uplift at joint(s) except (jt =1b) 2 =431, 10 =326. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 11) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 12) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. 13) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard 1) Regular. Lumber Increase =1.25, Plate Increase =1.25 Cnntinued nn page 2 1 April 7,2012 1 Al WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE NW 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for on individual building component. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 1 109 Coastal Boy Blvd. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Boynton, FL 33435 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage. delivery, erection and bracing. consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Oty Ply 15392066 410228 709 SPECIAL 4 1 _ Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.330 s Dec 202011 MiTek Industries, Inc. Fri Apr 06 07:58:07 2012 Page 2 ID: SViXY rtDuLBdiF7LS8Y0PAwpdzGEK1G ?gRNuHOkmHSBzTVOL LOAD CASE(S) Standard Uniform Loads (WO Vert 1- 6=- 44,6- 9 =-44, 9- 10=- 55,2- 16 = -10, 14- 16 = -61, 13- 14 = -10, 9- 12 = -10 1 a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII - 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillify of the 1109 Coastal Bay Blvd. erector. Additional permonent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quolity control. storage. delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, 051-89 and BCSII Building Component Safety Information available from Truss Plote Institute, 583 D'Onofrio Drive, Madison, WI 53719. 7 Z p m D r �, * ,, v, w („ c . D rn , D o n °�+ � 0 QaQ��D o . C o • 05 D �7H Z =rt z N CD 3 ° N �a ° lill aN ll O o e 7 c �' co n m= N< m O O a Q al N O O ND O • . a - • ' n cD 3 6 O ON c p O o = = cc) 3 _Q �� D. O ° � fl 0 0 �- .- 0 0 a <p 36 3N Q Q Q QO N a O Q N CO Q m n' N �° O n N O n Q 0-.*' z O ? c e Q n Q • 0 7 CD 0- -, Q 0 z � co - 0 3 oQ ° - - �o 3 ° . a 0- 5 . 0 0 O . -' ;,J co Q0 m7O cD 3W 7 m oai O ? ( � a . i j 'n O3 Cfl— O `n �� 7 z cDG_ OO 0 < N Q nO Off• N 0 -. CD CD p 3 X• -• a-, oo °0 ''_ .5'Q N - m �CD c� (p . 20 c 5 0 3 0 � c N o O ? x O n 0 c j O 0 Q Q c 3 co 0 , oz , om -0 zC1 -'D'- TOP CHORD cn ( � A cs = A O co _ OA m 0 mo mO? co ® - C Co --0 y C mp yZv ✓ O OD v cn _7: n to v D C O � .1.-_,, W- -. Z -IX n P r m `^ C Nm ti O O � 0 mO n v 5 A \.J A A v '^ C m d, O & �� N ,,..c...,,..) T tn� in CO Q Cr n VJ -0 D 4 � O O �' ® oN m o -m A D 0 MN ••• V m _. Z o 7 P .-O 70 m a W y N O o z c o 3 — n VI N O A D Z O W 7 (40 1 p v W N m D A O B o o ` ` o i o A �,/ / N OA co m\ k\l, 5 ' W (D D m 0 f W r1 O ? m 7 . �F. L1 y v O �� :t7 Z a' 6O P W n ° N Nf� m JJ -I 7g N ^ O N a 7 i L CU (n ., W 0 TOP CHORD a oo P 'O OD V ' (n A W - 7• p P. 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E t,, a , 7 7 N c O U a 7 7 m m 0- 0 p / = g° Frio m - n o ,N o �;c o 0 30 0 ' ° m 0 o °c --n n c Ea no „ Q a 2 (D < `V me c 0 ° m ” 50 a of .e o -a a n m -. -0 µ 00_ om ( a m °o v o N m 0a m D am 0 0 30 oc o n °-' . �m 0 Q a . 0 Fig m c � c 7' 3 0 0 � ER °- 9, - 13 o m n'o m 3 3 °f. Qo mN 9 e ga: " o'0,9. D n .S m a m 0 3 C 3 m o o m m m o o m ° - m a ° ca-; Z02. '^ ...z. • o a o o m m o (° f o Q CO Q 5 W (0 3 3 O- r, (0 N C Q 0 N N 00 a i..=,,,' O° 0 0 q N 0 <11-S)-- • 0 O o. r.- 5 a 0 . o N 7 o n 3 o 5 0 a < 7 o n > -' Q. o 7 Q (° < m o- V• 7 n � ' 00 a yo. " 3 .0n mm m_ 0" z 0 v ''' N ' O D'< N c o co_ =o o o 0 o 0 3 0° = -. =a .--, ; ;q • 7. ao - - °o -c° N n a c,~ s° - m0 O0 00 =,) N � - O • 30 ° m mf . om N Q o c o N a m m ❑ ° ma a m ° o = �o °° s o 0 o a3 N n N � O f 5 o ' � N 0 ° a 7 o m 1. 2. o � . N ° �� m ( m n g 3 m a . m o 0 c n y s a a ?m m .-1.. O O 7 n N O ° 7 m ° 7 n z 0 3 a m 0 0 i 5. m m m • ( • 0O- - m a s m 4. °_ o " mm m o m 6, (1 ti *o • a $' °-� o' 70 3 , �, (D Z m 3 .� Q m M N August 10, 2010 T -BRACE / I -BRACE DETAIL WITH 2X BRACE ONLY ST - T -BRACE 2 1 11 I ® MiTek Industries, Chesterfield, MO Page 1 of 1 „\\ Note: T- Bracing / I- Bracing to be used when continuous lateral bracing is impractical. T -Brace / I -Brace must cover 90% of web length. i '1 \ \\1 Note: This detail NOT to be used to convert T -Brace / I -Brace MiTek Industries, Inc. webs to continuous lateral braced webs. Nailing Pattern Brace Size T -Brace size Nail Size Nail Spacing for One -Ply Truss 2x4 or 2x6 or 2x8 10d 6" o.c. Specified Continuous Rows of Lateral Bracing Note: Nail along entire length of T -Brace / I -Brace Web Size 1 2 (On Two Ply's Nail to Both Plies) 2x3 or 2x4 2x4 T -Brace 2x4 I -Brace 2x6 2x6 T -Brace 2x6 I-Brace 2x8 2x8 T -Brace 2x8 I -Brace Nails Brace Size \\ for Two -Ply Truss Specified Continuous \s, Rows of Lateral Bracing ,. / SPACING Web Size 1 2 2x3 or 2x4 2x4 T -Brace 2x4I -Brace WEB 2x6 2x6 T -Brace 2x6 I -Brace ' \ —\ 2x8 2x8 T -Brace 2x8 I-Brace \} +• .,� T -Brace / I -Brace must be same species } T - BRACE and grade (or better) as web member. \.--' 1,, 1. \ \o wililtiii i , � vS Si( 4 �\ ‘ �G <� _F „i . F' Nails \ Section Detail " * • ' N r 34869 * T -Brace \ w ._ ; • 6/22/11 Luz- STATE OF .- • Web % •'•.FCORO- •• ( `� Nails / / ,' /S�UNIA�S�� \\\ � 1109 COASTAL BAY ■ Web I;I BOYNTON BC,FL 33435 KM I -Brace Nails FEBRUARY 14, 2012 TRUSSED VALLEY SET DETAIL ST- VALLEY HIGH WIND1 MITek Industries, Chesterfield, MO Page 1 of 1 C OQ GENERAL SPECIFICATIONS L ri 1. NAIL SIZE =3 "X0.131 " =10d 2. WOOD SCREW = 3" WS3 USP OR EQUIVALENT DO NOT USE DRYWALL OR DECKING TYPE SCREW MiTek Industries, Inc. 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL A GABLE END, COMMON TRUSS 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE OR GIRDER TRUSS INDIVIDUAL DESIGN DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6. NAILING DONE PER NDS - 01 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. t,- - i1 - - - � — �— a II Ir -- a ,� I I I 11 11 II II II 1 I II II I, II II 1 I I, II II II II ' r I - ,, P I II ,1 II , 1 1, I II I 1, 1 H 1 ,1 11 I ■ I I r • i 0 BASE TRUSSES VALLEY TRUSS TYPICAL • I - - -- VALLEY TRUSS TYPICAL GABLE END, COMMON TRUSS _____ -- p 12 OR GIRDER TRUSS SEE DETAIL 11 „iiiii A BELOW (TYP.) SECURE VALLEY TRUSS WIND DESIGN PER ASCE 7 -98, ASCE 7 -02, ASCE 7 -05 146 MPH NAILS 6" O.C. ONE ROW OF lOd WIND DESIGN PER ASCE 7 -10 160 MPH N MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 ATTACH 2x4 CONTINUOUS NO.2 SYP CATEGORY II BUILDING TO THE ROOF W/ TWO USP WS3 (1/4" X 3 ") EXPOSURE C WOOD SCREWS INTO EACH BASE TRUSS. WIND DURATION OF LOAD INCREASE : 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF ii!!� I MAX SPACING = 24" O.C. (BASE A ��'UUI/AL N / / /// MINIMUM REDUCED DEAD LO &FS. 7' /i ON THE TR \� ., ••••••• ,� I , �� \)\'.-*** oCENSk- ...0 * . •.* � N- N �• 34 1W -13 I f L:ii , o. - • /1 . w � STATE OF •• .. F i-ORiD P•• C DETAIL A � '/ S ' • "' (NO SHEATHING) �' /, - 0 0 N.T.S. 1109 COASTAL BAY BOYNTON BC,FL 33435 JANUARY 1, 2009 LATERAL TOENAIL DETAIL ST- TOENAIL SP 1 11 1 �. MiTek Industries, Chesterfield, MO Page 1 of 1 �/ \ / nr7 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. ID 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. MiTek Industries, Inc. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW DIAM. SYP DF HF SPF SPF -S ( 5 .131 88.0 80.6 69.9 68.4 59.7 p .135 93.5 85.6 74.2 72.6 63.4 VIEWS SHOWN ARE FOR J ILLUSTRATION PURPOSES ONLY t .162 108.8 99.6 86.4 84.5 73.8 re) Z .128 74.2 67.9 58.9 57.6 50.3 9 .131 75.9 69.5 60.3 59.0 51.1 SIDE VIEW N .148 81.4 74.5 64.6 63.2 52.5 ri 3 NAILS NEAR SIDE VALUES SHOWN ARE CAPACITY PER TOE -NAIL. NEAR SIDE APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. El NEAR SIDE EXAMPLE: (3) - 16d NAILS (.162" diam. x 3.5 ") WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 84.5 (lb/nail) X 1.15 (DOL) = 291.5 lb Maximum Capacity \----- 1 - _` "' ` ANGLE MAY ' \ ANGLE MAY ANGLE MAY \ VARY FROM VARY FROM VARY FROM 130 ° TO 60° 30 ° TO 60° `30 ° TO 60 ° - 45.00° 45.00° -- = 45.00° _ II 7 I , \o o l i I I I !/// / ,\-,\\,,,..• ,.\\ u S :K �'% ....... o cENSF ' • <�� • * ' N ,. 34869 ' A + at W = • p • 6/22/11 :Luz STATE OF .• ' i F COR►D P .•' � 1109 COASTAL BAY BOYNTON BC,FL 33435 FEBRUARY 8, 2008. LATERAL BRACING RECOMMENDATIONS ST- STRGBCK 1 II 1 `R� MiTek Industries, Chesterfield, MO Page 1 of 1 =ED TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, \ 2x6 "STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. MiTek Industries, Inc. NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT WOOD SCREW THROUGH OUTSIDE USE METAL FRAMING SCAB WITH (3) - 10d NAILS FACE OF CHORD INTO EDGE OF STRONGBACK ANCHOR TO ATTACH WEB WITH (3) 10d NAILS (0.131" x 3 ") (DO NOT USE DRYWALL TYPE SCREWS) TO TOP CHORD (0.131 "x 3 ") \� , ATTACH TO VERTICAL WEB WITH (3) - 10d NAILS \ , (0.131"x 3 ") ■w■ WAR 11.114411M1 114111 - - ppi gay ‘r • NL4 win I BLOCKING BEHIND THE _ — -- ATTACH 2x4 VERTICAL TO FACE ATTACH TO CHORD VERTICAL WEB IS OF TRUSS. FASTEN TO TOP AND RECOMMENDED WHILE BOTTOM CHORD WITH (2) - 10d WITH TWO #12 x 3" NAILING THE STRONGBACK NAILS (0.131" x 3 ") IN EACH CHORD WOOD SCREWS (.216" DIAM.) is m �Al - MW- MIZAI NV .. / / ' \ USE METAL FRAMING ATTACH TO VERTICAL INSERT SCREW THROUGH OUTSIDE ANCHOR TO ATTACH ATTACH TO VERTICAL SCAB WITH (3) - 10d NAILS FACE OF CHORD INTO EDGE OF TO BOTTOM CHORD W EB W ITH (3) - 10d NAILS (0.131" x 3 ") STRONGBACK (DO NOT USE (0.131" x 3 ") DRYWALL TYPE SCREWS) \ \ \\ �111 1 IIii,, , / TRUSS , r 2x6 4 -0 -0 I.- WALL —\ 7 BLOCKING \\\ \3S S.K // / STRONGBACK (TYPICAL SPLICE) (BY OTHERS)` ■ (BY OTHERS.) - \\ • •; """ • • 4 � / -", ■ *=.41 erl _ _ ■ - ■ \ * N 34 869 * - � • 6/22/11 • � ; ON g g z STATE OF THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, %, ///1/0 .. / . . 0.. .. 1 - .N O . RID? . •' �J?� DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' -0" LONG �� \ SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS I A\- � (0.131" x 3 ") EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: 1109 COASTAL BAY OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' -0" AND FASTEN WITH (12) - 10d BOYNTON BC, FL 33435 NAILS (0.131" x 3 ") STAGGERED AND EQUALLY SPACED. (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL) F STANDARD PIGGYBACK FEBRUARY 14, 2012 ST- PIGGY -7 -10 TRUSS CONNECTION DETAIL MiTek Industries Chesterfield, MC LI1LJ �R� MAXIMUM WIND SPEED = REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT = 30 FEET MAX TRUSS SPACING = 24 " O.C. i ∎ , CATEGORY II BUILDING ' ' ` EXPOSURE B or C II 1 n ASCE 7 -10 u DURATION OF LOAD INCREASE : 1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES MiTek Industries, Inc. TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER /DESIGNER ARE REQUIRED. A - PIGGBACK TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN E WITH (2) X 3.5" TOE NAILED. \ B - BASE TRUSS, USS, REFER TO MITEK TRUSS DESIGN DRAWING. t C - PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24" O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. A CONNECT TO BASE TRUSS WITH (2) 0.131" X 3.5" NAILS EACH. D - 2 X _ X 4' -0" SCAB, SIZE AND GRADE TO MATCH TOP CHORD OF \ PIGGYBACK TRUSS, ATTACHED TO ONE FACE, CENTERED ON INTERSECTION, WITH (2) ROWS OF 0.131" X 3" NAILS @ 4" O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT. IN BOTH = DIRECTIONS AND: a -- E ` — 1. WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN, OR 1— ll ®111'I�®= •� ®��'�k4 2. WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM ■u 4 `, PIGGYBACK SPAN OF 12 ft. E - FOR WIND SPEEDS BETWEEN 126 AND 160 MPH, ATTACH t MITEK 3X8 20 GA Nail -On PLATES TO EACH FACE OF TRUSSES AT t` C 72" O.C. W/ (4) 0.131" X 1.5" PER MEMBER. STAGGER NAILS FROM OPPOSING FACES. ENSURE 0.5" EDGE DISTANCE. (MIN. 2 PAIRS OF PLATES RED. REGARDLESS OF SPAN) 1 j t 1 D WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: `� , I Ik REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail -On \ .61:1--&->. � ��\\ PLATES AS SHOWN, AND INSTALL PURLINS TO BOTTOM EDGE OF BASE ' I\` TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. f " !. 1 SCAB CONNECTION PER +I M i'�� NOTE D ABOVE ` '��N�� Ii i • • `,i � - 1, � \I NI I -= j ®• re,1 . III I I'/ � ' ,�► —_ ® id \�S ,14 <. This sheet is provided as a Piggyback connection FOR ALL WIND SPEEDS, ATTACH MITEK 3X6 20 GA Nail - On PLATES TO detail only. Building Designer is responsible for all j EACH FACE OF TRUSSES AT 48" O.C. W/ (4) 0.131" X 1.5" PER MEMBER. permanent bracing per standard engineering practices or ∎' \\ STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5" EDGE DISTANCE. refer t0 BCSI for general guidance on lateral restraint % \� and diagonal bracing requirements. VERTICAL WEB TO \ \\\11III / /// EXTEND THROUGH FOR LARGE CONCENTRATED LOADS APPLIED �� // BOTTOM CHORD TO CAP TRUSS REQUIRING A VERTICAL WEB: \ . \ vs . S �i / • OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS ��\ J • • \CEN C � �� MUST MATCH IN SIZE, GRADE, AND MUST LINE UP •' \ F i CD AS SHOWN IN DETAIL. .- ' 2) ATTACH 2 x x 4' -0" SCAB TO EACH FACE OF * N •. 34869 TRUSS ASSEMBLY WITH 2 ROWS OF 10d (0.131" X 3 ") NAILS — SPACED 4" O.C. FROM EACH FACE. (SIZE AND GRADE TO MATCH = -0 • r VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) �',l — (MINIMUM 2X4) • W 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM -- 0 / 9 � ,- 2 - (V CONCENTRATED LOAD OF 4000 LBS ( @1.15). REVIEW STATE OF ■ „. BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS F N 4) GREATER THAN 4000 LBS. i� S ., � ►DP • • • � C, ■ . itS FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, •/j \■ o ” NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. /// 7 O N AL \ \\ 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH // / / / I I l l \ \ \ \ THE PIGGYBACK AND THE BASE TRUSS DESIGN. 1109 COASTAL BAY BOYNTON BC,FL 33435 FEBRUARY 14, 2012 Standard Gable End Detail ST -GE130 -001 11 ii 1 V MiTek Industries, Chesterfield, MO Page 1 of 2 u� Typical _x4 L-Brace Nailed To 2x Verticals W/1 0d Nails, 6" o.c. Vertical Stud Vertical Stud (4) - 16d Common DIAGONAL U . Wire Nails , ` — BRACE r , MiTek Industries, Inc. 16d Common SECTION B -B e� Wire Nails DIAGONAL BRACE - .--- -11"- Spaced 6" o.c. a• O.C. MAX (2) - 10d Common :� -- 2x6 Stud or Wire Nails into 2x6 . 2x4 No.2 of better TRUSS GEOMETRY AND CONDITIONS II , SHOWN ARE FOR ILLUSTRATION ONLY. rim Typical Horizontal Brace \ Nailed To 2x_ Verticals 12 W/(4) -10d Common Nails A Varies to Common Truss SECTI A A 2x4 Stud * ii / % 45450% / // /// /� / / / / � /// I 1 I 3X4 SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST \ -. DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING Allii I 1 I 1 TO TRUSSES WITH (2) - 10d NAILS AT EACH END. Y , ATTACH DIAGONAL BRACE TO BLOCKING WITH = (5) - 10d COMMON WIRE NAILS. 1 . 1 ■ ■ (4) - 8d NAILS MINIMUM, PLYWOOD / / /AMI /A�� / / / / /�� / / //� - --- SHEATHING TO 2x4 STD SPF BLOCK * - Diagonal Bracing ** - L- Bracing Refer Refer to Section A -A to Section B -B 24 " Max Roof Sheathin• NOTE: � -. 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. ;I ∎I;C FA ♦ �� / 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND 1' -3" _ \ �C/ WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. (2) - 1 T n 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. Max. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT / (2) - 10d NAILS BRACING OF ROOF SYSTEM. .� 1/ 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. ♦ ♦♦ 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF I -- ♦ / DIAPHRAM AT 4' -0" O.C. ♦ /Trus" -s @ 24" o.c. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A � ♦ / 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL r� -. BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4. / 2'x6 DIAGONAL BRACE SPACED 48" O.C. (REFER TO SECTION A -A) Diag. Brace \ ATTACHED TO VERTICAL WITH (4) -16d 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. at 1/3 point \ COMMON WIRE NAILS AND ATTACHED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. TO BLOCKING WITH (5) - 10d COMMONS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR if needed 1 TYPE TRUSSES. 1 -- End Wall ;i \ _ HORIZONTAL BRACE (SEE SECTION A -A) 2 DIAGONAL Minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L - Brace L - Brace BRACE 1/3 POINTS Species \ \1t1111f1////7 and Grade Maximum Stud Length `` \" \ � 3 S • S < / / / // 2x4 SPF Std /Stud 12" O.C. 4 -0 -7 4 -3 -2 6 -0 -4 8 -0 -15 12 -1 -6 J tCENS .� 2x4 SPF Std /Stud 16" O.C. 3 -7 -0 3 -8 -4 5 -2 -10 7 -1 -15 10 -8 -15 N F 4. 2x4 SPF Std /Stud 24" O.C. 2 -11 -1 3 -0 -2 4 -3 -2 5 -10 -3 8 -9 -4 * ' N , 34869 X Diagonal braces over 6-3" require a 2x4 T -Brace attached to l i cc one edge. Diagonal braces over 12' -6" require 2x4 I- braces — �) - W attached to both edges. Fasten T and I braces to narrow edge - 0 3 / 2 9 / 12 (l, ` of web with 10d common wire nails 8in o.c., with 3in minimum , STATE OF .• .. end distance. Brace must cover 90% of diagonal length. ' F LORID? . •'•• ■ MAX MEAN ROOF HEIGHT = 30 FEET � /0 N At- \` \ CATEGORY II BUILDING / / / / 1 1 1 1 1 1 \ EXPOSURE B or C 1109 COASTAL BAY ASCE 7 -98, ASCE 7 -02, ASCE 7 -05 130 MPH ASCE 7 -10 160 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. BOYNTON BC , FL 3 3 4 3 5 DURATION OF LOAD INCREASE : 1.60 CONNECTION OF BRACING IS BASED ON MWFRS. , FEBRUARY 14, 2012 Standard Gable End Detail SHEET 2 MiTek Industries, Chesterfield, MO Page 2 of 2 SALO ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD Trusses @ 24" o.c. HORIZONTAL BRACE \1 2x6 DIAGONAL BRACE SPACED 48" O.C. (SEE SECTION A - ATTACHED TO VERTICAL WITH (4) -16d MiTek Industries, Inc. Roof Sheathing \ COMMON WIRE NAILS AND ATTACHED g I \ TO BLOCKING WITH (5) - 10d COMMONS. Fl 1' -3" Max. IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR 1 NAIL DIAGONAL BRACE TO THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE / PURLIN WITH TWO 16d NAILS CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE / TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT / MAY RESULT FROM THE BRACING OF THE GABLE ENDS / ,' / I Iii lo. 2X 4 PURLIN FASTENED TO FOUR TRUSSES TH TWO NAILS EA FAEN PURLIN / / T BLOCKING 16d W /TWO 16CH. d NAILS ST(MIN) Diag. Brace 1 at 1 /3 OIntS PROVE 2x4 BLOCKING BETWEEN THE TRUSSES S p �/� ON EITHER SIDE AS NOTED NTOENAI BLLOCK BLOCKING if needed TO TRUSSES WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH �` (5) - 10d COMMON WIRE NAILS. End Wall TIEBIBISEWammiATOMEMONME ---- CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: \\STRUCTURAL METHOD 1 : ATTACH A MATCHING GABLE TRUSS TO THE INSIDE GABLE TRUSS FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE. .4A... METHOD 2 : ATTACH 2X SCABS TO THE FACE OF EACH VERTICAL SCAB ALONG_ MEMBER ON STRUCTURAL GABLE PER THE FOLLOWING VERTICAL i �� NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SIZE, GRADE AND SPECIES AS THE TRUSS VERTICALS NAILING SCHEDULE: 100 - FOR WIND SPEEDS 120 MPH (ASCE 7 -98, 02, 05), 150 MPH (ASCE 7 -10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (.131" X 3 ") NAILS SPACED 6" O.C. - FOR WIND SPEEDS GREATER 120 MPH (ASCE 7 -98, 02, 05), 150 MPH (ASCE 7 -10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (.131" X 3 ") NAILS SPACED 6" O.C. (2X 4 STUDS MINIMUM) MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. lt ALL BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR INLAYED STUD VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST GABLE TRU BE PRESENT TO PROVIDE FULL LATERAL SUPP )iT�F,dT -lE BOTTO Li; STRUC W$,QIg M _ofriiip. � � ,�` CHORD TO RESIST ALL OUT OF PLANE LO {�� F(( hjC� gg IN THIS DETAIL IS FOR THE VERTICAL/S,DY.S.K ' � / / w :' • • : J 1 • • ' i �� NOTE : THIS DETAIL IS TO BE USED ONLY FOR / _ * . N 34869 STRUCTURAL GABLES WITH INLAYED _ _ STUDS. TRUSSES WITHOUT INLAYED / - 1 i STUDS A RE NOT ADDRESSED HERE. - ( I I • w _ /1/ 3/29/12 �; STANDARD STATE OF • Z i GABLE TRUSS %/ S •.FLORiD?.•�t j ■ . • N`� 1109 / COASTAL BAY n c AY BOYNTON BC, FL 33435 ■ TECHNICAL BULLETIN eve April 2010 by Weyerhaeuser Bulletin TB -300 Multiple- Member Connections for Side - Loaded Beams with Concentrated Loads Table 1: Maximum Concentrated Load Applied to Beam - Bolt or Nail Connection (lbs) Hanger 1 /."o or'/ "ei Bolts 16d (0.148" x 3 ") Nails Beam Configuration Bolt # Bolts # Nails Type Diameter � 2 4 6 8 6 12 18 24 0.5 2,100 4,200 6,300 8,400 3 - ply 13/4" FACE 2,125 4,250 6,370 8,495 0.75 3,060 6,120 9,180 12,240 (51/4" Beam) 0.5 760 1,525 2,285 3,050 sl s> s) (s) TOP 1,060 2,125 3,185 4,250 0.75 930 1,860 2,790 3,720 rki FAC E - -- -- --- --- 3 " +1'/1' t1R -- - -- --- - -- -- (5 Beam) 0.5 1,050 2,100 3,150 4,200 TOP 1,060 2,125 3,185 4,250 lotr 0.75 1,530 3,060 4,590 6,120 0.5 2,100 4,200 6,300 8,400 3Ys " +1'/4 "' FACE / 2,125 4,250 6,370 8,495 (51/4" Beam) Oil g TOP 0.75 3,060 6,120 9,180 12,240 Jilt 0.5 1,400 2,800 4,200 5,600 FACE - -- -- - -- 4 - ply 13/4" 0.75 2,040 4,080 6,120 8,160 (7" Beam) t 1 0.5 675 1,355 2,030 2,710 f TOP 0.75 825 1,655 2,480 3,305 - - - 0.5 2,800 5,600 8,400 11,200 sl sl s> sl a f FACE 0.75 5,025 10,050 15,070 20,095 2,830 5,665 8,495 11,330 2 13/4" (7" Beam) TOP 0.5 935 1,865 2,800 3,735 945 1,890 2,830 3,775 fl 11 4 0.75 1,360 2,720 4,080 5,440 2 - ply 31/2" 44 i FACE / lj " 0.5 1,720 3,440 5,160 6,880 (7" Beam)a TOP _ - - 0.75 2,480 4,960 7,440 9,920 0.5 1,015 2,030 3,050 4,065 2 -ply 13/4" + 3'/ :" FACE / (7" Beam) " TOP 0.75 1,240 2,480 3.720 4,960 0.5 1,720 3,440 5,160 6,880 11 1* FACE -- -- 2 - ply 1 "+ 3' /2" 0.75 2,480 4,960 7,440 9,920 (7" Beam) s 0.5 675 1,355 2,030 2,710 TOP -- 825 1,655 2,480 3,305 - 0.5 2,800 5,600 8,400 11,200 5 + 1 y FACE/ 2,830 5,665 8,495 11,330 (7" Beam) TOP AMMk 0.75 5,025 10,050 15,070 20,095 1. See page 4 for table General Notes, connection details and beam depth limitations. 2. Washers required. Bolt holes to be 9/16" maximum for "A" bolts, 13/16" maximum for %" bolts. 3. Minimum end distance for bolts is 6 ". 4. Drilling bolt holes reduces the section of the beam and thus the load capacity of the supporting member. Shear and moment capacity of the beam must be checked at the location of each row of bolts. 5. Number of required nails shown must be installed from side opposite hanger. 6. Number of required nails shown must be installed from hanger side. Additionally, install half the number of required nails from side opposite hanger. Page 1 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.83581 • www.iLevel.com A Weyerhaeuser, 'Level, Microllam, Parallam, TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR. O 2010 Weyerhaeuser NR Company. All rights reserved. ■ eve TECHNICAL BULLETIN April 2010 by Weyerhaeuser Bulletin TB -300 Table 2A: Maximum Concentrated Load Applied to Beam - Wood Screw Connection (Ibs)t't Fastener Type Han er Wood Beam Configuration Ty Screw USP WS Simpson SDS Length # Screws # Screws 2 4 6 8 2 4 6 8 FACE (3) 31/2" 1,435 2,870 4,305 5,740 2,040 4,080 6,120 8,160 3 - ply 1 (51/4 Beam) / TOP t2l 3'/z" 720 1,435 2,155 2,870 1,020 2,040 3,060 4,080 31/2" +13/4" FACE 3' /z" -- --- --- -- (51/4" Beam) TOP (4) 3Y2" 720 1,435 2,155 2,870 1,020 2,040 3,060 4,080 31/2" +13/4" FACE / 31/2" 1,435 2,870 4,305 5,740 2,040 4,080 6,120 8,160 (51/4' Beam) TOP (3) 4 1 1 /4' ' , FACE (2) 6 .t5t 1,055 2,110 3,165 4,220 1,360 2,720 4,080 5,440 pY 3 (7" Beam) TOP ( 6 "(5) 705 1,405 2,110 2,810 905 1,815 2,720 3,625 3%" 1,915 3,825 5,740 7,655 2,720 5,440 8,160 10,880 t' FACE (3) 2 - ply 13/4" + 31" i t 6 " t5t 2,110 4,220 6,325 8,435 2,720 5,440 8,160 10,880 (7" Beam) TOP (2) 3W 640 1,275 1,915 2,550 905 1,815 2,720 3,625 ` - 6 "t5> 705 1,405 2,110 2,810 905 1,815 2,720 3,625 i I 2 - ply 31/2" 1(( FACE / (7" Beam) j h TOP (2) 6 "t5) 1,055 2,110 3,165 4,220 930 1,860 2,785 3,715 t _1 2 -ply 1 + 31/2" FACE 1 6"(5t 1,055 2,110 3,165 4,220 1,360 2,720 4,080 5,440 (7" Beam) i I TOP (3) FACE14t 6 "t5) 1,055 2,110 3,165 4,220 930 1,860 2,785 3,715 2 -ply 13/4" + 31/2" (7" Beam) J TOPt4t 6 "(5) 705 1,405 2,110 2,810 905 1,815 2,720 3,625 5'/4 " +1 FACE! (7" Beam) TOP (3) 3' /z" 1,915 3,825 5,740 7,655 2,720 5,440 8,160 10,880 1. See page 4 for table General Notes, connection details and beam depth limitations. 2. Install screws from both sides of beam. 3. Install screws from side opposite hanger only. 4. Install screws from hanger side only. 5. 6" SDS or WS screws can be used with Parallam PSL and Microllare LVL, but are not recommended for TimberStrand LSL. Page 2 of 8 AWeyerhaeuser. US - 1.888.iLevel8 (1.888.453.83581 • www.iLevel.com A Weyerhaeuser.'Level, Microllam, Parallam, TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR. 0 2010 Weyerhaeuser NR Company. M rights reserved. ■ T ECHNICAL BULLETIN ev e April 2010 Bulletin TB -300 by Weyerhaeuser Table 2B: Maximum Concentrated Load Applied to Beam - Wood Screw Connection (Ibs) Connection Name Hanger Wood TrussLok Beam Configuration Screw Type #Screws Length 2 4 J 6 8 } FACE (3) 33 ,3 " 1,600 3,205 4,805 6,410 3-ply 13/4" (5'/4" Beam) TOP (21 3%" 800 1,600 2,405 3,205 FACE 33/4" - -- 3'/2" +1 " (5 Beam) TOP t 4 1 3W 800 1,600 2,405 3,205 i- 3'/2" +1 " FACE / , 3/•" 1,600 3,205 4,805 6,410 (51/4" Beam) TOP t 3 1 FACE (2) 5 ", 6 1,160 2,320 3,480 4,640 4 -ply 13/4 " i (7" Beam) TOP (2) 5 ", 6 775 1,545 2,320 3,095 FACE (3) 3 2,135 4,270 6,410 8,545 2 - ply 13/4" + 3' /z " 5 ", 6 2,320 4,640 6,960 9,280 (7" Beam) 33/4" 710 1,425 2,135 2,850 • TOP (2) _ . "'' 5 ", 6 775 1,545 2,320 3,095 2 - ply 3 FACE 1 (7" Beam) TOP (2) 5 ", 6 1,160 2,320 3,480 4,640 i T i 1, FACE 2 - ply 1 + 31/2 " TOP (3) 5 ", 6 1,160 2,320 3,480 4,640 (7" Beam) 2 -ply 1 "" +3 FACE 5 ", 6 1,160 2,320 3,480 4,640 (7" Beam) TOP (4) 5 ", 6 1,160 2,320 3,480 4,640 51/4" + 1 " FACE / (7" Beam) TOP (3) 5 ", 6 2,320 4,640 6,960 9,280 1. See page 4 for table General Notes, connection details and beam depth limitations. 2. Install screws from both sides of beam. 3. Install screws from side opposite hanger only. 4. Install screws from hanger side only. Page 3 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.83581 • www.iLevel.com L 1Weyerhaeuser, iLevel, Microllam, Parallam, TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR. O 2010 Weyerhaeuser NR Company. All rights reserved. • eVe TECHNICAL BULLETIN April 2010 by Weyerhaeuser Bulletin TB -300 Table 1, 2A, 2B General Notes • Connections are based on NDS 2005 or manufacturer's code report. • All plies must be the same material and grade. • Values are for 100% duration of load. Increase 15% for snow load or 25% for non -snow roof load conditions, where code allows. • Rotational effects should be considered for 7" wide beams loaded from one side only. • Capacities shown for face mount hanger conditions are based on 16d common (0.162" x 3'/2 ") nails installed in the hanger. Other nails used for face mount hanger installations invalidate the capacities in these tables. • Verify adequacy of beam with all loads applied by using (Level software or other methods. • See the iLevel Trus Joist Beams, Headers, and Columns Specifier's Guide ( #TJ -9000) for required connections for uniform side loads. Bolt or Wood Screw Connection Details • 1 /2' bolts - 9 /16' o maximum holes • 3 /4" bolts - 13 /16" m maximum holes a a • Lead holes not required for wood screws y "; Conc. Load Conc. Load m ° m ° Conc. Load Conc. Load 061 o T N 7 w,. :- � tea® D 0 ' m . ill 0 0 V 0 d \ EQ. EQ. \ 2' Max \ (typ) 2 Fastener 4 Fastener 6 Fastener 8 Fastener Pattern Pattern Pattern Pattern Min. Beam Depth: Min. Beam Depth: Min. Beam Depth: d = 71/4" for Yz" o bolts d = 91/2" for' /z" o bolts d = 11Ya" for '/2" c bolts d = 91/2" for 3 /4" o bolts d = 14" for %" 0 bolts d = 16" for' /." m bolts Conc. Load Nailed Connection Detail 0 E a 1 . IM '" ' STAGGER NAILS TO • • PREVENT SPLITTING • • • OA 1 ,/„ 9 „ „ 1 16d Sinker (typ) Typ. I ( +/ 1) (0.148" x 3'/4 ") L L6 Nail Pattern l 12 Nail Pattern 18 Nail Pattem Page 4 of 8 24 Nail Pattem AWeyerhaeuser, US • 1.888.iLevel8 (1.888.453.83581 • www.iLevel.com A Weyerhaeuser, iLevel, Microllam, Parallam, TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR. 02010 Weyerhaeuser NR Company. All rights reserved. ■ eve TECHNICAL BULLETIN March 2010 by Weyerhaeuser Bulletin TB - Table 3: Allowable Capacities of 5 Beams with Bolt Connections Bolt Conn. Beam Depth Dia. Loc. 7 9 9'/:" 11 11'/8' 14" 16" 18" 20" 24" < 5d 6,235 6,545 8,755 9,560 12,345 15,005 Max 1/2" > 5d 10,150 10,500 12,950 13,825 16,800 19,600 J Shear < 5d 3,995 4,260 6,210 6,940 9,510 12,015 J (Ibs) '/a" > 5d 8,750 9,100 11,550 12,425 15,400 18,200 -a _ 2 10,605 15,295 15,685 23,905 32,760 42,265 a) 4 9,355 13,470 13,730 20,915 28,725 37,250 1/2„ 6 9,350 13,470 13,730 20,910 28,725 37,245 N Max 8 13,510 20,575 28,275 36,685 • Moment (ft 2 10,600 15,290 15,685 23,900 32,755 42,260 E H 2/4 4 9,900 14,215 14,195 21 490 29,020 37,225 6 29,015 37,220 8 36,655 < 5d 2,745 4,445 4,665 6,240 6,810 8,795 10,690 12,610 14,545 18,440 Max 1 / 2 " > 5d 5,235 7,230 7,480 9,225 9,850 11,970 13,965 15,960 17,955 21,945 Shear < 5d 1,455 2,845 3,035 4,425 4,945 6,775 8,560 10,390 12,250 16,040 > (Ibs) '/4" > 5d 4,240 6,235 6,485 8,230 8,855 10,975 12,970 14,965 16,960 20,950 --I 2 9,960 16,220 17,105 23,990 26,730 36,385 46,670 58,130 70,740 99,375 E 1/2 4 9,025 14,305 15,065 21,000 23,385 31,905 41,130 51,535 63,100 89,670 al 6 14,305 15,060 20,995 23,385 31,905 41,125 51,530 63,100 89,670 o Max 8 20,660 23,010 31,405 40,510 50,795 62,250 88590 ti Moment 2 9,950 16,210 17,100 23,985 26,725 36,380 46,665 58,125 70,740 99,370 (ft 4 15,145 15,895 21,710 24,030 32,235 41,105 51,120 62,285 88,015 2/4" 6 32,230 41,100 51,115 62,280 88,010 8 40,475 50,335 61,335 86,745 < 5d 4,520 4,745 6,350 6,930 8,950 10,880 12,830 Max 1/2" >5d 7,360 7,615 9,390 10,025 12,180 14,210 16,240 Shear < 5d 2,895 3,090 4,505 5,030 6,895 8,710 10,575 ,,, (Ibs) ' /a" > 5d 6,345 6,600 8,375 9,010 11,165 13,195 15,225 cn P. 2 18,090 19,080 26,760 29,815 40,740 52,430 65,495 ® 4 15,960 16,805 23,420 26,085 35,725 46,205 58,065 m 6 6 15,955 16,800 23,420 26,080 35,725 46,205 58,060 �v Max 8 23,045 25,665 35,165 45,510 57,235 Moment 2 18,080 19,070 26,755 29,810 40,735 52,425 65,490 0 - (ft 3/4 4 16,890 17,730 24,215 26,805 36,095 46,180 57,600 6 36,085 46,170 57,595 8 45,470 56,715 Table 3 General Notes • Connection location refers to distance from face of bearing to centerline of connection, where d is the beam depth. Less than 5d refers to connections located Tess than five times the depth of the beam from the face of bearing. • Shear reduction has been taken in accordance with NDS 3.4.3.3. • All values shown are for 5 widths. Multiply by 1.33 for 7" wide beams. • 9 and 111/4" TimberStrand LSL are 1.3E grade, all other depths are 1.55E grade. Page 5 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) • www.iLevel.com i 1Weyerhaeuser, iLevel, Microllam, Parallam, TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR- © 2010 Weyerhaeuser NR Company. All rights reserved. • eve TECHNICAL BULLETIN by Weyerhaeuser March 2010 .. ., _ _ ,..v.... ... BulletinTB-300 Connection Design Example Given the floor framing shown below, specify the necessary connections for the a 3 -ply Microllam LVL beam supporting a 2 -ply Microllam LVL beam on one side and floor joists from the other side. The floor joists apply a 500 pif load to the side of the beam while the 2 -ply beam reaction is 5,000 lbs. See the following page for the solution. A� r — 5�. Vi Brg.(TYPO -1 L J ! ' J ' I. J 1 J ' 1. -1 L I . 1 - 1r Additional 3- 1 x 14" Microllam LVL Beam, Flush ` -`' Connection L - Required for r Concentrated Face Mount Hanger with 5,000 Ibs Reaction Load L r 2- PA" x 14" Microllam LVL 14" Floor Joists @ 24" o.c., Typ. Beam, Flush L r ! � 4' -0" 15' -0" Partial Framing Plan Page 6 of 8 AWeyerhaeuser, US • 1.888.iLevel8 (1.888.453.8358) • www.iLevel.com A Weyerhaeuser,'Level, Microllam, Parallam, Timber5trand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR. 0 2010 Weyerhaeuser NR Company. All rights reserved. • TECHNICAL BULLETIN �� March 2010 by Weyerhaeuser Bulletin TB -300 Solution: • Use the iLevel Trus Joist Beams, Headers, and Columns Specifier's Guide ( #TJ -9000) to select a connection for the uniform loading. Multiple options exist that meets or exceed the 500 plf requirement: — 2 rows of /2" diameter bolts at 16" on- center (570 plf) — 2 rows of USP WS35 wood screws at 16" on- center (540 plf) on each side of beam — 2 rows of SDS 1 /4" x 3 at 24" on- center (510 plf) on each side of beam — 2 rows of 5" TrussLok wood screws at 24" on- center (500 plf) • Determine what additional connection is needed for the concentrated load using the information in this Technical Bulletin: 1. Using Table 1, 2A or 2B of this bulletin, locate the section for a 3 -ply 1 member and face mount hanger. Again, multiple options exist that exceed the 5,000 lb load requirement: — 1 /2" diameter bolts in a 6 -bolt connection (6,300 Ibs) — 16d (0.148" x 314 ") sinker nails in an 18 -nail connection (6,370 Ibs) — 3 WS wood screws in an 8 -screw connection (5,740 Ibs) — 31/2" SDS wood screws in a 6 -screw connection (6,120 Ibs) — 3%" TrussLok wood screws in an 8 -screw connection (6,410 Ibs) Note that the allowable applied concentrated load is dependent upon the type of hanger used and 16d common nails must be used for face mount hanger installation to achieve the capacities shown. 2. If the bolted connection option is chosen, the 3 -ply beam must be checked for the effect of the bolt holes from the 6 -bolt connection. This task may be accomplished by utilizing the location analysis feature in iLevel software. Per the detail on page 4, the bolt holes will be located approximately 1' to either side of the concentrated load location. After inputting the span and load information, choose the two locations corresponding to the concentrated load location (`L) 1'. Upon completion of the analysis, compare the calculated shear and moment for each of the two locations against the reduced allowable shear and moment capacities of the beam for the bolt pattem selected using Table 3 on page 5 of this bulletin. See the Forte software output on the following page for results of this analysis. The 3 -ply Microllam LVL beam works for the given loading. Refer to the highlighted values for the results at both bolt locations (1' on either side of the load). The highest calculated shear at either location is 6035 Ibs. The highest calculated moment is 25,215 ft-Ibs. The connection is less than 5d (48" < 14" * 5 = 70 ") from the end of the member. From Table 3 of this bulletin, the reduced allowable shear for the 3 -ply 14" Microllam LVL beam with the 6 bolt pattern located less than 5d from the end of the member is 8,795 Ibs while the reduced allowable moment is 31,905 ft -Ibs. Therefore, the beam is acceptable with the 6 bolt connection. • Select the preferred options for both the uniform load connection along the length of the beam and the concentrated load connection at the hanger location and specify both on the drawings including information on fastener type, size, spacing and installation pattern as appropriate. Page 7 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) • www.iLevel.com I Weyerhaeuser, ilevel, Microllam, Parallam, TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR. 0 2010 Weyerhaeuser NR Company. NI rights reserved. ■ eve r TECHNICAL BULLETIN by Weyerhaeuser Marcrj(}1{ Solution: .- . BUItBtIn TB -3Q0 • Use the iLevel Trus Joist Beams, Headers, and Columns Specifier's Guide ( #TJ -9000) to select a connection for the uniform loading. Multiple options exist that meets or exceed the 500 plf requirement: — 2 rows of W diameter bolts at 16" on- center (570 plf) — 2 rows of USP WS35 wood screws at 16" on- center (540 plf) on each side of beam — 2 rows of SDS 1/4" x 3W at 24" on- center (510 plf) on each side of beam — 2 rows of 5" TrussLok wood screws at 24" on- center (500 plf) • Determine what additional connection is needed for the concentrated load using the information in this Technical Bulletin: 1. Using Table 1, 2A or 2B of this bulletin, locate the section for a 3 -ply 11/4" member and face mount hanger. Again, multiple options exist that exceed the 5,000 lb load requirement: — 1/2" diameter bolts in a 6 -bolt connection (6,300 lbs) — 16d (0.148" x 31/4") sinker nails in an 18 -nail connection (6,370 lbs) — 31/2" WS wood screws in an 8 -screw connection (5,740 Ibs) — 3Y :" SDS wood screws in a 6 -screw connection (6,120 Ibs) — 31/4" TrussLok wood screws in an 8 -screw connection (6,410 Ibs) Note that the allowable applied concentrated load is dependent upon the type of hanger used and 16d common nails must be used for face mount hanger installation to achieve the capacities shown. 2. If the bolted connection option is chosen, the 3 -ply beam must be checked for the effect of the bolt holes from the 6 -bolt connection. This task may be accomplished by utilizing the location analysis feature in iLevel software. Per the detail on page 4, the bolt holes will be located approximately 1'to either side of the concentrated Toad location. After inputting the span and load information, choose the two locations corresponding to the concentrated load location ('L) 1'. Upon completion of the analysis, compare the calculated shear and moment for each of the two locations against the reduced allowable shear and moment capacities of the beam for the bolt pattem selected using Table 3 on page 5 of this bulletin. See the Forte software output on the following page for results of this analysis. The 3 -ply Microllam LVL beam works for the given loading_ Refer to the highlighted values for the results at both bolt locations (1' on either side of the load). The highest calculated shear at either location is 6035 lbs. The highest calculated moment is 25,215 ft-Ibs. The connection is less than 5d (48" < 14" * 5 = 70 ") from the end of the member. From Table 3 of this bulletin, the reduced allowable shear for the 3 -ply 14" Microllam LVL beam with the 6 bolt pattern located less than 5d from the end of the member is 8,795 lbs while the reduced allowable moment is 31,905 ft-Ibs. Therefore, the beam is acceptable with the 6 bolt connection. • Select the preferred options for both the uniform load connection along the length of the beam and the concentrated load connection at the hanger location and specify both on the drawings including information on fastener type, size, spacing and installation pattem as appropriate. Page 7 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) • www.iLevel.com L 1Weyerhaeuser, iLevel, Microllam, Parallam, TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR. 02010 Weyerhaeuser NR Company. All rights reserved. • ■ ,. eve TECHNICAL BULLETIN March 2010 by Weyerhaeuser Bulletin TB -300 Connection Design Example Given the floor framing shown below, specify the necessary connections for the a 3 -ply M lcro ll am ® LVL beam supporting a 2 -ply McroUam LVL beam on one side and floor joists from the other side. The floor joists apply a 500 pif load to the side of the beam while the 2 -ply beam reaction is 5,000 lbs. See the following page for the solution. V Brg. (Typ.) • -I L L J -I � A L .J L .a L -I L -I L r Additional 3-13/4" x 14" Microllam LVL Beam, Flush Connection L Required for r _ Concentrated Face Mount Hanger with 5,000 lbs Reaction Load I L r 2- 1 <" x 1 ® LVL " Microllam® 14" Floor Joists @ 24" o.c., Typ. Beam, Flush r 4' -0" 15' -0" Partial Framing Plan Page 6 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) • www.iLevel.com A Weyerhaeuser, !Level, Microllam, Parallam, TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR. © 2010 Weyerhaeuser NR Company. All rights reserved. ■ eve TECHNICAL BULLETIN by Weyerhaeuser March 2010 �,.. ., ,, „ , -.. Bulietfn TB 300 Table 3: Allowable Capacities of 5 Beams with Bolt Connections Bolt Conn. Beam Depth Dia. Loc. 71/4'• 9 91/2" 111/4" 11 14" 16" 18" 20" 24" Max + /_" <5d 6,235 6,545 8,755 9,560 12,345 15,005 Shear >5d 10,150 10,500 12,950 13,825 16,800 19,600 J (fbs) a /4.• <5d 3,995 4,260 6,210 6,940 9,510 12,015 > 5d 8,750 9,100 11,550 12,425 15,400 18,200 c 2 10,605 15,295 15,685 23,905 32,760 42,265 +/ 4 9,355 13,470 13,730 20,915 28,725 37,250 N Max 6 9,350 13,470 13,730 20,910 28,725 37,245 , Moment 8 13,510 20,575 28,275 36,685 E (ft-lb) 2 10,600 15,290 15,685 23,900 32,755 42,260 i= / 4 9,900 14,215 14,195 21,490 29,020 37,225 6 29,015 37,220 8 36,655 <5d 2,745 4,445 4,665 6,240 6,810 8,795 10,690 12,610 14,545 18,440 Max 1/2 > 5d 5,235 7,230 7,480 9,225 9,850 11,970 13,965 15,960 17,955 21,945 Shear <5d 1,455 2,845 3,035 4,425 4,945 6,775 8,560 10,390 12,250 16,040 (lbs) '/4" >5d 5d 4,240 6,235 6,485 8,230 8,855 10,975 12,970 14,965 16,960 20,950 2 9,960 16,220 17,105 23,990 26,730 36,385 46,670 58,130 70,740 99,375 E , /2 „ 4 9,025 14,305 15,065 21,000 23,385 31,905 41,130 51,535 63,100 89,670 o Max 6 14,305 15,060 20,995 23,385 31,905 41,125 51,530 63,100 89,670 8 20,660 23,010 31,405 40,510 50,795 62,250 88590 c> Moment (ft-lb) 2 9,950 16,210 17,100 23,985 26,725 36,380 46,665 58,125 70,740 99,370 , 4 15,145 15,895 21,710 24,030 32,235 41,105 51,120 62,285 88,015 6 32,230 41,100 51,115 62,280 88,010 8 40,475 50,335 61,335 86,745 Max y: .• < 5d 4,520 4,745 6,350 6,930 8,950 10,880 12,830 Shear >5d 7,360 7,615 9,390 10,025 12,180 14,210 16,240 J (fbs) 3/4'• <5d 2,895 3,090 4,505 5,030 6,895 8,710 10,575 co > 5d 6,345 6,600 8,375 9,010 11,165 13,195 15,225 a. 2 18,090 19,080 26,760 29,815 40,740 52,430 65,495 ® 1/2" 4 15,960 16,805 23,420 26,085 35,725 46,205 58,065 `° 6 15,955 16,800 23,420 26,080 35,725 46,205 58,060 Max 8 23,045 25,665 35,165 45,510 57,235 EL Moment 2 18,080 19,070 26,755 29,810 40,735 52,425 65,490 (ft-lb) 4 16,890 17,730 24,215 26,805 36,095 46,180 57,600 1/4•• 6 36,085 46,170 57,595 8 45,470 56,715 Table 3 General Notes • Connection location refers to distance from face of bearing to centerline of connection, where d is the beam depth. Less than 5d refers to connections located less than five times the depth of the beam from the face of bearing. • Shear reduction has been taken in accordance with NDS 3.4.3.3. • All values shown are for 5'1/4" widths. Multiply by 1.33 for 7" wide beams. • 91/4" and 111/4" TimberStrand LSL are 1.3E grade, all other depths are 1.55E grade. Page 5 of 8 /� CONTACT US • 1.888.iLevelB (1.888.453.8358) • www.iLevel.com A Weyerhaeuser, iLevel, Microllam, Parallam, TimberStrand and Trus Joist are registered trademarks and forte is a trademark of Weyerhaeuser NR. © 2010 Weyerhaeuser NR Company. All rights reserved. . • TECHNICAL BULLETIN ev e April 2010 Bulletin TB -300 by Weyerhaeuser,_ ,a Table 1, 2A, 2B General Notes • Connections are based on NOS 2005 or manufacturer's code report. • All plies must be the same material and grade. • Values are for 100% duration of load. Increase 15% for snow load or 25% for non -snow roof load conditions, where code allows. • Rotational effects should be considered for 7" wide beams loaded from one side only. • Capacities shown for face mount hanger conditions are based on 16d common (0.162" x 31/2") nails installed in the hanger. Other nails used for face mount hanger installations invalidate the capacities in these tables. • Verify adequacy of beam with all loads applied by using iLevel software or other methods. • See the iLevel Trus Joist Beams, Headers, and Columns Specifier's Guide ( #TJ -9000) for required connections for uniform side loads. Bolt or Wood Screw Connection Details • 1 /2" bolts - e /1 o maximum holes • 3 /4" bolts - 13 /is " 0 maximum holes °: a • Lead holes not required for wood screws N N Conc. Load Conc. Load m m Conc. Load Conc. Load mm `o `o N C) N • • 4• • • cj • _ • U W • • a Iv 0 • • n • • w • • Ott: ; \ EQ. 4 EQ. \ 2' Max \ (typ) 2 Fastener 4 Fastener 6 Fastener 8 Fastener Pattern Pattern Pattern Pattern Min. Beam Depth: Min. Beam Depth: Min. Beam Depth: d = 7 %" for %" o bolts d = 91; for 1 /2" o bolts d = 111/4" for 1 /2" 0 bolts d = 91/4" for' /." o bolts d = 14" for 'A o bolts d = 16" for 1/4" o bolts Conc. Load Nailed Connection Detail — E a *STAGGER NAILS TO • PREVENT SPLITTING • • • • • 16d Sinker (typ) 11/2" 1 1 $ I 9" (0.148" x 3 ") Typ. � 1 6 Nail Pattern 12 Nail Pattem 18 Nail Pattem Page 4 of 8 24 Nail Pattem CONTACT US • 1.888.iLevel8 (1.888.453.83581 • www.iLevel.com A Weyerhaeuser, iLevel, Microllam, Parallam, TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR. 0 2010 Weyerhaeuser NR Company. All rights reserved. ■ eve TECHNICAL BULLETIN April 2010 b�,� Weyerhaeuser Bulletin TB 300 Table 2B: Maximum Concentrated Load Applied to Beam - Wood Screw Connection (Ibs)t't Connection Name Hanger Wood Beam Configuration Ty Screw TrussLok Length # Screws 2 4 1 6 8 f FACE tat 3 1,600 3,205 4,805 6,410 3 -ply 1'/4" (51/4" Beam) . t TOP (2) 3Y" 800 1,600 2,405 3,205 r -I-- - - FACE 3%" -- - -- -_ - -- 31/2" +1 (51/4" Beam) / TOP (4) 3%" 800 1,600 2,405 3,205 3 /2 " +1 ' t E FACE / (51/4 Beam) TOP (3) 3 %" 1,600 3,205 4,805 6,410 I _, 4 -ply 1 FACE (2) 5", 6 1,160 2,320 3,480 4,640 (7" Beam) 1 / :I TOP (2) 5 ", 6%" 775 1,545 2,320 3,095 ' FACE tat ._ 3 2,135 4,270 6,410 8,545 2 - ply 13/4" + 31/2" I 5 ", 6 %" 2,320 4,640 6,960 9,280 (7" Beam) 1 TOP tz) 3%" 710 1,425 2,135 2,850 5 ", 6 775 1,545 2,320 3,095 2 3' / � ) TOPEz� 5 ", 6 1,160 2,320 3,480 4,640 (7" Beam 2 - ply 1'/4" + 31/20 j TOP (3 5 ", 6 1,160 2,320 3,480 4,640 (7" Beam) r ;1 , I : � , FACE 5 ", 6%" 1,160 2,320 3,480 4,640 2 -ply 1 "+ 3 '; / I (7" Beam) i 1! / TOP (4) 5 ", 6%" 1,160 2,320 3,480 4,640 51/4" + 1 FACE t (7" Beam) TOP tJl 5 ", 6 2,320 4,640 6,960 9,280 1. See page 4 for table General Notes, connection details and beam depth limitations. 2. Install screws from both sides of beam. 3. Install screws from side opposite hanger only. 4. Install screws from hanger side only. Page 3 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.83581 • www.iLevel.com ii We ilevel, Microllam, Parallam, TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR. 0 2010 Weyerhaeuser NR Company. All rights reserved. • . ■ TECHNICAL BULLETIN eVe April 2010 by Weyerhaeuser Bulletin TB -300 Table 2A: Maximum Concentrated Load Applied to Beam - Wood Screw Connection (Ibs) Fastener Type Hanger Wood USP WS Simpson SDS Beam Configuration Screw Type Length _ # Screws # Screws 2 4 6 8 2 4 6 8 l' FACE (3) 31/2" 1,435 2,870 4,305 5,740 2,040 4,080 6,120 8,160 3 - ply 1'/4" j r (5 Beam) TOP (2) 3Vz" 720 1,435 2,155 2,870 1,020 2,040 3,060 4,080 FACE 31/2" - -- - -- - -- - -- -- - - -- 3 1/2" +13/4" (5 1/4" Beam) / TOP (4) 31/2" 720 1,435 2,155 2,870 1,020 2,040 3,060 4,080 3'/z "+1'/4' FACES; 3W 1,435 2,870 4,305 5,740 2,040 4,080 6,120 8,160 Y4 (5' Beam) TOP FACE (2) 6 "c51 1,055 2,110 3,165 4,220 1,360 2,720 4,080 5,440 4 -ply 1 7 "" Beam # ) I ( TOP (2) 6 " (5) 705 1,405 2,110 2,810 905 1,815 2,720 3,625 + 3W 1,915 3,825 5,740 7,655 2,720 5,440 8,160 10,880 FACE (3) 2 - ply 13/4" + 31/2" 6 " (5) 2,110 4,220 6,325 8,435 2,720 5,440 8,160 10,880 (7" Beam) TOP ( 2 ) 3W 640 1,275 1,915 2,550 905 1,815 2,720 3,625 6 " (5) 705 1,405 2,110 2,810 905 1,815 2,720 3,625 2 - ply 31/2' FACE 6 "(5) 1,055 2,110 3,165 4,220 930 1,860 2,785 3,715 (7" Beam) TOp (2) 2 -ply 13/4" + 3'/� ' FACE / s) (7" Beam) TOP (3) 6 " 1,055 2,110 3,165 4,220 1,360 2,720 4,080 5,440 • FACE 6 " (5) 1,055 2,110 3,165 4,220 930 1,860 2,785 3,715 2 -ply 1'/4" + 31/2" 1. (7" Beam) 1 '' TOP (4) 6 "(5) 705 1,405 2,110 2,810 905 1,815 2,720 3,625 5 + 13/4 FACE / 31/4' 1,915 3,825 5,740 7,655 2,720 5,440 8,160 10,880 (7" Beam) I TOP (3) 1. See page 4 for table General Notes, connection details and beam depth limitations. 2. Install screws from both sides of beam. 3. Install screws from side opposite hanger only. 4. Install screws from hanger side only. 5. 6" SDS or WS screws can be used with Parallam' PSL and Microllam` LVL, but are not recommended for TimberStrand'"' LSL. Page 2 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.83581 • www.iLevel.com A Weyerhaeuser. !level, Microllam, Parallam, TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR. 0 2010 Weyerhaeuser NR Company All rights reserved ■ eve TECHNICAL BULLETIN April 2010 by Weyerhaeuser Bulletin TB 300 Multiple- Member Connections for Side - Loaded Beams with Concentrated Loads vNN. Table 1: Maximum Concentrated Load Applied to Beam - Bolt or Nail Connection (Ibs) Hanger 1/2"o or /4 "o Bolts 16d (0.148" x 31/4") Nails Beam Configuration Bolt # Bolts # Nails Type Diameter 2 4 6 8 6 12 18 24 0.5 2,100 4,200 6,300 8,400 3 1 FACE 2,125 4,250' 6,370` 8,495 (51/4" Beam) 0.75 3,060 6,120 9,180 12,240 u Of TOP 0.5 760 1,525 2,285 3,050 0.75 930 1,860 2,790 3,720 1,060 2,125 3,185 4,250 FACE -- -_ 3'/2 ' +1'/," - -- --- (5'/a" Beam) 0.5 0.75 1 2,100 3,150 4,200 1,530 3,060 4,590 6,120 TOP 1,060 2,125 3,185 4,250 4144,‘ gy 3'/2" +13/4 "• FACE / 0.5 2,100 4,200 6,300 8,400 (51/4" Beam) TOP 2,125 4,250 6,370 8,495 iitattii 0.75 3,060 6,120 9,180 12,240 FACE 0.5 1,400 2,800 4,200 5 4 - ply 1 0.75 2,040 4,080 6,120 8,160 - - (7" Beam) TOP 0.5 675 1,355 2,030 2,710 ".,, 0.75 825 1,655 2,480 3,305 0.5 2,800 5,600 8,400 11,200 2 - ply 1' /," + 3'/2•• FACE 0.75 5,025 10,050 15,070 20,095 2,830 5,665 8,495 11,330 (7" Beam) 0.5 935 1,865 2,800 3,735 TOP 945 1,890 2,830 3,775 p. 0.75 1,360 2,720 4,080 5,440 0.5 1,720 3,440 5,160 6,880 2- Ply 31 /2 "" FACE / (7" Beam) Viisk. TOP - -- --- --- 0.75 2,480 4,960 7,440 9,920 2 11/4" + 31/2" FACE / 0.5 1,015 2,030 3,050 4,065 (7" Beam) TOP - -- - , toij 0.75 1,240 2,480 3,720 4,960 ,. iorIK FACE 0.5 1,720 3,440 5,160 6,880 2 - ply 1 + 3'/ 0.75 2,480 4,960 7,440 9,920 -- --- - -- - -- (7" Beam) 'Lki TOP 0.5 675 1,355 2,030 2,710 Ativ 0.75 825 1,655 2,480 3,305 ___ 51/4" + 13/4" FACE / 0.5 2,800 5,600 8,400 11,200 (7" Beam) TOP 2,830 5,665 8,495` 11,330 d 0.75 5,025 10,050 15,070 20,095 1. See page 4 for table General Notes, connection details and beam depth limitations. 2. Washers required. Bolt holes to be 9/16" maximum for' /2" bolts, 13/16" maximum for 3/4" bolts. 3. Minimum end distance for bolts is 6 ". 4. Drilling bolt holes reduces the section of the beam and thus the load capacity of the supporting member. Shear and moment capacity of the beam must be checked at the location of each row of bolts. 5. Number of required nails shown must be installed from side opposite hanger. 6. Number of required nails shown must be installed from hanger side. Additionally, install half the number of required nails from side opposite hanger. Page 1 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.83581 • www.iLevel.com A Weyerhaeuser,'Level, Microllam, Parallam, TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR. O 20W Weyerhaeuser NR Company. M rights reserved. FEBRUARY 14, 2012 Standard Gable End Detail SHEET 2 MiTek Industries, Chesterfield, MO Page 2 of 2 I 11 =OD ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD Trusses @ 24" o.c. HORIZONTAL BRACE ` 2x6 DIAGONAL BRACE SPACED 48" O.C. (SEE SECTION A - \ ATTACHED TO VERTICAL WITH (4) -16d COMMON WIRE NAILS AND ATTACHED MiTek Industries, Inc. Roof Sheathing \ \ TO BLOCKING WITH (5) - 10d COMMONS. F.I TNT 1 1 Max. IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR 1 NAIL DIAGONAL BRACE TO THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE / PURLIN WITH TWO 16d NAILS CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE / TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT / MAY RESULT FROM THE BRACING OF THE GABLE ENDS / 2X 4 FASTENS �� 1 i WITH P URLIN TWO 16d NAILS EACH. ED TO FASTEN FOUR PURLIN / I lki TO BLOCKING W/ TWO 16d NAILS (MIN) Diag. Brace / ! I PSUPPOROVIDE 2x4 RTING BLOCKING THE BRACE WAND BETEEN THE THE O TRTRUUSSSES SES at 1 l3 points . � ON EITHER SIDE AS NOTED. TOENAIL BLOCKING if needed . A I TO TRUSSES WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING W ITH L N. (5) - 10d COMMON WIRE NAILS. End Wall .I •a 4 — 5 `Na - - - -- CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: STRUCTURAL METHOD 1 : ATTACH A MATCHING GABLE TRUSS TO THE INSIDE GABLE TRUSS FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE. METHOD 2 : ATTACH 2X SCABS TO THE FACE OF EACH VERTICAL SCAB ALONG MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING VERTICAL , NAILING SCHEDULE. SCABS AVE BE OF THE SAME SIZE, GRADE ��' AND D THE SPECIES AS THE TRUSS VERTICALS NAILING SCHEDULE: - FOR WIND SPEEDS 120 MPH (ASCE 7 -98, 02, 05), 150 MPH (ASCE 7 -10) OR LESS, NAIL ALL N MEMBERS WITH ONE ROW OF 10d (.131" X 3 ") NAILS SPACED 6" O.C. - FOR WIND SPEEDS GREATER 120 MPH (ASCE 7 -98, 02, 05), 150 MPH (ASCE 7 -10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (.131' X 3 ") NAILS SPACED 6" O.C. (2X 4 STUDS MINIMUM) /--- V MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. it ALL BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR INLAYED STUD VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. V AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST STRUCTUR \ BE PRESENT TO PROVIDE FULL LATERAL SUPPQ T THE BOTTOM GABLE TRU c CHORD TO RESIST ALL OUT OF PLANE LO QS) rH IR/ , INL�HOWN �W _ ,� � ,�` IN THIS DETAIL IS FOR THE VERTICA\ D�QI� Y. S `( tA J�' ��CENS F '. ■ • ■ • n NOTE :THIS DETAIL IS TO BE USED ONLY FOR * N, 34869 -� STRUCTURAL GABLES WITH INLAYED I - _ STUDS. TRUSSES WITHOUT INLAYED = -� ' �,� STUDS ARE NOT ADDRESSED HERE. / LL1 � 3/ 9/12 Lu STATE OF .. C _, STANDARD / % LOR►OI• Cj�`� / M �\ GABL' TRUSS 1109 COASTAL BAY i mmiljim,7 .. ' �'�" BOYNTON BC,FL 33435 FEBRUARY 14, 2012 Standard Gable End Detail ST -GE130 -001 WILD MiTek Industries, Chesterfield, MO Page 1 of 2 Typical x4 L -Brace Nailed To 2x_ Verticals W /10d Nails, 6" o.c. Vertical Stud II J V ertical Stud (4) - 16d Common ` Nt Wire Nails , ` DIAGONAL --\ BRACE MiTek Industries, Inc. � - -/ 11‘ / Wire Common DIAGONAL BRACE SECTION B -B S Wire Nails " 4-0" O.C. MAX /- -i ta.1 Spaced 6" o.c. (2) - 10d Common .� - 2x6 Stud or A iiiiI © TRUSS GEOMETRY AND CONDITIONS Wire Nails into 2x6 .��. 2x4 No.2 of better SHOWN ARE FOR ILLUSTRATION ONLY. ray Typical Horizontal Brace 12 Nailed To 2x_ Verticals SECTION A - A 'Stud w /(4) -10d Common Nails � Varies to Common Truss Al . / / / /. .. / / / / / / / / / ..:ME. /// SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING is TO TRUSSES WITH (2) - 10d NAILS AT EACH END. * * I,Y ATTACH DIAGONAL BRACE TO BLOCKING WITH B j��y 3x4 = (5) - 10d COMMON WIRE NAILS. /AI / ��AV� IIA g ' . • ' %" % n " (4) - 8d NAILS MINIMUM, PLYWOOD ,. SHEATHING TO 2x4 STD SPF BLOCK * - Diagonal Bracing ** - L- Bracing Refer Refer to Section A -A to Section B -B 24" Max Roof Sheathin. NOTE: .. 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. fa -MMIIMME �VC1�i 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 1' - F� ` v 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. Max. (2) 1 / ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. / ,' (2) 10d NAILS 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1x4 SRB . OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF i0 / r: . / t DIAPHRAM AT 4' -0" O.C. /Tru • -s @ 24" D.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL O / BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4. Fj (REFER TO SECTION A -A) Diag. Brace ` / 2 DIAGONAL BRACE SPACED 48" O.C. 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. \z ATTACHED TO VERTICAL WITH (4) -16d 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. at 1�3 point \ COMMON WIRE NAILS AND ATTACHED 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR if needed \� r -_. \` TO BLOCKING WITH (5) - 10d COMMONS. TYPE TRUSSES. 1 \ End Wall _ HORIZONTAL BRACE 2 DIAGONAL � --.. (SEE SECTION A -A) Minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L -Brace L -Brace BRACE 1/3 POINTS Species \ �\ \111111/// and Grade Maximum Stud Length \ \ vs S•k i /// � � 2x4 SPF Std/Stud 12" O.C. 4 -0 -7 4 -3 -2 6 -0 -4 8 -0 -15 12 -1 -6 - \\ J A ' \ • • . CEN <c / ` 2x4 SPF Std /Stud 16" O.C. 3 -7 -0 3 -8 -4 5 -2 -10 7 -1 -15 10 -8 -15 •' SF i 2x4 SPF Std /Stud 24" O.C. 2 -11 -1 3 -0 -2 4 -3 -2 5 -10 -3 8 -9 -4 * : ••, N 34869 X Diagonal braces over 6' -3" require a 2x4 T -Brace attached to - -0 • l r i one edge. Diagonal braces ov 12' -6" require 2x4 I- braces attached to both edges. Fasten T and I braces to narrow edge p • 3 / 2 9 / 12 W of web with 10d common wire nails 8in o.c., with Sin minimum STATE OF •• . � � end distance. Brace must cover 90% of diagonal length. • / / � �i S F �ORIDP.• � 0 N . CATEGORY R IIB ILDI G - 30 FEET / / /0 rV � N A` \ \ EXPOSURE B or C ASCE 7 -98, ASCE 7 -02, ASCE 7 -05 130 MPH 1109 / COASTAL BAY ASCE 7-10 160 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. BOYNTON BC , FL 3 3 4 3 5 DURATION OF LOAD INCREASE : 1.60 CONNECTION OF BRACING IS BASED ON MWFRS. STANDARD PIGGYBACK ST - PIGGY - - FEBRUARY 14, 2012 TRUSS CONNECTION DETAIL Industries, Chesterfield, MO I �R� MAXIMUM WIND SPEED = REFER TO NOTES D AND OR E =it MAX MEAN ROOF HEIGHT = 30 FEET MAX TRUSS SPACING = 24 " O.C. CATEGORY II BUILDING i i EXPOSURE B or C SCE J 0 DURATION OF LOAD INCREASE : 1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES MiTek Industries, Inc. TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER /DESIGNER ARE REQUIRED. A - PIGGBACK TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. — SHALL BE CONNECTED TO EACH PURLIN E \ WITH (2) 0.131" X 3.5" TOE NAILED. \ I B - BASE TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. \ C - PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24" O.C. A UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. \ CONNECT TO BASE TRUSS WITH (2) 0.131" X 3.5" NAILS EACH. \ D - 2 X _ X 4' -0" SCAB, SIZE AND GRADE TO MATCH TOP CHORD OF I PIGGYBACK TRUSS, ATTACHED TOONE FACE, CENTERED ON il INTERSECTION, WITH (2) ROWS OF 0.131" X 3" NAILS @ 4" O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT. IN BOTH IM— �B` —®\\_ 1. WIND IONS AND ��MI� , _____ 11 = ®1WA 1. WIND SPEED ■ OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN, OR 1 — ®mm 2. WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM • PIGGYBACK SPAN OF 12 ft. E - FOR WIND SPEEDS BETWEEN 126 AND 160 MPH, ATTACH C MITEK 3X8 20 GA Nail -On PLATES TO EACH FACE OF TRUSSES AT \ < ti 72" O.C. W/ (4) 0.131" X 1.5" PER MEMBER. STAGGER NAILS FROM OPPOSING FACES. ENSURE 0.5" EDGE DISTANCE. i — . (MIN. 2 PAIRS OF PLATES RED. REGARDLESS OF SPAN) `. B D WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: o�lmml - �� i 'mi �I �� t,- �' REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail -On , i � PLATES AS SHOWN, AND INSTALL PURLINS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. I i\\�\ \�\ ice �; .� SCAB CONNECTION PER � � 1 NOTE D ABOVE � � `II \________ A'' ®I � - 14 ---, '\I' ill �I _ - � , i - I\ ,,' This sheet is provided as a Piggyback connection FOR ALL WIND SPEEDS, ATTACH MITEK 3X6 20 GA Nail -On PLATES TO detail only. Building Designer is responsible for all . / EACH FACE OF TRUSSES AT 48" O.C. W/ (4) 0.131" X 1.5" PER MEMBER. p ermanent bracing per standard engineering practices or \ - ��,/ �� STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5" EDGE DISTANCE. refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. \ ,1111 1111 //. VERTICAL WEB TO F OR LARGE CONCENTRATED LOADS APPLIED �� ` , S S. j( C / // ii EXTEND THROUGH v / BOTTOM CHORD TO CAP TRUSS REQUIRING A VERTICAL WEB: \ � �� ,.• i OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS \ � �1G � • MUST MATCH IN S GRADE, AND MUST LINE UP \ CC AS SHOWN IN DETAIL. — _ 2) ATTACH 2 x _ x 4' -0" SCAB TO EACH FACE OF * N 34869 TRUSS ASSEMBLY WITH 2 ROWS OF 10d (0.131" X 3 ") NAILS SPACED 4" O.C. FROM EACH FACE. (SIZE AND GRADE TO MATCH _ -0 • I r , �l VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) . LJJ - / (MINIMUM 2X4) 2 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM / 9 / 1 O STATE 1 4 CONCENTRATED LOAD OF 4000 LBS ( @1.15). REVIEW _ W � � oia BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS FCORIDP ��j �� - •■__ ..�.__ -• GREATER THAN 4000 LBS. �j S • �� r T 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, / �i ED LOAD MUST BE APPLIED ED TO BOTH BASE TRUSS. /// / / O N AL 11 1 �V 5) CONCEN RA � THE PIGGYBACK AND THE BASE TRUSS DESIGN. 1109 COASTAL BAY BOYNTON BC,FL 33435 FEBRUARY 8, 2008 LATERAL BRACING RECOMMENDATIONS ST- STRGBCK =OD ® MiTek Industries, Chesterfield, MO Page 1 of 1 =" TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 0 2x6 "STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. MiTek Industries, Inc. NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. ATTACH TO VERTICAL USE METAL FRAMING ATTACH TO VERTICAL SCAB WITH (3) - 10d NAILS INSERT WOOD SCREW THROUGH OUTSIDE ANCHOR TO ATTACH WEB WITH (3) - 10d NAILS (0.131" x 3 ") FACE OF CHORD INTO EDGE OF STRONGBACK TO TOP CHORD (0.131 "x 3 ") (DO NOT USE DRYWALL TYPE SCREWS) / ATTACH TO VERTICAL \, 1 WEB WITH (3) - 10d NAILS w�� (0.131 "x 3 ") 0,.....7, NNIr -. .. . - it i \ BLOCKING BEHIND THE ATTACH 2x4 VERTICAL TO FACE VERTICAL WEB IS OF TRUSS. FASTEN TO TOP AND ATTACH TO CHORD RECOMMENDED WHILE BOTTOM CHORD WITH (2) - 10d WITH TWO #12 x 3" NAILING THE STRONGBACK NAILS (0.131" x 3 ") IN EACH CHORD WOOD SCREWS (.216" DIAM.) I A/HAks,,o_e,NrAmrrAt: RireA..Nilstie.oew / / 1.\ USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT SCREW THROUGH OUTSIDE ANCHOR TO ATTACH (3) WITH SCAB WITH TO BOTTOM CHORD (0.131" x 3") STRONGBACK (DO NOT USE (0.131 "x H ) (3) - 10d NAILS () tOd NAILS FACE OF CHORD INTO EDGE OF DRYWALL TYPE SCREWS) TRUSS 2x6 -"a 4 0 -0 WALL �, BLOCKING " ` y ` t I l I 0.h.- l l l f / / / i STRONGBACK (TYPICAL SPLICE) (BY OTHERS)' (BY OTHEI�SP\ � • //.„ i ` J,•' OCEN4 • -. •.�� i —././././/// �! � ■ * • N.. 34869 70 + 'i 1 Ili 6/22/11 STATE OF ., �� .: THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, i CORIDP. •' (j • DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' -0" LONG \ SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS /' / ONAL �` \\\ (0.131 "x3 ") EQUALLY SPACED. / / / / � f l l l l i1 �� ALTERNATE METHOD OF SPLICING: 1109 COASTAL BAY OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' -0" AND FASTEN WITH (12) - 10d BOYNTON BC, FL 33435 NAILS (0.131 "x 3") STAGGERED AND EQUALLY SPACED. (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL) JANUARY 1, 2009 I LATERAL TOE -NAIL DETAIL ST-TOENAIL SP MiTek Industries, Chesterfield, MO Page 1 of 1 �� LYJDD NOTES: 1. TOE-NAILS AND MUST HAVE FULL O FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND , ∎ EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES MiTek Industries, Inc. FOR MEMBERS OF DIFFERENT SPECIES. THIS DETAIL APPLICABLE TO THE TOE -NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) THREE END DETAILS SHOWN BELOW DIAM. SYP DF HF SPF SPF -S O .131 88.0 80.6 69.9 68.4 59.7 Z 63.4 VIEWS SHOWN ARE FOR o .135 93.5 85.6 74.2 72.6 J ILLUSTRATION PURPOSES ONLY in .162 108.8 99.6 86.4 84.5 73.8 1 co 2 .128 74.2 67.9 58.9 57.6 50.3 o .131 75.9 69.5 60.3 59.0 51.1 SIDE VIEW in .148 81.4 74.5 64.6 63.2 52.5 N 3 NAILS NEAR SIDE VALUES SHOWN ARE CAPACITY PER TOE -NAIL. RI NEAR SIDE APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. NEAR SIDE EXAMPLE: (3) - 16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES BOTTOM CHORD For Toad duration increase of 1.15: 3 (nails) X 84.5 (lb/nail) X 1.15 (DOL) = 291.5 lb Maximum Capacity ANGLE MAY \ ANGLE MAY ANGLE MAY \ VARY FROM \ VARY FROM `VARY FROM \30 °TO 60° 130 °TO 60° 30 °TO 60° - 45.00° 45.00° 45.00° 7/ - 7.- _ 7 41 I ` 1111 111111 / �. \`� p us.. S. if < �,. . F �J . v■ CENS F N 34869 • _ ' / ` 4I W� r� 6/22/11 ; ' V..` � ( STATE OF .. .'•.FCORMP".•••G \ \: • / / / / S, � 0 N \\ 1109 COASTAL BAY BOYNTON BC,FL 33435 FEBRUARY 14, 2012 1 TRUSSED VALLEY SET DETAIL ST- VALLEY HIGH WIND1 I I I I MiTek Industries, Chesterfield, MO Page 1 of 1 V I GENERAL SPECIFICATIONS � n u In R 1. NAIL SIZE = 3" X 0.131" = 10d r 2. WOOD SCREW = 3" WS3 USP OR EQUIVALENT DO NOT USE DRYWALL OR DECKING TYPE SCREW MiTek Industries, Inc. 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL A GABLE END, COMMON TRUSS 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE OR GIRDER TRUSS INDIVIDUAL DESIGN DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6. NAILING DONE PER NDS - 01 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. ti I I1 II li , II It I� I I IV I 1 II n I , I 0 J VALLEY TRUSS TYPICAL BASE TRUSSES __ _- --- - -- VALLEY TRUSS TYPICAL GABLE END, COMMON TRUSS P riF OR GIRDER TRUSS tz 8 411111 \ / A B OW (TYP.) \\ SECURE VALLEY TRUSS W/ ONE ROW OF 10d WIND DESIGN PER ASCE 7 -98, ASCE 7 -02, ASCE 7 -05 146 MPH NAILS 6" O.C. WIND DESIGN PER ASCE 7 -10 160 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 ATTACH 2x4 CONTINUOUS N0.2 SYP CATEGORY II BUILDING TO THE ROOF W/ TWO USP WS3 (1/4" X 3 ") EXPOSURE C f WOOD SCREWS INTO EACH BASE TRUSS. WIND DURATION OF LOAD INCREASE : 1.60 I \ I MAX TOP CHORD TOTAL LOAD = 50 P$F MAX SPACING = 24" O.C. (BASE /WW1/ALLEY) ' / // \ i MINIMUM REDUCED DEAD LOk9`Ofi /WW1/ALLEY) gffiFS / / �\ \ ON THE TRUSSES �\ ,\\vv , i � / *. . * Ni 34869 la '---.,< - STATE OF ., \ DETAIL A i •••.F�ORIDP`.••• (9\,- (NO SHEATHING) � �' / / ;S / ON f A\ - ` `• ilo 1109 COASTAL BAY BOYNTON BC,FL 33435 August 10, 2010 T -BRACE / I -BRACE DETAIL WITH 2X BRACE ONLY ST - T -BRACE 2 MiTek Industries, Chesterfield, MO Page 1 of 1 V �� Note: T- Bracing / I- Bracing to be used when continuous lateral bracing is impractical. T -Brace / I -Brace must cover 90% of web length. f V a Note: This detail NOT to be used to convert T -Brace / I -Brace webs to continuous lateral braced webs. MiTek Industries, Inc. Nailing Pattern Brace Size T -Brace size Nail Size Nail Spacing for One -Ply Truss Specified Continuous 2x4 or 2x6 or 2x8 10d 6" o.c. Rows of Lateral Bracing Note: Nail along entire length of T -Brace / I -Brace Web Size 1 2 (On Two -Ply's Nail to Both Plies) 2x3 or 2x4 2x4 T -Brace 2x4 I -Brace 2x6 2x6 T -Brace 2x6 I-Brace 2x8 2x8 T -Brace 2x8 I -Brace Nails \\, Brace Size for Two -Ply Truss k J Specified Continuous Rows of Lateral Bracing SPACING Web Size 1 2 2x3 or 2x4 2x4 T -Brace 2x4 I -Brace \ 1/4- \ \ - 2x6 2x6 T -Brace 2x6 I -Brace WEB 2x8 2x8 T -Brace � 2x8 1 -Brace T -Brace / I -Brace must be same species \• �; and grade (or better) as web member. // T -BRACE , 1` „.\\\_ oolltlll// / // J * •' \- y CENSF • �� i Section Detail * 9 Nr 34869 ' * Nails - � - - �/ =-D I / f'`i l wE T -Brace p 6/22/11 ' C STATE OF T,,_ Web ' . ...PtORIDP 0\ , //• 111 I'I l�i o \ \ \\ Nails- „ 1109 COASTAL BAY ma BOYNTON BC, FL 33435 Web —r I -Brace Nails/ fr1 � " CITY OF ATLANTIC BEACH .- , ) 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247 -5814 Application Number 12- 00000289 Date 5/11/12 Property Address 281 PINE ST Application type description RESIDENTIAL ADDITION Property Zoning TO BE UPDATED Application valuation . . . 90000 Application desc 2nd story addition Owner Contractor SNEAD E & R ENTERPRISES OF NORTH FL 281 PINE STREET 2628 WEST END ST. ATLANTIC BEACH FL 32233 ATLANTIC BEACH FL 32233 (904) 270 -2185 - -- Structure Information 000 000 2ND STORY ADDITION Construction Type . . . . . TYPE 5 -B Occupancy Type RESIDENTIAL Flood Zone ZONE A Permit MECHANICAL HVAC PERMIT Additional desc . NEW 2 TON SYSTEM Sub Contractor . AIR EXCELLANCE INSTALLATION Permit Fee . . . 111.00 Plan Check Fee . . .00 Issue Date . . . Valuation . . . . 0 Expiration Date . 11/07/12 Special Notes and Comments 2010 FLORIDA BUILDING CODE, 2008 NATIONA1 ELECTRIC CODE FOR AN APPROVED FINAL MECHANICAL A/C INSPECTION, A STICKER SHALL BE INSTALLED ON THE AHU TO VERIFY THAT DUCTS HAVE BEEN SEALED, A CERTIFICATION SHALL BE ON SIGHT FOR THE INSPECTOR STATING THAT THE A/C SYSTEM PASSED THE "AIR BLAST INSPECTION" FROM AND INDEPENDENT TESTING AGENCY. *REPORT ANY UNFORSEEN STRUCTURAL DAMAGE TO THE BUILDING DEPARTMENT IMMEDIATELY. WINDOW AND DOOR INSPECTION: *INSTALLATION INSTUCTIONS REQUIRED *ALL STICKERS ARE TO REMAIN ON THE WINDOWS *PROVIDE ACCESS TO ALL WINDOWS TO INSPECT FASTENERS Other Fees STATE MECH DCA SURCHARGE 2.00 STATE MECH DBPR SURCHARGE 2.00 Fee summary Charged Paid Credited Due PERMIT ISBe[IIR1A'tD 15INIEY ISiCtikadIRDANCE WiTlilA ACLITY OF Al ►V4TE CilEACH ORDINANC °AND THE FLORIBV 0 BUILDING CODES. ----.... (---- CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD 0-4", -, " ' ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247 -5814 Page 2 Application Number 12- 00000289 Date 5/11/12 Plan Check Total .00 .00 .00 .00 Other Fee Total 4.00 4.00 .00 .00 Grand Total 115.00 115.00 .00 .00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. MECHANICAL PERMIT APPLICATION CITY OF ATLANTIC BEACH 800 Seminole Rd Atlantic Beach, FL 32233 Ph (904) 247 -5826 Fax (904) 247 -5845 OM Pl � 400c— _ JOB ADDRESS: � PERMIT # I2 ^ Z9 PROJECT VALUE$ 6000G ARI# ic/433Q1 REQUIRED NEW AIR CONDITIONING & HEATING SYSTEM INSTALLATION Air Conditioning: Unit Quantity 1 - Tons Per Unit 2_ Heat: Unit Quantity 1 BTU's Per Unit Vi,&00 Seer Rating ( 3 Duct Systems: Total CFM V REQUIRED REPLACEMENT AIR CONDITIONING & HEATING SYSTEM INSTALLATION Air Conditioning: Unit Quantity Tons Per Unit Heat: Unit Quantity BTU's Per Unit Seer Rating Duct Systems: Total CFM REQUIRED FIRE PREVENTION Fire Sprinkler System Quantity (Requires 3 sets of plans) Fire Standpipe Quantity (Requires 3 sets of plans) Underground Fire Main Value (Requires 3 sets of plans) Fire Hose Cabinets Quantity (Requires 3 sets of plans) Commercial Hoods Quantity (Requires 3 sets of plans) Fire Suppression Systems Quantity (Requires 3 sets of plans) FIRE PLACES MISCELLANEOUS: Prefabricated Fireplace Qty Automobile Lifts Gas Piping Outlets Boilers BTU's Elevators /Escalators ALL OTHER GAS PIPING Heat Exchanger Quantity of Outlets Pumps # Vented Wall Furnaces Refrigerator Condenser BTU's # Water Heaters Solar Collection Systems Tanks (gallons) Wells OTHER: Permit becomes void if work does not commence within a six month period or work is suspended or abandoned for six months. I hereby certify that I have read this application and know the same to be true and correct. All provisions of laws and ordinances governing this work will be complied with whether specified or not. The permit does not give authority to violate the provisions of any other state or local law regulation construction or the performance of construction. Property Owners Name 71 O( S' Phone Number Mechanical Company AO. 64C -6-4 6JC 1A xkturribnl< 0 IcE /NC, Office Phone`s 1 I3 4 ax 4 6 4 1 - 265 -0963 Co. Address: 3913 M1-0 CAGL6 I-Ave City Tir o1d ✓/L -6 State Zip 3 2ZS7 License Holder (Print): /4Pe .A (id, Lee St to C ification/Registration # Cott-SVZ Notarized Signature of License Holder ' o O JASON DRACH ► Sworn and subscribed before me this (f day of M 20 ( Z q i ti Notary Public - State of Florida 1 t. d My Comm. Expires Aug 9, 2014 Signature of Notary Publi f 4,1,;;"; F Commission $ EE 14543 /9 . PIIIPNIPIIPMPMPNIPIIIIPMPRIPMIIPIIPNIIPNI ..-..- A?i. °' aL r CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247 -5814 J13i >� Application Number 12- 00000289 Date 5/11/12 Property Address 281 PINE ST Application type description RESIDENTIAL ADDITION Property Zoning TO BE UPDATED Application valuation . . . 90000 Application desc 2nd story addition Owner Contractor SNEAD E & R ENTERPRISES OF NORTH FL 281 PINE STREET 2628 WEST END ST. ATLANTIC BEACH FL 32233 ATLANTIC BEACH FL 32233 (904) 270 -2185 - -- Structure Information 000 000 2ND STORY ADDITION Construction Type TYPE 5 -B Occupancy Type RESIDENTIAL Flood Zone ZONE A Permit PLUMBING PERMIT Additional desc . PLBG 6 FIXTURES FOR ADDITION Sub Contractor . JAMES JOLLY PLUMBING Permit Fee . . . 97.00 Plan Check Fee .00 Issue Date Valuation . . . . 0 Expiration Date . . 11/07/12 Special Notes and Comments 2010 FLORIDA BUILDING CODE, 2008 NATIONA1 ELECTRIC CODE FOR AN APPROVED FINAL MECHANICAL A/C INSPECTION, A STICKER SHALL BE INSTALLED ON THE AHU TO VERIFY THAT DUCTS HAVE BEEN SEALED, A CERTIFICATION SHALL BE ON SIGHT FOR THE INSPECTOR STATING THAT THE A/C SYSTEM PASSED THE "AIR BLAST INSPECTION" FROM AND INDEPENDENT TESTING AGENCY. *REPORT ANY UNFORSEEN STRUCTURAL DAMAGE TO THE BUILDING DEPARTMENT IMMEDIATELY. WINDOW AND DOOR INSPECTION: *INSTALLATION INSTUCTIONS REQUIRED *ALL STICKERS ARE TO REMAIN ON THE WINDOWS *PROVIDE ACCESS TO ALL WINDOWS TO INSPECT FASTENERS Other Fees STATE PLBG DCA SURCHARGE 2.00 STATE PLBG DBPR SURCHARGE 2.00 Fee summary Charged Paid Credited Due PERMIT ISDe WiVtD EI4TEY i1RDANCE WFIVAILIOCITY OF ATLCRI @ IEACH ORDINANCI OAND THE FLORIDR 0 BUILDING CODES. � � ) CITY OF ATLANTIC BEACH Ak ti 3'4 800 SEMINOLE ROAD t2) 77, .`� ATLANTIC BEACH, FL 32233 .r INSPECTION PHONE LINE 247 -5814 0Ii> Page 2 Application Number 12- 00000289 Date 5/11/12 Plan Check Total .00 .00 .00 .00 Other Fee Total 4.00 4.00 .00 .00 Grand Total 101.00 101.00 .00 .00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. PLUMBING PERMIT APPLICATION CITY OF ATLANTIC BEACH 800 Seminole Rd Atlantic Beach, FL 32233 Ph 04) 247 -5 26 F x (904) 247 - 5845 JOB ADDRESS: ( 9 31 J c s (c.;2 PERMIT # 1 1 - e NEW OR REPLACEMENT INSTALLATION: Project Value $ TYPE OF FIXTURE QTY TYPE OF FIXTURE QTY Bathtub / Septic Tank & Pit Clothes Washer Shower Dishwasher Shower Pan Drinking Fountain Slop Sink Floor Drain Three Compartment Sink Floor Sink Toilet Hose Bibs Urinal Kitchen Sink Vacuum Breakers Laundry Tray Water Connected Appliances Lavatory Water Heater Other Fixtures Water Treating System RE -PIPE: TYPE OF FIXTURE QTY TYPE OF FIXTURE QTY Bathtub Septic Tank & Pit Clothes Washer Shower Dishwasher Shower Pan Drinking Fountain Slop Sink Floor Drain Three Compartment Sink Floor Sink Toilet Hose Bibs Urinal Kitchen Sink Vacuum Breakers Laundry Tray Water Connected Appliances Lavatory Water Heater Other Fixtures Water Treating System MISCELLANEOUS: ❑ Sewer Replacement ❑ Back Flow Preventer ❑ Grease Interceptor (Trap) gallons (Requires 3 sets of plans) ❑ Lawn Sprinkler System- Number of Heads ❑ Well ** ** SJRWD Well Completion Form. Completed form to be submitted to the Building Department for final inspection. ** ❑ Other Permit becomes void if work does not commence within a six month period or work is suspended or abandoned for six months. I hereby certify that I have read this application and know the same to be true and correct. All provisions of laws and ordinances governing this work will be complied with whether specified or not. The permit does not give authority to violate the provisions of any other state or local law regulation construction or the performance of construction. Property Owners Name _ A E W f 1. Phone N umber p y ' R Co m an C Of fice Phone ?_ `� _ Plum,' 9 Fax i T , s nw ,. City � State Zip,3 av x t _ �� UI Lice << "3 ' - - _ 1 u , " _ tate C-rti ation/Registration # 0 ,_- P i. nan Notarized Signature o lder Sworn and subscribed before ^e th / day o i 20 /J Signature of Notary Public /