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890 Beach Ave 2013 Addition CITY OF ATLANTIC BEACH f 800 SEMINOLE ROAD j ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 Application Number . . . . . 13-00003446 Date 10/10/13 Property Address . . . . . . 890 BEACH AVE Application type description RESIDENTIAL ADDITION Property Zoning . . . . . . . RES SF DISTRICT Application valuation . . . . 520000 ---------------------------------------------------------------------------- Application desc 3 FLOOR ADDITION ---------------------------------------------------------------------------- Owner Contractor ------------------------ ------------------------ FERNANDEZ ELLIS T III FLINT CONSTRUCTION SVCS (GC) 890 BEACH AVE 1419 LINKSIDE DRIVE ATLANTIC BEACH FL 32233 ATLANTIC BEACH FL 32233 (904) 994-9626 --- Structure Information 000 000 ADDITION Construction Type . . . . . TYPE 5-B Occupancy Type . . . . . . RESIDENTIAL Flood Zone . . . . . . . . ZONE X ---------------------------------------------------------------------------- Permit . . . . . . RESIDENTIAL ADDITION Additional desc . . Permit Fee . . . . 1720 . 00 Plan Check Fee 860 . 00 Issue Date . . . . Valuation . . . . 520000 Expiration Date . . 4/08/14 ---------------------------------------------------------------------------- Special Notes and Comments Full right-of-way restoration, including sod and asphalt repair, is required. Roll off container company must be on City approved list and container cannot be placed on City Right-of-Way. (Approved: Advanced Disposal, Realco, Shappelle ' s and Waste Management . ) Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities . Contact Public Works (247-5834) for Erosion and Sediment Control Inspection prior to start of construction. Pavers must be installed over crushed aggregate base (e.g. #8 or #89 stone) . 2010 FLORIDA BUILDING CODE, 2008 NATIONAL ELECTRIC CODE A sewer cleanout must be installed at the property line. Cleanout must be covered with an RT1 concrete box with metal lid. Cleanout to be set to grade and visible . *SUBMIT "CERTIFICATE OF COMPLIANCE" BY A LICENSED PEST CONTROL COMPANY PRIOR TO C.O. ' � � IN7� � DA�Ur HE FLORIDA IS e�9TR BUILDING CODES. CITY OF ATLANTIC BEACH s) 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 v JJ� Jf Page 2 Application Number . . . . . 13-00003446 Date 10/10/13 ---------------------------------------------------------------------------- Special Notes and Comments 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 25 . 80 DEV REVIEW-SINGLE & 2-FAM 50 . 00 ENG REV RESIDENTIAL BLD 25 . 00 STATE DBPR SURCHARGE 25 . 80 UTIL REV PRE APP >3 HRS 25 . 00 ---------------------------------------------------------------------------- Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 1720 . 00 1720 . 00 . 00 . 00 Plan Check Total 860 . 00 860 . 00 . 00 . 00 Other Fee Total 151 . 60 151 . 60 . 00 . 00 Grand Total 2731 . 60 2731 . 60 . 00 . 00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. 3 "" * WWILDING PERMIT APPLICATION I . ITY OF ATLANTIC BEACHFR� S Q lU( FILE COPY80 Seminole Road, Atlantic Beach FL 32233- . :. ��.:Mice (904) 247-5826 Fax (904) 247-58454d 2 013 Job Address: ro /yraCM ) t'c Permit Nu er: — W 6 Legal Description Parcel# Floor Area of Sq.Ft. Sq.Ft Valuation of Work$ S a©/6W Proposed Work heated/cooled_ non-heated/cooled 3 G S 9/9 S•F. Class of Work(circle one): New 161 n Alteration Repair Move Demolition pool/spa window/door Use of existing/proposed structure(s)(circle one): Commercial Retial If an existing structure,is a fire sprinkler system installed? (Circle one): Yes 45b N/A Florida Product Approval# For multiple products use product approval orm / Describe in detail the type of work to be performed: �oASf�c,f q�Pta ifry`lp Az • /77 Property Owner Information: Name: r• / fe0Cao�P Address: i7� �t` '► �`� City ,c =-C,4 State K-Zip_I2 3 Phone f o j( S a S !o 9L( E-Mail or Fax# (Optional) Contractor Informaation: G Company Name: I t/tN �oRsfi��Gf��^ ��-�►«f Quali ing gent: tSe` uAddress: /F City� State Zip 3 a a 3 Office Phone f< py�` l d(t Job Site/Contact Number f pQe Fax State Certification/Registration# C C if-0 Uo Architect Name&Phone# � ,5 C? S © ? Engineer's Name&Phone# Lo✓ '60K (F o7 O fo Fee Simple Title Holder Name and Address Bonding Company Name and Address Mortgage Lender Name and Address /fy t 2 aC9 Joy, �, Application is hereby made to obtain a permit to do the work and installations as indicated. I 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 nail[ 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 P is commenced. I 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. 1 hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type o work will be comph d with whethe eci ted herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any other fe r stat loc aw regulating con tr the performance of construction. Signature of Owne Signature of Contractor Print NameN Print Name ... ......... ...... ..... G . e 11...........................'.. .. ......................................... Before iVeBefore me this j CM Dav of 2013— 1 this D of '2013 lJ �l GOYE Notary u611C .Rg MY Cr7295 EXPIRE ."_ MY COMMISSION# ember 04,2915 EXP:.1ES November 0-'RiM§e 10.24.12 t4 cpm FWAde OF �w+• :otarYservice.com (407)398-0153 _ DO NOT WRITE BELOW- OFFICE USE ONLY Applicable Codes: 2010 FLORIDA B( DINGCODE Review Result (circle one): (:A:p::prov� Disapproved Approved w/ Conditions Review Initials/Date: o74-?7--r.�r Development Size Habitable Space �,q 9p�•F Non-Habitable 7:r.2 r. F Impervious area Miscellaneous Information Occupancy Group R- 3 Type of Construction, i(3 Number of Stories 3 Zoning District P, 3 - �L Max. Occupancy Load Fire Sprinklers Required Flood Zone A.4 Conditions/Comments: \ St1 800 Seminole Road y Atlantic Beach,Florida 32233 Telephone(904)247-5800 FAX(904)247-5805 Construction Site Management Plan Compliance A construction site management plan conforming to Atlantic Beach City Code Sec 6-18 has been approved as a part of this building permit. The Construction site management plan was approved based upon the following information. 1. Parking plan—parking plan showing how site will be accessed and all onsite and abutting street parking areas. 2. 3. Location of construction trailers, loading/unloading area and material storage area. 4. Location of chemical toilet area.(chemical toilets must be kept out of City right-of-way and not further than 15 feet from structure under construction) 5. Location of dumpster. Dumpster must be from an approved waste company (in accordance with Chapter 16 City Code) as of 2009 the permitted dumpsters are Advanced Disposal,Realco Recycling, and Shappells. Dumpsters will have tarp covers or rigid covers on windy days. Dumpsters must be removed prior to issuance of Certificate of Occupancy. 6. Traffic control plan, showing access with dimensions, area to be stabilized, narrative on phasing of construction with adequate parking and delivery of materials. 7. Site cleanliness. Contractor must have the entire construction site cleaned by Friday of each week. This means removal of scrap lumber, concrete remnants and other such construction debris including cans, metal, plastic and paper. 8. Erosion and Sediment Control. Contractor must maintain all elements of the approved Erosion& Sediment Control Plan (silt fence, catch basin filters, etc.) until sod or other stabilization has been placed and approved by Public Works. 9. Other activities, where special conditions are identified by the Building Official. Failure to comply with the Construction Site Management Ordinance may result in a Stop Work Order being issued in accordance with City Code Sec. 6-17 (3) Revised 5/2009 k F om FILF MAP SHO WING BOUNDARY SURVEY 0 � A PART OF THE HOTEL RESERVATION, AS SHOWN ON MAYPORT TERMINAL COMPANY'S MAP OF ATLANTIC BEACH, AS RECORDED IN PLAT BOOK 5, PAGE 64, AND ALSO SHOWN ON PLAT NO. 1, SUBDIVISION "A" OF ATLANTIC BEACH, AS RECORDED IN PLAT BOOK 5, PAGE 69, BOTH OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA, SAID PART BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: FOR A POINT OF REFERENCE COMMENCE AT THE NORTHWEST CORNER OF CLUB MANOR, AS RECORDED IN PLAT BOOK 25, PAGE 62 OF SAID PUBLIC RECORDS; THENCE NORTH 85' 32' 15" EAST, ALONG THE NORTH LINE OF SAID CLUB MANOR, A DISTANCE OF 246.25 FEET TO THE POINT OF BEGINNING; THENCE CONTINUE NORTH 85' 32' 15" EAST, ALONG SAID NORTH LINE OF CLUB MANOR, A DISTANCE OF 147.71 FEET TO THE POINT WHICH LIES SOUTH 85' 32' 15" WEST, A DISTANCE OF 187.52 FEET FROM THE NORTHEAST CORNER OF SAID CLUB MANOR; THENCE NORTH 4. 27' 45" WEST, A DISTANCE OF 100.00 FEET; THENCE SOUTH 85' 32' 15" WEST, A DISTANCE OF 150.84 FEET; THENCE SOUTH 6' 15' 15" EAST, A DISTANCE OF 100.05 FEET TO THE POINT OF BEGINNING. ti;-o.84-- '�... I � 0 0 S o O N.•. .• :, p «L STY Go q.��s �; - _ 0 N *� QL20 Gc.1oo C7 0 I� p IP 0 7 r -5--'E:—:: 14--7.-11 ,ovEL-, ( so'�I " CERTIFIED FOR: ELLIS T. FERNANDEZ, III; STEWART TITLE OF JACKSONVILLE, INC.; COMMUNITY FIRST BANK; CRABTREE 6 WHITE P.A. NOT VALID UNLESS EMBOSSED WITH SEAL OF THE UNDERSIGNED. BEARINGS BASED ON G--I-'' LINE AS SHOWN THE PROPERTY SHOWN HEREON APPEARS TO LIE WITHIN FLOOD HAZARD ZONE K AS SCALED FROM FLOOD INSURANCE RATE MAP cOOI FOR A- t r L_ C38e�.NI FLORIDA, DATED 4 «-E5--1' TRI-STATE LAND SURVEYORS, INC. 8411 BA MEADOWS WAY SUITE #2, JACKSONOLLE, FLORIDA 32256 (904) 737-7235 LECFiao I HEREBY CER77FY THAT THE ABOVE LANDS WERE SURVEYED UNDER MY •Galva MON RESPONSIBILE SUPERVISION AND DIRECT70N, THAT THERE ARE NO •1RC9 COVE ENCROACHMENTS EXCEPT AS SHOWN AND THAT THE SURVEY SHOWN (srT WIN CAP I LS+1s) HEREON MEETS THE MINIMUM TECHNICAL STANDARDS SET FORTH BY x-FENCE THE FLORIDA BOARD OF LAND SURVEYORS PURSUANT TO SECT70N 0 IRON COR.(FOUND) 472.027, FLORIDA STATUTES. 0 CROSS CUT RXL BUILDING RES7RICTION UNE Ne E.Sv7 EASo+ENT LARRY G. PDY, P.L.S. N. 4144 COV. co�ERm AREA SCALE.- �"=Z.o _ Q CENTERLINE - A/C Aur ccwlll—IC PAD RE ISTR VEYOR, STA OF FLORIDA (R) RADIAL DISTANCE DATE: CONCRETE F.B. LCA PG. 3 7 38 ORDER NO.23''�� -Syatlf�� City of Atlantic Beach APPLICATION NUMBER Building Department (To be assigned by the Building De artment.) rid 800 Seminole Road �r Atlantic Beach, Florida 32233.5445 Phone(904)247-5826 • Fax(904)247-5845 V,jilt E-mail: building-dept@coab.us Date routed: City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: Q 16f & 146 De ent review required Yes No Applicant: h'o IVI ning &Zonin Tree ministrator Project: / ubIIc Work u Utilitie Public Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified B 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: JE I APPLIC TION STATUS Reviewing Department First Review: Approved. ❑Denied. (Circle one.) Comments: �d"3Maj �4 j'lw E&J4C 3 51 BUILDING PLANNING &ZONING Reviewed bQ�9&� Date: / TREE ADMIN. Second Review: [-]Approved 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 05/14/09 City of Atlantic Beach APPLICATION NUMBER Building Department - (To be assigned by the Building Department.) i' 800 Seminole Road ` .. �r Atlantic Beach, Florida 32233-5445 Phone(904)247-5826 - Fax(904)241487 E-mail: building-dept@coab.usDate routed: a Cityweb-site: http:Uwww.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: —Z�U VG DeRadment review required Yes No Applicant: QA/ Planning &Zonin Tree Administrator Project: / ubtic work u Utilities Public Safety Fire Services Review fee �2 Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified B 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: BUILDING PLANNING &ZONING Reviewed by: Date: TREE ADMIN. Second Review: ❑Approved as revised. ❑Denied. P KS Comments: 1 (TIES PUBLIC SAFETY Reviewed by. Date: FIRE SERVICES Third Review: [Approved as revised. ❑Denied. Comments: Reviewed by: Date: Revised 05H4/09 �� City of Atlantic Beach APPLICATION NUMBER ' Building Department (To be assigned by the Building De artment.) 800 Seminole Road �. Atlantic Beach, Florida 322335445 Phone(904)247-5826 • Fax(904)247-5845 h jilt E-mail:E-mail: building-dept@coab.us Date routed: c City web-site: http:/Avww.coab.us APPLICATION REVIEW AND TRACKING FORMA Property Address: 4 V6 R2RAMPent review required Yes No Applicant: A4 0� Tanning &Zonin > Tree ministrator Project: / *Public Wo UUtilities Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required-f Riew or ReceiptDateormit Verified B 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: QApproved. enied. / C e )►��r'-e x- (Circle one.) Comments: BUILDING ed rmusr' ne PLANNING &ZONING Reviewed by: Date: TREE ADMIN. Second Review: A roved as revised. pp ❑Denied. PUBLIC WORKS Comments: ' PUBLIC UTILITIES J'/" 1/ PUBLIC SAFETY Reviewed by. Date. 6 FIRE SERVICES Third Review: QApproved as revised. ❑Denied. Comments: Reviewed by. Date: Revised 05/14/09 -•..i9Ey'.'J.sriu 4J'-`:"5:+�•kw.r!i+wn. M:ai �- FILE GOP m 'oo a� ci 2 z e 1 � j � S o t. t•�r —u d a y Z O U i 00 �1 G1 c/i W N ►� a1 Ch P W N A n C3 n A CD 0 Cr ol o CD cra CD N o o �. aa MdQ uq as C �° .� C: C O c O Q' n ^ it7 CDO ° COL u N rt b v n z eD a CD 'D � a x do 0 CD CD 04. CD 44. town w o CD vi r., cD C" � o d C-D' GN CD i p� vi -P W N •.� O '� oo J O� v: P W' N �-•� O � p �O oo J O� � �A W N � � � N '� � 7� C� C-' � 7� 7,i � � b,7 Z � � y Q O v� � � � � C� � � o �'• Z' ° ', O o � o � .-• o � � o o �' o � o o � � � � � � � m � o � ¢- CEJ � C� CD CD CD cn `� CD CD CDCD m CD p �h .r CDr uQ n cn C" Ua CD qQ o a � � �y A A 'S n R p A � O a G� C3 G O A r O A A'+ l . i a� Uri w NJ a1 W N o y x J CA CD y wCD pJ CD Z A* U? N o y r..0 0 m �s C CD �s fD �s 0 c C e� 0 0 0 o i .� CD 0 Ln 0 CD CD x' m a. a CEJ 7' N .� ¢' . . 4 N ~ A o rnCD O CL (p C1 En CD aQoo `. 00 C n C C rA h 0 o y ° 0 14. w tw n aha C 0 0 CD 0 IOD ; o 6 C �. C - cD ... C) CD CD d 'Aj 0 IN CD a wCD cu o C CD CL ° CD o 0 CDC Q.. con � O i i FORM 405-10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Fernandez Addition Builder Name: Street: 890 Beach Ave Permit Office: Atlantic Beach City, State, Zip: Atlantic Beach , FL , Permit Number: a OPY ' Owner: Jurisdiction: 261100 Design Location: FL, Jacksonville 1. New construction or existing New (From Plans) 9. Wall Types(3330.8 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame- Wood, Exterior R=19.0 3330.80 ft2 b. N/A R= ft2 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 (1681.0 sgft.) Insulation Area a. Under Attic (Vented) R=30.0 1681.00 ft2 6. Conditioned floor area above grade (ft2) 2990 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 11.RDuc s R ft2 7. Windows(377.2 sqft.) Description Area a. Sup: Attic, Ret:Attic,AH: 1st Floor 6 125.19 a. U-Factor: Sgl, U=0.70 377.21 ft2 b. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 263.51 SHGC: SHGC=0.50 b. U-Factor: N/A ft2 12. Cooling systems kBtu/hr Efficiency SHGC: a. Central Unit Existing 42.0 SEER:13.00 b. Central Unit 60.0 SEER:13.00 c. U-Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump Existing 42.0 HSPF:7.70 SHGC: b. Electric Heat Pump 60.0 HSPF:7.70 Area Weighted Average Overhang Depth: 2.213 ft. Area Weighted Average SHGC: 0.500 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (1018.0 sqft.) Insulation Area EF: 0.900 a. Crawlspace R=19.0 963.00 ft2 b. Conservation features b. Raised Floor R=19.0 55.00 ft2 None c. N/A R= ft2 15. Credits Pstat Glass/Floor Area: 0.126 Total Proposed Modified Loads: 61.80 PASS Total Standard Reference Loads: 80.74 1 hereby certify that the plans and specifications covered by Review of the plans and ij'VRE ST4T this calculation are in compliance with the Florida Energy specifications covered by this v Code. A calculation indicates compliance f Ryan B. Ellis with the Florida Energy Code. PREPARED BY: Before construction is completed =` DATE: 9/16/13 this building will be inspected for 0 compliance with Section 553.908 ° I hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energy Code. C0�WE OWNER/AGENT: BUILDING OFFICIAL: m DATE: DATE: - Compliance requires completion of a Florida Air Barrier and Insulation Inspection Checklist 9/16/2013 12:07 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 1 of 6 PROJECT Title: Fernandez Addition Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2990 Lot# Owner: Total Stories: 3 Block/SubDivision: #of Units: 1 Worst Case: No PlatBook: Builder Name: Rotate Angle: 0 Street: 890 Beach Ave Permit Office: Atlantic Beach Cross Ventilation: County: Duval Jurisdiction: 261100 Whole House Fan: City, State, Zip: Atlantic Beach , Family Type: Single-family FL , New/Existing: New (From Plans) Comment: CLIMATE V/ IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5% 2.5 % Winter Summer Degree Days Moisture Range FL, Jacksonville FL–JACKSONVILLE–INT 2 32 93 70 75 1281 49 Medium BLOCKS Number Name Area Volume 1 Block1 963 8667 2 Block2 2027 20878.0996 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1st Floor 963 8667 No 1 0 1 Yes Yes Yes 2 2nd Floor 705 7261.5 No 2 3 1 Yes Yes Yes 3 3rd Floor 1322 13616.6 No 2 1 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Crawlspace 1st Floor 88.1 ft 0 963 ft2 19 0 0 1 2 Raised Floor 2nd Floor — — 55 ft2 19 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Hip Metal 1732 ft2 0 ft2 Medium 0.96 No 0.9 No 0 14 ATTIC V # Type Ventilation Vent Ratio(1 in) Area RBS IRCC 1 Full attic Vented 300 1681 ft2 N N CEILING # Ceiling Type Space R-Value Area Framing Frac Truss Type 1 Under Attic (Vented) 2nd Floor 30 359 ft2 0.11 Wood 2 Under Attic (Vented) 3rd Floor 30 1322 ft2 0.11 Wood WALLS Adjacent Space Cavity Width Height Sheathing Framing Solar Below In Ft In Area R-Vahle Fraction Absor Grmie% nrnt To Wall Type Ft 1 S Exterior Frame- Wood 1st Floor 19 12.3 9 110.7 ft2 0.23 0.75 0 2 SE Exterior Frame- Wood 1st Floor 19 14.1 9 126.9 ft2 0.23 0.75 0 3 E Exterior Frame- Wood 1st Floor 19 40.4 9 363.6 ft2 0.23 0.75 0 4 N Exterior Frame- Wood 1st Floor 19 20 9 180.0 ft2 0.23 0.75 0 5 W Exterior Frame- Wood 1st Floor 19 1.3 9 11.7 ft2 0.23 0.75 0 6 S Exterior Frame- Wood 2nd Floor 19 23.2 10.3 239.0 ft2 0.23 0.75 0 7 E Exterior Frame- Wood 2nd Floor 19 50.5 10.3 520.2 ft2 0.23 0.75 0 8 N Exterior Frame- Wood 2nd Floor 19 23.2 10.3 239.0 ft2 0.23 0.75 0 9 E Exterior Frame- Wood 3rd Floor 19 25.9 10.3 266.8 ft2 0.23 0.75 0 10 SE Exterior Frame- Wood 3rd Floor 19 12.7 10.3 130.8 ft2 0.23 0.75 0 11 NE Exterior Frame- Wood 3rd Floor 19 12.7 10.3 130.8 ft2 0.23 0.75 0 12 N Exterior Frame- Wood 3rd Floor 19 28.4 10.3 292.5 ft2 0.23 0.75 0 13 W Exterior Frame- Wood 3rd Floor 19 32.4 10.3 333.7 ft2 0.23 0.75 0 14 NW Exterior Frame- Wood 3rd Floor 19 4.5 10.3 46.4 ft2 0.23 0.75 0 15 SW Exterior Frame- Wood 3rd Floor 19 4.5 10.3 46.4 ft2 0.23 0.75 0 16 S Exterior Frame- Wood 3rd Floor 19 28.4 10.3 292.5 ft2 0.23 0.75 0 DOORS # Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 S Wood 1st Floor None 0.460000 1.5 6.7 10.04999 2 E Wood 3rd Floor None 0.460000 1 6.7 6.699999 3 E Wood 3rd Floor None 0.460000 1 6.7 6.699999 4 E Wood 3rd Floor None 0.460000 1 6.7 6.699999 5 E Wood 3rd Floor None 0.460000 1 6.7 6.699999 6 N Wood 3rd Floor None 0.460000 1.5 6.7 10.04999 WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang # Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 S 1 Metal Low-E Single Yes 0.7 0.5 4.4 ft2 2 ft 0 in 3 ft 0 in Drapes/blinds None 2 SE 2 Metal Low-E Single Yes 0.7 0.5 10.0 ft2 10 ft 0 in 3 ft 0 in Drapes/blinds None 3 SE 2 Metal Low-E Single Yes 0.7 0.5 20.1 ft2 2 ft 0 in 3 ft 0 in Drapes/blinds None 4 E 3 Metal Low-E Single Yes 0.7 0.5 4.4 ft2 2 ft 0 in 3 ft 0 in Drapes/blinds None 5 E 3 Metal Low-E Single Yes 0.7 0.5 33.5 ft2 2 ft 0 in 23 ft 0 in Drapes/blinds None 6 E 3 Metal Low-E Single Yes 0.7 0.5 27.3 ft2 2 ft 0 in 14 ft 0 in Drapes/blinds None 7 N 4 Metal Low-E Single Yes 0.7 0.5 40.9 ft2 2 ft 0 in 14 ft 0 in Drapes/blinds None 8 S 6 Metal Low-E Single Yes 0.7 0.5 10.3 ft2 2 ft 0 in 4 ft 0 in Drapestblinds None WINDOWS Orientation shown is the entered, Proposed orientation. / Wall Overhang V # Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 9 E 7 Metal Low-E Single Yes 0.7 0.5 27.0 ft2 2 ft 0 in 4 ft 0 in Drapes/blinds None 10 E 7 Metal Low-E Single Yes 0.7 0.5 9.6 ft2 2 ft 0 in 4 ft 0 in Drapes/blinds None 11 N 8 Metal Low-E Single Yes 0.7 0.5 10.3 ft2 2 ft 0 in 4 ft 0 in Drapes/blinds None 12 E 9 Metal Low-E Single Yes 0.7 0.5 26.8 ft2 2 ft 0 in 1 ft 0 in Drapes/blinds None 13 SE 10 Metal Low-E Single Yes 0.7 0.5 29.1 ft2 2 ft 0 in 1 ft 0 in Drapes/blinds None 14 E 9 Metal Low-E Single Yes 0.7 0.5 14.6 ft2 2 ft 0 in 1 ft 0 in Drapes/blinds None 15 NE 11 Metal Law-E Single Yes 0.7 0.5 29.1 ft2 2 ft 0 in 4 ft 0 in Drapes/blinds None 16 N 12 Metal Low-E Single Yes 0.7 0.5 15.3 ft2 2 ft 0 in 1 ft 0 in Drapes/blinds None 17 N 12 Metal Low-E Single Yes 0.7 0.5 10.0 ft2 2 ft 0 in 1 ft 0 in Drapes/blinds None 18 NW 14 Metal Low-E Single Yes 0.7 0.5 11.5 ft2 2 ft 0 in 1 ft 0 in Drapes/blinds None 19 W 13 Metal Low-E Single Yes 0.7 0.5 11.5 ft2 2 ft 0 in 1 ft 0 in Drapes/blinds None 20 SW 15 Metal Low-E Single Yes 0.7 0.5 11.5 ft2 2 ft 0 in 1 ft 0 in Drapes/blinds None 21 S 16 Metal Low-E Single Yes 0.7 0.5 4.5 ft2 2 ft 0 in 1 ft 0 in Drapes/blinds None 22 S 16 Metal Low-E Single Yes 0.7 0.5 15.3 ft2 2 ft 0 in 1 ft 0 in Drapes/blinds None INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Best Guess 0.000500 3921.4 215.28 404.86 0.5352 7.9635 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump None HSPF: 7.7 42 kBtu/hr 1 sys#1 2 Electric Heat Pump None HSPF: 7.7 60 kBtu/hr 2 sys#2 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit None SEER: 13 42 kBtu/hr 1260 cfm 0.75 1 sys#1 2 Central Unit None SEER: 13 60 kBtu/hr 1800 cfm 0.75 2 sys#2 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None 2nd Floor 0.9 50 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 DUCTS / ----Supply-- --Return---- Air CFM25 HVAC# # Location R-Value Area Location Area Leakage Type Handler CIFI0125 OUT QN RLF Heat Cool 1 Attic 6 125.19 Attic 48.15 ft Default Leakage 1st Floor cfm (Default) 1 1 2 Attic 6 263.51 Attic 101.35 Default Leakage 2nd Floor cfm (Default) 2 2 TEMPERATURES Programable Thermostat:Y Ceiling Fans: Cooling [ ]Jan Feb [[ ]]Mar Apr Ma (X]Jun Jul AugX] S [ ]Oct ki Nov Dec Heatin [X] Jan Feb ki Mar Apr f May ]Jun ri Jul ri Au9 E ]Sep [ ]Oct Nov XDec Ventin [ ]Jan [ Feb [[XX]] Mar [X A r ( Ma ]Jun Jut Au ]S [X)Oct Nov [ 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 FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations Residential Whole Building Performance Method ADDRESS: 890 Beach Ave PERMIT* Atlantic Beach, FL, MANDATORY REQUIREMENTS SUMMARY-See individual code sections for full details. COMPONENT SECTION SUMMARY OF REQUIREMENT(S) CHECK Air leakage 402.4 To be caulked, gasketed, weatherstripped or otherwise sealed. Recessed lighting IC-rated as meeting ASTM E 283. Windows and doors=0.30 cfm/sq.ft. Testing or visual inspection required. Fireplaces: x gasketed doors&outdoor combustion air. Must complete envelope leakage report or visually verify Table 402.4.2. Thermostat& 403.1 At least one thermostat shall be provided for each separate heating and controls cooling system. Where forced-air furnace is primary system, programmable thermostat is required. Heat pumps with supplemental x electric heat must prevent supplemental heat when compressor can meet the load. Ducts 403.2.2 All ducts, air handlers, filter boxes and building cavities which form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section 503.2.7.2 of this code. x 403.3.3 Building framing cavities shall not be used as supply ducts. Water heaters 403.4 Heat trap required for vertical pipe risers. Comply with efficiencies in Table 403.4.3.2. Provide switch or clearly marked circuit breaker x (electric)or shutoff(gas). Circulating system pipes insulated to= R-2 + accessible manual OFF switch. Mechanical 403.5 Homes designed to operate at positive pressure or with mechanical ventilation ventilation systems shall not exceed the minimum ASHRAE 62 level. No make-up air from attics, crawlspaces, garages or outdoors adjacent to pools or spas. Swimming Pools 403.9 Pool pumps and pool pump motors with a total horsepower(HP)of= 1 &Spas HP shall have the capability of operating at two or more speeds. Spas and heated pools must have vapor-retardant covers or a liquid cover or other means proven to reduce heat loss except if 70%of heat from site-recovered energy. Off/timer switch required. Gas heaters minimum thermal efficiency=78%(82%after4/16/13). Heat pump pool heaters minimum COP=4.0. Cooling/heating 403.6 Sizing calculation performed&attached. Minimum efficiencies per Tables 503.2.3. Equipment efficiency verification required. Special equipment occasion cooling or heating capacity requires separate system or x variable capacity system. Electric heat>10kW must be divided into two or more stages. Ceilings/knee walls 405.2.1 R-19 space permitting. x ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 77 The lower the EnergyPerformance Index, the more efficient the home. 890 Beach Ave, Atlantic Beach, FL, 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=19.0 3330.80 ft' b.N/A R= ft2 3. Number of units,if multiple family 1 c.N/A R= ft2 4. Number of Bedrooms 4 d.N/A R= ft2 10.Ceiling Types Insulation Area 5. Is this a worst case? No a.Under Attic(Vented) R=30.0 1681.00 ft2 6. Conditioned floor area(ft2) 2990 b.N/A R= ft2 7. Windows" Description Area c.N/A R= ft2 a. U-Factor: Sgt, U=0.70 377.21 ft2 11.Ducts R ft2 a.Sup:Attic,Ret:Attic,AH: 1st Floor 6 125.19 SHGC: SHGC=0.50 b.Sup: Attic,Ret:Attic,AH:2nd Floor 6 263.51 b. U-Factor: N/A ft2 SHGC: 12.Cooling systems kBtu/hr Efficiency c. U-Factor: N/A ft2 a.Central Unit existing 42.0 SEER:13.00 SHGC: b.Central Unit 60.0 SEER:13.00 d. U-Factor: N/A ft2 13.Heating systems kBtu/hr Efficiency SHGC: a. Electric Heat Pump existing 42.0 HSPF:7.70 Area Weighted Average Overhang Depth: 2.213 ft. b. Electric Heat Pump 60.0 HSPF:7.70 Area Weighted Average SHGC: 0.500 8. Floor Types Insulation Area 14. Hot water systems Cap:50 gallons a.Crawlspace R=19.0 963.00 ft2 a.Electric EF:0.9 b. Raised Floor R=19.0 55.00 ft2 c.N/A R= ft2 b. Conservation features None 15.Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building O�VE STq�� Construction through the above energy saving features which will be installed (or exceeded) � e O in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. x - v Builder Signature: Date: Address of New Home: City/FL Zip: - -- - -- coo wE�v *Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage(EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. **Label required by Section 303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software TABLE 402.4.2 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Fernandez Addition Builder Name: Street: 890 Beach Ave Permit Office: Atlantic Beach City,State,Zip: Atlantic Beach,FL, Permit Number: Owner: Jurisdiction: 261100 Design Location: FL,Jacksonville COMPONENT CRITERIA CHECK Air barrier and thermal barrier Exterior thermal envelope insulation for framed walls is installed in substantial contact and continuous alignment with building envelope air barrier. Breaks or joints in the air barrier are filled or repaired. Air-permeable insulation is not used as a sealing material. Air- ermeable insulation is inside of an air barrier. Ceiling/attic Air barrier in any dropped ceiling/soffit is substantially aligned with insulation and any gaps are sealed. Attic access(except unvented attic), knee wall door, or drop down stair is sealed. Walls Corners and headers are insulated. Junction of foundation and sill plate is sealed. Windows and doors Space between window/door jambs and framing is sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including Insulation is installed to maintain permanent contact with underside above-garage and of subfloor decking. cantilevered floors) Crawl space walls Insulation is permanently attached to walls. Exposed earth in unvented crawl spaces is covered with Class I Shafts, penetrations Duct shafts, utility penetrations, knee walls and flue shafts opening to exterior or unconditioned space are sealed. Narrow cavities Batts in narrow cavities are cut to fit, or narrow cavities are filled by sprayed/blown insulation. Garage separation Air sealing is provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures are air tight, IC rated, and sealed to drywall. Exception—fixtures in conditioned space. Plumbing and wiring Insulation is placed between outside and pipes. Batt insulation is cut to fit around wiring and plumbing, or sprayed/blown insulation Shower/tub on exterior wall Showers and tubs on exterior walls have insulation and an air barrier separating them from the exterior wall. Electrical/phone box on Air barrier extends behind boxes or air sealed-type boxes are installed. Common wall Air barrier is installed in common wall between dwelling units. HVAC register boots HVAC register boots that penetrate building envelope are sealed to subfloor or drywall. Fireplace Fireplace walls include an air barrier. EnergyGauge@ USA-FlaRes2010 Section 405.4.1 Compliant Software rrVjuGI JU111111dry Date: 9/11/13 1st Floor By: M.Ellis Energy Design Systems, Inc. 12132 Weatherwood Estates Dr W,Jacksonville,FL 32223 Phone:904-268-3670 Fax:904-268-3670 Email:eds.lax@gmail.comi Project Information For: Fernandez Addition 890 Beach Ave, Atlantic Beach, FL Notes: Front door of house faces East. The new 1 st Floor addition will be serviced by an existing HVAC unit also servicing the existing 1 st Floor. The 2nd Floor(existing-985 sq ft& new-705 sq ft) as well as the new 3rd Floor(1,322 sq ft)will be serviced by a new HVAC unit. Desicin Information Weather: Jacksonville Mayport Naval, FL, US Winter Design Conditions Summer Design Conditions Outside db 39 °F Outside db 92 °F Inside db 72 °F Inside db 72 °F Design TD 33 °F Design TD 20 °F Daily range L Relative humidity 50 % Moisture difference 65 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 6840 Btuh Structure 11296 Btuh Ducts 1302 Btuh Ducts 1400 Btuh Central vent(0 cfm) 0 Btuh Central vent(0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 8142 Btuh Use manufacturer's data n Rate/swing multiplier 0.97 Infiltration Equipment sensible load 12315 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 767 Btuh Ducts 423 Btuh Heating Cooling Central vent(0 cfm) 0 Btuh Area (ft2) 963 963 Equipment latent load 1190 Btuh Volume(ft') 8667 8667 Air changes/hour 0.23 0.12 Equipment total load 13505 Btuh Equiv. AVF (cfm) 33 17 Req. total capacity at 0.77 SHR 1.3 ton Heating Equipment Summary Cooling Equipment Summary Make Make Trade Trade Model Cond AHRI ref Coil AHRI ref Efficiency 80 AFUE Efficiency 0 SEER Heating input 0 MBtuh Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Temperature rise 0 °F Total cooling 0 Btuh Actual air flow 646 cfm Actual air flow 646 cfm Air flow factor 0.079 cfm/Btuh Air flow factor 0.051 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat Load sensible heat ratio 0.91 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Wrl ht50ft 2013 Sep 16 12:age l 9 Right-Suite®Universal 2012 12.1.03 RSU17457 Pagel ACCP. ...ential Manual J\Fernandez Addition,890 Beach Ave.Atl Bch.ruD Calc=MJ8 Front Door faces: Paae 1 vwa.uu uvi �aNNi v V cU vy i cyuu ci i 1c1 ua vi iviai IUC31 0 uU i L-u. ` Wrl (1t50ft 2013-Sep-1612:08:38 9 Right-Suite®Universal 2012 12.1.03 RSU17457 Page 2 ACCN ...ential Manual J\Fernandez Addition.890 Beach Ave.All Bch.ruo Calc=MJ8 Front Door faces: Paoe 2 t v>^•'Y}.f, 'F,Y'.;wd1C9PErMNwN*M�Mn+�sC..oy.. COPY JULIUS LEE PE. LF RE: 517395- 1109 COASTAL BAY BLVD, BOYNTON BEACH, FL 33435 Site Information: Project Customer: Flint Construction Services, Inc Project Name: 517395 Model: Fernandez Res. Lot/Block: tbd Subdivision: Fernandez Res. Address: 890 Beach Ave City: Atlantic Beach State: Florida Name Address and License#of Structural Engineer of Record, If there is one, for the building. Name: Unknown at time of Seal License#: Unknown at time of Seal Address: Unknown at time of Seal City: Unknown at time of Seal State: Florida General Truss Engineering Criteria& Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TP12007 Design Program: MiTek 20/20 7.3 Wind Code: ASCE 7-10 Wind Speed: 130 mph Floor Load: 55.0 psf Roof Load: 32.0 psf This package includes 41 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# JTruss Name Date No. I Seal# ITruss Name I Date 11 117236632 ICJ01 9/11/013 118 117236649 IHJ01 9/11/013 12 117236633 I CJ02 19/11/01 119__I 17236650 I HJ02 19/11/ 13 1 13 117236634 I EJ01 19/11/013 120 117236651 IH 03 19/11/013 1 14 117236635 I F01 19/11/013 121 117236652 I HJ04 19/11/013 1 15 117236636 I F02 19/11/013 122 117236653 I HJ05 19/11/0131 16 117236637 I F03 19/11/013 123 117236654 I HJ06 19/11/0131 17 117236638 I F04 19/11/013 124 117236655 I HJ07 9/11/013] 8 117236639 I F05 19/11/013 125 117236656 I HJ08 19/11/013] 19 117236640 I F06 19/11/013 126 117236657 I HJ09 9/11/013] 10 117236641 I F07 19/11/013 127 117236658 I T02 19/11/0131 111 117236642 I F08 19/11/o13 128 117236659 I T03 19/11/0131 12 117236643 I F09 19111/013 129 117236660 1 T04 19/11/013 113 117236644 I F 10 19/11/013 130 117236661 I T05 19/11/0131 114 117236645 I F 11 19/11/013 131 117236662 I T06 19/11/0131 115 117236646 I F 12 19/11/013 132 117236663 I T07 1 9/11/013 116 117236647 I F 13 19/11/013 133 117236664 I T08 19/11/013] 17 117236648 I F 14 19/11/013 134 117236665 I T09 19/11/0131 The truss drawing(s)referenced above have been prepared by MiTek S Industries,Inc.under my direct supervision based on the parameters \�` �,\ ..• %� provided by Builders FirstSource(Jax). �J. ' NSF' •�� Truss Design Engineer's Name: Julius Lee = 0 869 = My license renewal date for the state of Florida is February 28,2015. — _ NOTE:The seal on these drawings indicate acceptance of = O professional engineering responsibility solely for the truss �-c� STATE OF "Z FLOR1Q---• components shown. The suitability and use of this component '., •... •• for any particular building is the responsibility of the building /��Si��NAL��ptember 11,2013 designer, per ANSI/TPI-1 Chapter 2. 1 of 4 Julius Lee RE: 517395- Site Information: Project Customer: Flint Construction Services, Inc Project Name: 517395 Model: Fernandez Res. Lot/Block: tbd Subdivision: Fernandez Res. Address: 890 Beach Ave City: Atlantic Beach State: Florida No. I Seal# ITruss Name Date 35 117236666 IT10 9/11/013 136 117236667 I T11 19/11/013 J 137 117236668 I T12 1 9/11/013 1 138 117236669 I T13 19/11/013 139 117236670 I T14 9/11/013 140 117236671 I T15 9/11/013 141 117236672 I T16 19/11/0131 2 of 4 Job Truss Truss Type IC"y Ply 17236632 517395 CJ01 Jack-Open Truss 8 1 Jo D Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Wed Sep 11 1225:16 2013 Page 1 ID:OIMnjm6itmydTbJ9c2GoYTygROq-52DrOJn2yW9amMhGNochhbsO82C94VBSnbsf ZyeiU 2-0- 2-0-0 30-0 0 3 300 F1 Z B1 Tt hfi= U-I-G LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udeft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.03 Vert(TL) -0.00 2-5 >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 FBC2010rrP12007 (Matrix) Weight:11 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pur ins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed durin Wss erection in accordance with Stabilizer Installation ouide. REACTIONS (Ib/size) 2=298/0-5-8(min.0-1-8),5--10/Mechanical,3=-69/Mechanical Max Harz 2=55(LC 8) Max Uplift2=257(LC 8),3=85(LC 2) Max Grav 2=364(LC 2),5=29(LC 3),3=84(LC 8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \\\\`\vS �.k• ,/// NOTES (7-9) �\ ` _ \CENSE '•.. 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf,h=18ft;Cat.II;Exp C;End.,GCpi=0.18;MWFRS •7 (envelope)and C-C Exterior(2)zone;C-C for members and forces&M WFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7{ 3486iwm' 7� 3)'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. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. �7 n/ '— TV LL _ 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 257 Ib uplift at joint 2 and BS lb uplift atjoint 3. )o 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. r, 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the `V STATE OF responsibility of the building designer per ANSI TPI 1 as referenced by the building code. i 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE. •.FI ORID P.•'••�'\ 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 s� O,,••,, \ \ LOAD CASE(S)Standard / / N A1- ////f((()\\\\\ September 11,2013 Q wARNM-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. Design valid far use only with MiTek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design parameniers 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 is the responsibility of the Julius Lee PE. erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 safety Information available from Truss Plate Institute,593 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss TypeQty Ply 17236633 517395 CJ02 JACK-OPEN TRUSS 8 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Wed Sep 11 1225:17 2013 Page 1 ID:OIMlm6itmydTbJ9c2GoYTygROq-ZEnDEfngjgHRN WGTxV7wEpOZ9SX5pyRbOFcCW?yeiU 3-0.0 4-00 Sob�1:13J 3 3.d FF 3 T1 B1 1 3ifv= Plate Offsets 2:0.1-0 Ed e LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) Vdefi L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.66 Vert(LL) -0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.11 Vert(TL) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Inns YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) Weight:17 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed durin Wss erection in accordance with Stabilizer Installation autde. REACTIONS (lb/size) 3=51/Mechanical,2=28210.5-8(min.0.1-8),4=13/Mechanical Max Horz 2=71(LC 8) Max Grav 3�2(LC 2),2=341(LC),4�2(LC 3) \\\\�\_ ) '`1^ J C+ `'jS•J V.7 / FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. -`�•• '• ''•. // TOP CHORD 2-3=536/278 ` CENSE'•.�� i BOT CHORD 2-4=278/527 NOTES (7-9) 34869 1)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101 mph;TCDL=42psf;BCDL= W 3.Opsf;h=18tt;Cat.11;Exp C;End.,GCpi=0.18;MFRS _ (envelope)and C-C Exterior(2)zone;C-C for members and forces&M WFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 _ N 2)This truss has been designed for a 10.0 psf bottom chord live load noncancurrent with any other live loads. Ll.. 3)'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. 4)All bearings are assumed to be SP No.2 crushing rapacity of 565 psi. TE OF 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 31 Ib uplift at joint 3 and 192 Ib uplift at joint 2. � ••• STA •,•���` 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. '• FL Of20 •• `� 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. //// O 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. \ 9)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 September 11,2013 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED AIITEK REFERENCE PAGE MU-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design's based only upon parameters shown,and is for an individual building component. 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 is the responsiblfity,of the Julius Lee PE. erecta.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,W 153719. Job Truss Truss Type aY Fly Reference(optional) 17236634 517395 EJ01 JACK-PARTIAL TRUSS 20 1 Job Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Wed Sep 11 1225:18 2013 Page 1 ID:OIMnjm6itmydTbJ9c2GoYTygROq-1 QLbR?oJU7PH?frfVDe9nOxkvsslYPhlFvLm2RyeiU -3-0-0 6-0-0 3-0-0 6-0-0 SrYe�l:t)6 3.BD r J{t 2 X11 Bt . M= Plate Offsets X 2:0.0-12 Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (I-) Vdefl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.66 Vert(LL) -0.03 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.18 Vert(TL) -0.06 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n1a BCDL 5.0 Code FBC201orrP12007 (Matrix-M) Weight:23 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FMiTek recommends that Stabilizers and required cross bracing be installed truss erection in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 3=90/Mechanical,2=336/0-5-8(min.D-1-8),4-27/Mechanical Max Harz 2=88(LC 8) Max Uplift3=54(LC 12),2=202(LC 8) \\%\)) i)(//// Max Grav 3=11 O(LC 2),2=405(LC 2),4--66(LC 3) \\ s.k FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOPCHORD 2-3=-576/5 \ J ENS,, BOTCHORD 24---22/631 ••� i NOTES (7-9) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.Il;Exp C;End.,GCpi=0.18;MWFRS 3486WOW _ (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 - 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'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. WZ 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. STATE OF 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 54 Ib uplift at joint 3 and 202 Ib uplift at joint 2. 6)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ••• ,FL ORID P •• \ \ 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. �j \ 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. // /O v \� 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 ///// N)M-,\\\\ LOAD CASE(S)Standard September 11,2013 ® WARNING-Ver(/g design parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE JM-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is far an individual building component. 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 is the responsibility of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component Boynton BeaCh,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss TypeOtY Ply 17236635 517395 F01 Floor Truss 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Wed Sep 11 12:25:19 2013 Page 1 I D:OIMnjm6itm ydTbJ9c2 GoYTygROq-V duzfLpxFRY8dpQ 2w9OJ E U2vFDBH s Uu UaJbtyeiU -3 2 -3 II 3 rs.311 sem.rss rr 7 fi -3= WI ST1 1 e1 fi 5 4 .3= 1.531 3V= 2-7-11 2-7-11 LOADING(pso SPACING 2-0-0 CSI DEFL in (loc) I/defi Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - Na 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 4 Na n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:15 lb FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-7-11 oc purlins, except end BOT CHORD 2x4 SP No.2(flat) verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 20 SP No.3(flat) REACTIONS (Ib/size) 6=59/2-7-11 (min.0-1-8),4--57/2-7-11 (min.0-1-8),5=134/2-7-11 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \\\\\\I I I I I{ NOTES (7-9) c \\\`\v J.S• { ;`•• 1)Gable requires continuous bottom chord bearing. \ v / 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). \ `\ / 3)Gable studs spaced at 1-40 oc. \ `�+••• \GEN$F 4)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. •7 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 at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to 34869 _ 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. i-TI • 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. I" 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 •:�e. � STATE OF LOAD CASE(S)Standard '•••.FCORIDP '�\ \ NIA\- September 11,2013 ® WARNING-Vertfy design parameter and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE MU-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based any 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 is for lateral support of individual web members only.Additional temporary bracing to insure stabiity during construction is the responsibility,of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/fPli Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 safetyInformaBon available from Tens Plate Institute,583 D'Onofrio Drive,Madison,W 153719- Job Truss Truss Type �aly Ply 17236636 517395 F02 Floor Truss 1 1 Job Reference o Bona Buiders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Indusbies,Inc.Wed Sep 11 1225:19 2013 Page 1 ID:OIMnjm6itmydTbJ9c2GoYTygROq-VduzfLpxF RY8dpQr2w9OJ E UyTF41 H oruUZ5JbtyeiU i 1-3-0 2-0-6 Sub"1.166 3d= 33= 3 31.ia II 4 &3 0 9 ! 7 t s3 II 1.53 II 8-9-6 8-9-6 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.07 7-8 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.58 Vert(TL) -0.10 7-8 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.26 Horz(TL) 0.01 6 n/a Na BCDL 5.0 Code FBC2010rrP12007 (Matrix) Weight 45 Ib FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS (Ib/size) 11=476/0-3-8(min.0-1-8),6=476/0-3-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-11=-465/0,5-6=477/0,1-2=399/0,2-3---814/0,1 4-814/0,4-5=-405/0 BOTCHORD 310=0/814,8-9=0/814,7-8=0!751 WEBS 57=0/550,1-10=0/542,4-7=482/0,2-10=-565/0 \9 �•k /�// NOTES (5-7) \` ,J� F .' \GENS 1)Unbalanced floor live loads have been considered for this design. i 2)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. i 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.on 34)Recommend 2x6 strongbacks, edge,spaced at 1D-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. 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. 6)Note:Visually graded lumber designation SP,represents new lumber design values as per SPI B. 7)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 STATE OF LOAD CASE(S)Standard / /C '•�� tS �ORIDP •� � /////ON(AL September 11,2013 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTER 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. Applicabifty,of design paramenters 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 is the responsibllty of the Julius Lee PE. erecta.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and I1CSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison.WI 53719. i Job Truss Truss Type Oty ply 17236637 517395 F03 Floor Truss 1 1 Job Reference o tions Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Intlustries,Inc. Wed Sep 11 1225:20 2013 Page 1 ID:OIMnjm6itmydTbJ9c2GoYTygROq-zpSMshgZ?Ig?Ez?1 cegdsROCOfZEOJh2iDgs6KyeiT 0-H8 0x8 Scale=1'.315 Safi FG= 1 2 3 5 8 ] 8 p 10 11 13 13 18 lfi 11 1fi 30 8 76 35 >I 3J 32 ]1 30 2B 2fi 2) ?6 25 24 A E 21 A 1B h3= Safi FP= 3v] 20-6-8 20.6-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) n1a - n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 19 n/a n/a BCDL 5.0 Code FBC201011P12007 (Matrix) Weight:91 lb FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural woad sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) REACTIONS All bearings 20-68. (Ib)- Max Grav All reactions 250 Ib or less at joint(s)36,19,35,34,33,32,31,30,29,28,27,26,24,23,22,21,20 FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (8-10) 1)All plates are 1.5x3 MT20 unless otherwise indicated. J .• `CENSE •. 2)Gable requires continuous bottom chord bearing. •, 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).4 _� 4)Gable studs spaced at 1- 0 oc. 5)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. * 34869 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. '- 7)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 walls at their outer ends or restrained by other means. .{7 eow _ 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the N responsibility of the building designer per ANSI TPI 1 as referenced by the building code. •;��(/ 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE. i STATE OF 10)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 '•.FLORIDP.• � �� LOAD CASE(S)Standard / SS ••••••'••• September 11,2013 ® WARNING-Ver(fy design parameter and READ NOTES ON THIS AND INCLUDED ASTER REFERENCE PAGE AM-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 B 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 responsibilfity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 safety Information available from Truss Plate Institute,583 D'Onotno Drive.Madison,WI 53719. Job Truss Truss Type Qty �p� 17236644 517395 Flo Floor Truss 1 1 Job Reference o Bona Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Wed Sep 11 1225:27 2013 Page 1 ID:OIMrjm6itmydTbJ9c2GoYTygROq-G9N?K4vyMuY0a210 WclGewpHNUnX9MP4Jo1 ksQye7 1-301P- 1-151 2-&5� Sub•1:316 _ 1Sa3 II 15.3 II Sas rn= 1. —II 14.. 2 4 s 6 ) ! 9 10 11 13 13 1IrL` 1 22 M 1 21 23 22 21 11 11 17 1. 15 14 15x3 II a4= 4.1= m II 3a4=3rt rn= 15.3 11 1Sx3 II 1-4-8 310-8 10-1-7 12-7-7 1311-3 152-15 21-33 22-7-11 1-4-8 2$0 6-2-15 2-6-0 1-312 1-312 6-0-5 1-48 Plate Offsets 1:E a 0-1-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.61 Vert(LL) -0.09 24 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.75 Vert(TL) -0.15 2425 >999 240 BCL_ 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.04 14 n/a n/a BCDL 5.0 Code FBC2010/TP12o07 (Matrix) Weight 115 lb FT=ll%F,ll%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS (Ib/size) 27=713/Mechanical,14=396/Mechanical,20=1367/0-5-10(min.0-1-8) Max Grav 27=731(LC 10),14=456(LC 4),20=1367(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-27=724/0,1314=460/0,1-2=-676/0,2-3=1624/0,34---1992/0,4-5=1992/0,5-6=1992/0, \\\\ `�\S `7•K 6-7=1455/0,7-8=145510.8-9=-382/0,9-10=285r364,10-11=-730/107,11-12=730/107, \ - v .• C 12-13=-387/0 J \CENSE'• BOT CHORD 25-26--0/1302,24-25--0/1913,23-24--0/1992,22-23=0/1816,21-22=0/1068,20-21=-704/0, 19-20=-704/0,18-19=107!730,17-18=-107!730,16-17=-107/730,1516=0!707 WEBS 9-20=1306/0,1-26=0/919,9-21=0/1010,2-26=87010,8-21=-97510,2-25--0/447.8-22=0/592, 3-25---402/0,6-22=-563/0,3-24---126/288,6-23-0/423,1315=0/Szs,s-19=o/607,tats=445/27, * 34869 tale=asaro _' - NOTES n-9) — Jtl/]�A1`, � z 1)Unbalanced floor live loads have been considered for this design. ""V OW 2)All plates are 3x3 MT20 unless otherwise indicated. STATE OF •• �� 3)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. i 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. '• F 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 310d(0.131"X 3")nails. Stmngbacks to be attached to �(�'•.•L ORIO P -' walls at their outer ends or restrained by other means. / SV •• ` \\\ 6)CAUTION,Do not erect truss backwards. / \\ 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the N A` // \\\ responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 9)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 September 11,2013 Q WARNING-Ver(fy design parameter and READ NOTES ON THIS AND INCLUDED AUTEX REFERENCE PAGE MD-7473 BEFORE USE. Design valid for use any with M1ek 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 is for lateral support of individual web members only.Additional temporary bracing to insure stabifty during construction is the responsibility,of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPII QmIlty Criteria,DSB-89 and BCSII Building Component Boynton Beaah,FL 33435 Safely Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply 17236645 517395 F11 Floor Truss 1 1 Job Reference o trona Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Wed Sep 11 1225:28 2013 Page 1 ID:OIMnjm6itmydTbJ9c2GoYTygROq-kLxNXQwa7CgtCCca4JgVB7MVXu8lupjDYSmHO�sgyel swe.ls.3 1Ss3 11 fS.3 II ,d= 3 • b 6 7 17 16 15 14 13 12 11 to 1.%3 I .4 �•- 1-46 3-10-8 10-5-8 12-11-8 115-6 1-49 280 6-7-0 280 180 Plate Offsets 1:E a 0.1-8 8:0.1-8 Ed e LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.39 Vert(LL) -0.11 12 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.17 12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.04 9 Na n1a BCDL 5.0 Code FBC20101TP12007 (Matrix) Weight:75 lb FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS (Ib/size) 16=785/Mechanical,9=779/0.5-7 (min.0.1-8) FORCES ) TOP C ORDMax.-16=779 9-1177e774/0,1 fe 8---17 7 3/0(Ib1 Zr 17 6 /0,2-3 1 91/0,3.4=-2297/0,45=-2297/0, \\\\\��' (^!�•�///�/ 5-6=-229710,6-7=181010,7-8=769/0 J BOT CHORD 14-15--011417.13-14--0/2138,12-13--0/2297,11-12=0/2149,10.11=0/1442 \�� ��• .••• ••••• ��j WEBS 8-10=0/991,1-15=0/1000,7-10=-937/0,2-15=947/0,7-11=0/512,2-14=0/521,6-11=-472/0, ``11 3-14=-483/0,6-12=-57/417,3-13=-47/427 \ \v••' \GEN$F•'•• .C\ i NOTES (7-9) J `` 1)Unbalanced Boor live loads have been considered for this design. * 34869 * _ 2)All plates are 3x3 MT20 unless otherwise indicated. 3)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 4)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. 5)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 walls at their outer ends or restrained by other means. �W 6)CAUTION,Do not erect truss backwards. STATE OF ` 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the '• •F(MOP' ` responsibility of the building designer per ANSI TPI 1 as referenced by the building code. .• 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. j�s/ '• ! \�� 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 4 LOAD CASE(S)Standard September 11,2013 ® WARNING-Verify design Parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE MD-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is far an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss des-finer.Bracing shown a for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSIT Building Componerd Boynton Beach,FL 33435 Safety Informaiton available from Tnra Plate Institute,583 D'Onofrio Drive.Madison,WI 53719. Job Truss Truss Type Qty PN 17236646 517395 F12 Floor Truss 9 1 Job Reference(oplionaD Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Wed Sep 11 12:25:29 2013 Page 1 ID:OIMnjm6itmydTbJ9c2GoYTygROq-CYVIImxCu WokpMBme1 Lkj LudcHQTdE8Mn6WrwlyelT 1-3-0 � ' 1-11-2 0.H8 s�•12De 45= 43= 43= 43 2 3 4 1D 13 17 1. is t3 12 10 D 16= 45= 43= 1.3 11 1 Y3 II 43= t3xs= Ns= 151/3 II 3.3— 1-0-8 310.8 6-4-8 11-0-10 13510 1s-0-10 17510 1-4-9 250 250 4-8-2 250 250 150 Plate Offsets X 1:E a 0.1-6 6:0.1-8 E e LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) 1/de6 L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.22 13-14 -965 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.91 Vert(TL) -0.34 13-14 >615 240 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) 0.06 9 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:89 Ib FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.1(fiat) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS (Ib/size) 18=955/Mechanical,9=949/0.1-10 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \\I I I I I TOP CHORD 1-18=946/0,9-19=944/0,8-19=-942/0,1-2=-918/0.2-3=2332/0,3-4=3139/0,4-5=-3409/0, 5-6=315M,6-7=2359/0,7-8=960/0 \\\ \v v •K '/// BOT CHORD 16-17=0/1772,15-16-0/2864,14-15- -0/3409,1314-0/3409,12-13=0/3409,11-12=02865, \ •.• < / 10-11=0/1807 \ / WEBS 8-10--0/1238,1-17=0/1247,7-10=1178/0,2-17=1188/0,7-11=0!769,z-16=0m9,6-11=-731/0, \ ,`!.•' \GENS '•-. i 3-16=-740/0,6-12=0/458,315=0/466,512=-581/11,4-15=59310 _ NOTES n-9) 34869 1)Unbalanced Boor live loads have been considered for this design. - 2)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. T1 •• 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. !!'',, 5)Recommend 2x6 strongbacks,on edge,spaced at 10.0-0 oc and fastened to each truss with 310d(0.131"X 3")nails. Strongbacks to be attached to •;�W walls at their outer ends or restrained by other means. STATE OF ` 6)CAUTION,Do not erect truss backwards. / F •/•�� 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the •. ORIO P•'•`'`t,/ responsibility of the building designer per ANSI TPI 1 as referenced by the building code. �� •••• `V \\ 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 9)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 September 11,2013 ® WARNING-VerVy design parameters and READ NOTES ON THIS AND INCLUDED BBTEK REFERENCE PAGE BSB-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 B 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 responsibility of the Julius Lee PE. erector.Additional permanent brocing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/71`11 Qw1ty Criteria.OSB-09 and BCSII Building Component Boynton Beach,FL 33435 safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply 17236647 517395 F13 Floor Truss 1 1 Job Reference o ions Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Wed Sep 11 1225:29 2013 Page 1 ID:OIMnjm6itmydTbJ9c2GoYTygROq-CYVIImxCuWokpMBme1 LI jLugxHTCc1GAMn6WrwlyeiT 1-3-0 I 2-0-10 0fA1 0I. 110 eve= ,se 11 6 r a e ,s1 , n m as- ,.s:e 1-48 3-10-8 8-8-2 11-2-2 12-5-14 15.3-13 148 2-60 4-9-10 2-6-0 1312 2-9-15 Plate Offsets 6:630 Ede 13:61-8 Edge] LOADING(psf) SPACING 2-60 CSI DEFLin (loc) Vdefl Vd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.41 Vert(LL) -0.09 17-18 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.73 Vert(TL) -0.13 17-18 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.46 Horz(TL) 0.02 13 Na n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:81 to FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 660 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-60 oc bracing, Except: WEBS 2x4 SP No.3(flat) 660 oc bracing:13-14,12-13,11-12. REACTIONS All bearings Mechanical except Ot=length)13=1-2-3,12=1-2-3. (Ib)- Max Uplift All uplift 100 Ib or less atjoint(s)10 except 12=-610(LC 12) Max Grav All reactions 250 Ib or less at joint(s)10,12 except 20=654(LC 1),13=1517(LC 12) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\�\vS S•k TOP CHORD 1-20=-648/0,1-2=59&0,2-3=1377/0,34=1583/0,45=1259/0,56=-392/0 \\ BOT CHORD 1619=0!1142,17-18=0/1583,1617=0/1583,1516=0/1583,14-15=0/943,13-14=370/52, \ �J .•' GENS,,'•.��(\ �� 12-13=370/52 ` WEBS 613=1528/0,1-19 /808,614=0/833,2-19=-761/0,514=812/0,2-18=0/327,5-15=0/448, _ 3-18=355/0,415=459/0,612=0/973 * 3486WOW NOTES (610) nn//-- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x3 MT20 unless otherwise indicated. i-TI `3)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)10 except at-lb)12=610. W Z STATE OF 5)"Semi-rigid pBchbreaks inducting heels"Member end fixity model was used in the analysis and design of this truss. i •. � 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 ,FC ORIS P••' �•'w\�� walls at their outer ends or restrained by other means. S• •. .• a\.J\\ 7)CAUTION,Do not erect truss backwards. \' B)This manufactured product is designed as an individual building component The suitability and use of this component for any particular building is the /////�O/\/Af1` `\\\\ responsibility of the building designer per ANSI TPI 1 as referenced by the building code. / r v \ 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPI B. 11111111\1 \ 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 September 11,2013 Q WARNING-Verify design pamrnete and READ NOTES ON THIS AND INC1-VDED dQTEK 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 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 is the responsibB6ty,of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery,erection and tracing,consult ANSIfTPl1 QuaWy CrOedo,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 So"Information available from Truss Plate Institute,583 D'Onotrio Drive,Madison,W 153719. Job Truss Truss TypeOtl/ Ply 17236648 517395 F14 Floor Truss 3 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Wed Sep 11 1225:30 2013 Page 1 ID:OIMnjm6itmydTbJ9c2GoYTygROq-hk38y6yqfpwbRVlyCkszGYRpahm5MieW?m FOTIyeiT 1i� 11--0-13 { sm.-tnn 3.3= m= 1s3 II 3.3= LI= Iz1= 41— Z 3 5�3— 6 7 8 17 1. 15 13 13 11 to D 1.5= 3.3= 4]= 1.5.3 II 33= 15.3 II 1.5.3 II 148 310.8 8-11-5 11-5-5 1311-5 153-13 148 2-6-0 5-0-13 2-&0 2-6-0 148 PWe Offsets 1:E a 0.1-8 8:0-1-8 E e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.15 12-13 -999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.95 Vert(TL) -0.24 12-13 >768 240 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.05 9 Na Na BCDL 5.0 Code FBC2010rrP12007 (Matrix) Weight:79 lb FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing, Except: WEBS 2x4 SP No.3(flat) 2-2-0 oc bracing:1314,12-13. REACTIONS (Ib/size) 17=836/Mechanical,9=836/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-17=-831/0,8-9=830/0,1-2=793/0,2-3=-1944/0,3-4=2602/0,4-5=-2602/0,5-6=2515/0, \ / 6-7=-195710,7-8=788/0 S S BOT CHORD 15-16=0/1522,14-15=02354,1314-02602,12-13=02602,11-12=02374,10.11=0/1518 ��-\I0,.•••••• ` //��j WEBS B-10=011072,1-16--0/1078,7-10=-1014/0,2-16=101510,7-1 Y-0/611,2-15--0/586,6-11=-579/0, V \CENS� 315=571/0,6-12=0/300,314=0/515,5-12=318/108 •• i i NOTES (5-7) 1)Unbalanced floor live loads have been considered for this design. 34$69 2)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. -' 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. _ C_ 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 310d(0.131"X 3")nails. Strongbacks to be attached to .•n — walls at their outer ends or restrained by other means. N / 5)This manufactured product is designed as an individual building component.The suitability and use of this component for any particular building is the �W responsibility of the building designer per ANSI TPI 1 as referenced by the building code. i STATE OF 6)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. ••• F Q� , 7)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:11 D9 Coastal Bay Blvd.Boynton Beach,FL 33435 0 •.,. ._ . , LOAD CASE(S)Standard ///// /O N M- \\\\ ///1111111\\\\ September 11,2013 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTER REFERENCE PAGE MD-7473 BEFORE USE. Design valid for use only with MOek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenfers 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 is the responsibillity of the Julius Lee PE. erecta.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Crlfeda,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Inf r offon available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type OtY Py 17236649 517395 HJ01 JACK-PARTLAL TRUSS 1 �Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Wed Sep 11 12:25:312013 Page 1 ID:OIM nj m6itm ydTbJ9c2GoYTygROq-9wd WASyS Q 72R3fK91S NCom_xE5GX5FjfEQ?y?Bye7 o-0-o -3-2-15 4-10-9 B-5-13 3-2-15 4-10-9 3-7-4 41-5-13 sa."tai z.12(+Z 2a= tx 3 11 T1 2 81 1 13 7L I 14 2a6= 4-10-9 8-5-1 4-10-9 368 Plate Offsets X 2:0-2-15 Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.75 Vert(LL) -0.02 7 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.23 Vert(TQ -0.04 67 >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.14 Horz(TQ 0.01 5 Na Na BCDL 5.0 Code FBC20101TP12007 (Matrix-M) Weight:36 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 60-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommentls that Stabilizers and required cross bracing be installed duri truss erection in accordance with Stabilizer Installation ouide. REACTIONS (Ib/size) 4=75/Mechanical,2=356/0.7-12 (min.0-1-8),5=120/Mechanical Max Harz 2=79(LC 4) Max Uplift4=46(LC 4),2=196(LC 4),rr--21(LC 8) \ Max Gr ry 4=90(LC 2),2=438(LC 2),5=147(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOPCHORD 2-11=-494294,311=-478/83 \V•• \CENSE •.••� BOT CHORD 2-13=302/478,7-13=-107/478,7-14=107/478,614=107/478 .J WEBS 36=-495/111 NOTES 34869 1)Wind:ASCE 7-10;Vuti=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf,h=18ft;Cat.Il;Exp C;End.,GCpi=0.18;MWFRS (envelope);Lumber DOL--1.60 plate grip DOL--1.60 — — 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3)•This truss has been designed for a live load of 20.0psf on the bottom lord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the i W bottom chord and any other members. STATE I 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4,5 except(#--lb)2=196. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. s^-10-1,,271b dawn and a sufficient ` \ 7)Hanger(s) other connection device(s)shall be provided sucient to support concentrated load(s)27 Ib down and 79 lb u at 2 - u" 791b up at 2-10-11,and 10 Ib down and 381b up at 5-610,and,0 Ib down and 38 Ib up at 5-8-10 on top chord,and 4 Ib up at 2-10-11,4 Ib up at / O 2-10-11,and 12 Ib dawn and 2 Ib up at 5-8-10,and 12 Ib down and 2 Ib up at 5-8-10 on bottom chord.The design/selection of such connection // device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 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 SP,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 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:14=44,68=10 Concentrated Loads(lb) Vert 11=69(F=34,B=34)12=14(F=7,B---7)13--1(F=0,B=O)14---7(F=-4,B=4) September 11,2013 ® WARNING-VerVy design parameters and READ NOTES ON TN7S AND INCLUDED MITEK REFERENCE PAGE MU-7473 BEFORE USE. Design valid fa use any with MiTek connectors.This design is based any 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 is for loteral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structureits the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,qualify control,storage,delivery,erection and bracing,consult AN51/TPII Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,5133 D'Onofrio Drive,Madison,WI 53719. JobT—MS: Truss Type Qty Ply 17236650 517395 Jack-Partial Truss 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Wed Sep 11 1225:32 2013 Page 1 ID:OIMnjm6itmyc TbJ9c2GoYTygROq-d7BuNnz5BRAIgpvLJ9uRLzW4kVYpgjjpT4kVXdyeiT _3I}6 2-1-11 359 3-0-6 2-1-11 Scab•1:130 34 3 29]h2 3 t Wt T1 B1 6 s L6= h4- 1 *** Design Problems*** REVIEW REQUIRED Max Vertical Deflection Exceeded In Span*1-2 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.89 Vert(LL) -0.01 2-6 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.01 2-6 >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.09 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Wind(LL) 0.51 1 >78 120 Weight:17 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-59 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed dunn, are on,in accordance with Stabilizer Installation gude REACTIONS (Ib/size) 4=56/Mechanical,2=306/0-59(min.0-1-8),5=-46/Mechanical Max Harz 2=66(LC 8) Max Uplift4=42(LC 8),2=-240(LC 8),5=-59(LC 2) Max Grav 4=68(LC 2),2=372(LC 2),5=83(LC 8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-338/201 BOT CHORD 2-6=233/362 WEBS 3-6=-384/247 NOTES (7-9) 1)Wind:ASCE 7-10;Vutl=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.Il;Exp C;Encl.,GCpi=0.18;MWFRS (envelope)and C-C Extena(2)zone;C-C for members and forces&M WFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 last bottom chord live load nonconourrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4,5 except Qt--1b)2=240. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 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. \\ v•7,....,`.\•• / �j 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. •CEN 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 \ SF LOAD CASE(S)Standard Z 869 STATE OF R \ � September 11,2013 Q WARNING-Vergy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USE. Design valid for use any with MiTek connectors.This design B based only upon parameters shown,and is for an individual building component. Appliicabiliity of design poramenters and proper incorporation of component B responsibility of building designer-not truss designer.Bracing shown is fa lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibBGty,of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Qualify Criteria,DSB-89 and BCSII BuBding Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. r Job Truss Truss Type aty Ply 17236651 517395 HJ03 JACK-PARTLAL TRUSS 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Wed Sep 11 12:25:33 2013 Page 1 I D:01 M nj m6itmydTbJ9c2GoYTygROq-5JIGb7Jykl9lzUXtsP gu B3HVv_-gZBXyikU234yeT 0-0-0 r -3-0-2 _ _- 3-2-5 I 5-7-0 r 3-0-2 ' 3-2-5 211 -5-7-0 Sw1e•1:16 P � a 3I 3 3BB 4 I F2- Ti LlB1 dddllllll = a a l a.s= a 3-2-5 5-5-6 3-2-5 231 Plate Offsets 2:0-0-13 Ed e LOADING(psi) SPACING 2-0.0 CSI DEFL in (hoc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.76 Vert(LL) -0.01 9-12 1999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.12 Vert(TL) -0.01 9 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.06 Horz(TL) 0.00 7 n/a Na BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight:25 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed Burin truss erection in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=311/0-5-8(min.0-1-8),4=48/Mechanical,7=74/Mechanical Max Harz 2=85(LC 8) Max Uplifi:2�198(!-C Max Grav 2=3 5(LC 2))4 -58(LC 2),7,12) 96(LC 3) S S / FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. v, •••• / TOP CHORD 2-3=509249 ` �J•.• `CENSE'•. BOT CHORD 2-9=256/489,8-9=174282 i WEBS 3-8=302/186 * 3486WOW NOTES (7-9) _ 1)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.ll;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 — — 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - ` b 3)-This truss has been designed for a live ad 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 `V 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4,7 except Qt=1b)2=198. '•••/CL OR1D %,•�('�\\� 6)"Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. Sl ••.....•• V 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the // S/ responsibility of the building designer per ANSI TPI 1 as referenced by the building code. /// O N A1- \�\ B)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. \ 9)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 September 11,2013 ® WARJNQ G-Vergy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MD-7473 BEFORE USE. Design valid far 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 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibllity,of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TPII CluaBly Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,W 153719. Job Truss Truss Type Qty Ply 17236652 517395 HJ04 JACK-PARTIAL TRUSS 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Wed Sep 11 1225:33 2013 Page 1 I D:OIMnjm6itm ydTbJ9c2GoYTygRDq-5J I Gb7 Jykl9lzUXtsP guB3HVvzDZAryikU234yeiT 0-0-0 -3-0-2 3-11-10 ) 7-1-11 ) 3-0-2 3-11-10 3-2-1 -7-1-11 snr•1ao.r FT xd= 3 30U T1 MR WI I e1 T 6 1 5 M- 2-1 3-11-10 7-46 42-1 3-8-14 3-412 Plate Offsets 2:41-1 Ed e LOADING(psi) SPACING 2-40 CSI DEFL in (loc) I/de8 Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.76 Vert(LL) -0.01 7 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.15 Vert(TQ -0.02 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.10 Horz(rL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight:32 Ib FT=2D% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-40 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1440 oc bracing. WEBS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing be installed duringtruss erection in accordance with Stabilizer Installation auide. REACTIONS (Ib/size) 4=60/Mechanical,2=350/0-5-8(min.41-8),5=107/Mechanical Max Harz 2=98(LC 8) Max Uplift,$=38(1-C 8),2=205(1-C 8),5=-31(LC 12) \��\\%1( i)(/// Max Grav 4=73(LC 2),2=421(LC 2),5=124(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOPCHORD 2-3=476/230 BOT CHORD 2-7=-298/444,6-7=298/427 •7 i WEBS 3-6=453/316 ` * NOTES (7-9) 34869 1)Wind:ASCE 7-10;Vuft=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf,h=18ft;Cat.Il;Exp C;End.,GCpi=0.18;MWFRS rN -- (envelope)and C-C Exterior(2)zone;C-C for members and forces&M WFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 — _ 2)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. i 3)'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 2-40 wide will fit between the /r, ch ` bottom chord and any other members. STATE OF `V 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4,5 except(jt-lb)2=206. '• FL OR1D P' •' G\� 6)"Semi-rigid pftchbreaks including heels Member end fixity model was used in the analysis and design of this truss. sw ••,,,-,. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the / tJ ` O \\ responsibility of the building designer per ANSI TPI 1 as referenced by the building code. / NAL \ 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 9)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 September 11,2013 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTEA REFERENCE PAGE MH-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 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 is the responsiblllity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-09 and BCSII Building Component Boynton Beach,FL 33435 Safety Informallon available from Truss Plate Institute,583 D'Onofrio Drive,Madison,W 153719. Job Truss Truss Type Oily Ply 17236653 517395 HJ05 JACK-PARTIAL TRUSS 2 1 Job Reference o tions Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Wed Sep 11 1225:34 2013 Page 1 I D:OIMnjm6itmydrbJ9c2GoYTygROq-ZV IeoT?Li2ROw73kRawvQObSFIJ—IcX6wODccwyei 0-0-0 -3-0-2 4-4b I 7-11-1 3-0-2 446 3-6-71 3t 300 r 9 T1 Va WI 2 B1 8 5 T 35= 446 ___7-9-15 446 35-9 Plate Offsets X 2:0-1-1 Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.76 Vert(LL) 0.02 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.18 Vert(TQ -0.02 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.14 Horz(TL) 0.01 5 n/a Na BCDL 5.0 Code FBC201O/FPI2007 (Matrix-M) Weight:35 Ib FT=2D% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 311-7 oc bracing. WEBS 2x4 SP No.3MiTek recommends that Stabilizers and required cross bracing be installed tluri truss erection in accordance with Stabilizer Installation ouide. REACTIONS (Ib/size) 4=66/Mechanical,2=369/0-5-8 (min.0-1-8),5=123/Mechanical Max Horz 2=104(LC 8) Max Uplift4=-41(LC Max Grev 4=81(LC 2)) ) 2�C 2),5=1143(2 ) LC 2) \\\� `S V / FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �\ �\. ••''•. /ice TOP CHORD 2-3=500/274 �GEN$F'•.�� BOT CHORD 2-7=349/494,6-7=-349/494 WEBS 3£=-521/368 NOTES p_s) * 3486WOW* _ 1)Wind:ASCE 7-10;VuR=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;End.,GCpi=0.18;MWFRS — (envelope)and C-C Exterior(2)zone;C-C for members and forces&M WFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'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 I W 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. .•���\ 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4,5 except(jt--lb)2=211. '• F(OR�>J P •• \ 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. (� ••,,•••.•• \ 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. / O N A\- \ \\ 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE. / 9)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 September 11,2013 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED ICTER REFERENCE PAGE MU-7473 BEFORE USE. Design valid for use only with MTek connectors.This design a 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 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilfity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility,of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/711 Quality Cdleria.DSB-89 and BCSII Building Componerd Boynton Beach,FL 33435 So"Informallon available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply 17236654 517395 HJ06 JACK-PARTIAL TRUSS 1 Job Reference o tions Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Wed Sep 11 1225:35 2013 Page 1 ID:OIMnjm6itmydTbJ9c2GoYTygROq-1 iso?p?zTMZtXHew_HSBzc8d?iewl3NF92z98yyeiT 0-0-0 -3-0-2 4-7-1 I 8-4-7 r 3�2 4-7-1 3-9-6 -0-4-7 a4= T1 Y1Q WI 3 Li y Br �1 X34 II e s 4-7-1 8-3-7 4-7-1 3-8-6 Plate Offsets X 20-1-1 Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.76 Vert(LL) 0.02 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.20 Vert(TL) -0.03 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.16 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC20101TP12007 (Matrix-M) Weight:36 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-7-1 oc bracing. WEBS 2x4 SP No.3MiTek recommends that Stabilizers and required cross bracing be installed Burin Wss erection in accordance with Stabili er Installation uide. REACTIONS (Ib/size) 4=69/Mechanical,2=381/0-5-8 (min.0-1-8),5=132IMechanical Max Horz 2=108(LC 8) Max Uplift4=44(LC 8),2=214(LC 8),5=-38(LC 12) Max Grav 4=85(LC 2),2=458(LC 2),5=154(LC 2) \\\\ \_ `C S• //// V•7 / FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. �� .•�� // TOPCHORD 2-3=539/298 �J,•• \CENSE ••••� BOT CHORD 2-7=376/531,6-7=-376/531 WEBS 3-6--560/397 * 34869 NOTES (7-9) 1)Wind:ASCE 7-10;Vu"--130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf,h=18ft;Cat.11;Exp C;End.,GCpi=0.18;MWFRS nn// (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 — IL — 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ` 3)`This truss has been designed for a live load of 20.Opsf on the bottom lard in all areas where a rectangle 3Fr0 tall by 2-0-0 wide will fit between the •:aI 4,` bottom chord and any other members. i �C! 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. STATE OF 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4,5 except(jt=1b)2=214. •.• F N •�/w�` 6)"Semi-rigid pttchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ••C ORION. vl 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the /j \\ responsibility of the building designer per ANSI TPI 1 as referenced by the building code. //�/O I y/-1 - \\\\ 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. ///1 1 1 1 1 1\\\\ 9)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 September 11,2013 ® WARNING-Verib design parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE AW-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 poramenters 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 tracing to insure stability during construction is the responsibility of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,593 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type 1QtY PN 17746655 517395 HJ07 JACK-PARTLAL TRUSS 2 1 Job Reference o tions Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Wed Sep 11 1225:35 2013 Page 1 ID:OIMnjm6itmydTbJ9c2GoYTygRGq-1 iso?p?zTMZtXHew_HS8zc8d?iel l35F92z98yyel 0-0-0 -352 4-6-10 I 8-7-11 352 4510 3-11-1 57-11 sw.-ln.l 3.4 300 F1—2 3 Ti WI � 1 a, Li 8 5 rm II m4= 1 h6= 3n= 4-8-10 8-612 4-8-10 3-10-2 Plate Offsets X 2:0-1-1 Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.76 Vert(LQ 0.02 67 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.21 Vert(TQ -0.03 67 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.18 Horz(TL) 0.01 5 Na Na BCDL 5.0 Code FBC2010lrP12007 (Matrix-M) Weight:38 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-G-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-4-10 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed Burin Wss erection in accordance with Stabilizer Installation ouide. REACTIONS (Ib/size) 4=72/Mechanical,2=388/0-5-8 (min.0-1-8),5=138/Mechanical Max Harz 2=110(LC 8) Max Uplift4=45(LC 8),2=-216(LC 8),5=-40(LC 12) Max Gray 4=88(LC 2),2=466(LC 2),5=160(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOPCHORD 2-3=562/312 \GEN$F •.••�(\ BOT CHORD 2-7=-392/554,67=392/554 i * WEBS 3-6=-584/413 34869 NOTES (7-9) 1)Wlnd:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;End.,GCO=0.18;MWFRS nN/ (envelope)and C-C Extenor(2)zone;C-C for members and forces&M WFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'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. `V 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. ' •'. STATE�F 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4,5 except(jt=1b)2=216. '•,•F��R\p P,,•• rw� 6)"Semi-rigid pitchbreaks inducting heels"Member end fixity model was used in the analysis and design of this truss. / '•....•••• V\ 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 buildingdesigner per ANSI TPI 1 as referenced by the building code. O \\ 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE. /// N(A1-\\\\\ 9)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 September 11,2013 A WARNING-VerVy design parameters and READ NOTES ON THIS AND INCLUDED AUTER REFERENCE PAGE AM-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 porarrenters and proper incorporation of component B responsibility of building designer-not truss designer.Bracing shovm is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsiblfity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1P11 Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Trus Plate Institute,5133 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply 17236656 ,. 517395 HJ08 JACK-PARTIAL TRUSS 2 1 Job Reference o bona Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Wed Sep 11 1225:36 2013 Page 1 ID:OIMnjm6itmydTbJ9c2GoYTygROq-VuQPD9ObEfhk9QD6Y7zNVphnl6_tm WBOOiijgOyel o-o-0 -3-0-2 __� 4-9-9 I B-9-9 34)-2 4-9-9 4-0-0 -8-9-9 34 3.00 F 3 T1 WI � 2 Li B1 6 5 z.s= as= -1 4-9-9 8-&11 0.2-1 4-613 311-2 Plate Offsets 2:0.1-1 Ed e LOADING(psp SPACING 2-0.0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.76 Vert(LL) 0.03 67 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.22 Vert(TQ -0.03 67 >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.19 Horz(TL) 0.01 5 Na n/a BCDL 5.0 Code FBC201OrFP12007 (Matrix-M) Weight:38 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 60.0 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-36 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed Burin truss erection in accordance with Stabilizer Installation ciuide. REACTIONS (Ib/size) 4=73/Mechanical,2=392/0-5-8 (min.0.1-8),5=141/Mechanical Max Harz 2=112(LC 8) Max Upiift4�46([_C Max Grav4=89(LC 2)) ) 2=471(LC 2),5=164(LC 2)2) `C ) iS)(�•J////// FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \� v.7. ,, , \'r•• / J `GENS TOP CHORD 2-3=-576/319 � � •. .•� /� BOT CHORD 2-7=401/567,67=-401/567 i WEBS 35=-597/423 NOTES (7-9) * 48 369 * _ 1)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf,h=18ft;Cat.ll;Exp C;End.,GCpi=0.18;MWFRS _ (envelope)and C-C Exterior(2)zone;C-C for members and forces&M WFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 — — 2)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed fora live load of 20 0psf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0.0 wide will fit between the bottom chord and any other members. c $TATE I `CJ 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. � '. � 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4,5 except Qt-Ib)2=217. '•••/C�ORtp P• ('�`\� 6)*Semi-rigid pilchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ••.....• \ 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. / /O N A1- \ 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. / 9)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 September 11,2013 Q WARNING-Verify design parameters and READ NOTES ON TNIS AND INCLUDED DUTER REFERENCE PAGE MU-7473 BEFORE USE. Design valid fa 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 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Informaflon available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type 4-Y Ply 17236657 517395 HJ09 JACK-PARTIAL TRUSS 2 1 Job Referenceo lona Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 Mitek Industries,Inc.Wed Sep 11 1225:37 2013 Page 1 ID:OIMrhjm6itmydTbJ9c2GoYTygROq-z4_nQV1D?zpbnaoJ6iUc21DyVWK3VyMYcMSGCryei I 0-0-0 h _3-0-2 _� 4-10-0 ' B-10-6 3-0-2 4-10-0 4-06 -8-10-6 x4 3m� a T1 vrz x Li eh s s r as= as= 4-10-0 8-99 4-10-0 3-11-9 Plate Offsets : 2:0-1-1 Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.76 Vert(LL) 0.03 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.22 Vert(TL) -0.03 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.19 Ho-(TL) 0.01 5 n1a n1a BCDL 5.0 Code FBC2010ITP12007 (Matrix-M) Weight:38 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 92-14 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed Burin truss erection in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 4=73/Mechanical,2=394/0-5-8 (min.D-1-8),5=142/Mechanical Max Harz 2=112(LC 8) Max Max Grav 4--90(LC 2))2=473(C 2),5 1 5(LC 2)2) i`S 1 IS 1 J FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. v '•• ` / TOP CHORD 2-3=581!323 �\ `CENSE'•. BOT CHORD 2-7=405/573,6-7=405/573 WEBS 3-6i=-603/426 / * 34869 NOTES (7-9) _ 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf,h=18ft;Cat.II;Exp C;End.,GCpi=0.18;MWFRS (envelope)and C-C Exterior(2)zone;C-C for members and forces 8 M WFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 — — 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. „ 3)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the .;�/ bottom chord and any other members. STATE I `V 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4,5 except(jt=1b)2=218. '•• F�ORIp P•,�r•A�; 6)"Semi-rigid pdchbreaks inducting heels"Member end fixity model was used in the analysis and design of this truss. ••.....•• V 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the �j S I�' responsibility of the building designer per ANSI TPI 1 as referenced by the building code. rr/ /O f V M 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. I J 1 1 1 1\ \ 9)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 September 11,2013 ® WARNING-Verify design Pararneters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MU-7473 BEFORE USE. Design valid for use only with Mi ek connectors.This design is based only upon parameters shown,and is for an individual building component. Appl'icabifity of design paramenters 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 B the responsiblfity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,qualify control,storage,delivery,erection and bracing.consult ANSI/fPll Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 safety Information available from Tens Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type QtyPly 17236658 517395 T02 Common Truss 1 1 Job Reference=(.pon. Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 k Industries,Inc.Wed Sep 11 12:25:37 2013 Page 1 ID:OIMnjm6itmydTbJ9c2GoYTygROq-z4_nOV1D?zpbnaoJ6iUc21D5VWHW.OYcMSGCryeI i �.04 o T 3-0-0 s-ao sb-o 01x0 3-0-0 3-0-0 0-60 5m1s•1:13.7 3 3.00(12 T1 T1 2 5 e1 2rt= Le 60-0 60-0 Plate Offsets X 3:0-2-0 Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Vd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) 0.01 5 Nr 120 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.40 Vert(TL) 0.01 5 Nr 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a Na BCDL 5.0 Code FBC2010/fP12007 (Matrix) Weight:20 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed Burin truss erection in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=186/60-0(min.0-1-8),4=186/6-0-0(min.0-1-8) Max Harz 2=12(1_C 9) Max Uplift2=74(LC 8),4=74(LC 9) \ Max Grav 2=221(LC 2),4--221(LC 2) \`C,) . J�0V• ... K FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �� TOP CHORD 2-3=395/378,3-4--395/378 �CENSF •'•, ' BOT CHORD 2-4=328/364 NOTES (11-13) 34869 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;End.,GCpi=0.18;MWFRS (envelope)and C-C Extenor(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--11.60 plate grip D0L=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as _ applicable,or consult qualified building designer as per ANSI/TPI 1. 4)Gable requires continuous bottom chord bearing. STATE OF 5)Gable studs spaced at 1-4-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •, F(�Rtp P .' �i\;� 7)'This truss has been designed for a live load of 20.Opsf on the bottom lord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the S ••.....••'•!a bottom chord and any other members. '///"IO 1 8)All bearings are assumed to be SP No.2 crushingcapacity of 565 psi. A 1— 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,4. / 10)"Semi-rigid pltchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. 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 SP,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 September 11,2013 ® WARNING-VerVy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH-7473 BEFORE USE. Design valid for use only with Milek 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 design—Bracing shown is for lateral support of individual web membxvs only.Additional temporary bracing to insure stability during construction k the responsibBGfy of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/iPtl Quality CrBeda,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onotrio Drive,Madison,WI 53719. Job Truss Truss Type Oty Ply 17236659 517395 T03 Common Truss 1 1 Fio"R.'ence(optional) Builders FirstSource, Jacksonville,F132244 7.350 s Sep 27 2012 MiTek Industries,Inc-Wed Sep 11 1225:39 2013 Page 1 I D:OIMnjm 6itmydTbJ9c2GoYTygROq-wT6XrB3UXa3JOuxhD7 W47 RJ PZJxGzsAr4gxN HjyeiT 0.0 8 9-3-0 13-3-8 18-" 2-0.0 5-2-8 4-0.8 448 5-2-8 sre•1:se o a.II s a• II a.a FT N4 II a•II a. a• II a•= fi a•c • m II �• n r • ra r vn I II fi r a• Li vjjY d 1 a.II a.II m•= sea II a.II ae•II sfi II a•_ 13 11 10 e:10= m II a.II 930 18-6-0 9-3-0 9-3-0 Plate Offsets 20.38 Ede 2:0.6-12 Ed 8:0-3-8 Ed 8:0-Cr12 Ed LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) -0.17 2-12 >644 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.50 Vert(TL) -0.30 2-12 >366 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.24 Horz(TQ 0.00 12 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:93 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0.0 oc[racing. WEBS 2x4 SP No.3MiTek recommends that Stabilizers and required cross bracing be installed OTHERS 2x4 SP No.3 Burin truss erection in accordance with Stabilizer Installation quide. REACTIONS All bearings 9-8-1 except(it--length)2=3-8-15. (Ib)- Max Horz 2=36(LC Max Uplift All uplift 8100 Ib or less at joint(s)11 except 2=151(LC 8),8=166(LC 9), Max Grev All reactions 250 Ib or less at joiM(s)10 except 2=336(LC 27),8=317(LC 28), \ JV 12=795(LC 2) \ ` \GEN$F •..• i FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. = � •• •, 1 i TOP CHORD 2-3=325/179,3-4=-299/190,45=330/562,5-6=330/562,6-7=-281/210,7-8=306200 34869 7C BOT CHORD 2-12=177/300,11-12=198(280,10-11=-196/280,8-1D=196280 _ WEBS 512=-498/347,6-12=-637/510,412=-662/504 •- 10 NOTES (10-12) - 1)Unbalanced roof live loads have been considered for this design. 2)Wmd:ASCE 7-10;Vint=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf,BCDL=3.Opsf;h=18R;Cat.II;Exp C;End.,GCpi�.18;MWFRS •:��C/ (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 STATE OF 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wird(normal to the face),see Standard Industry Gable End Details as •••. F(ORIOP •• •�'A\ applicable,or consult qualified building designer as per ANSI/TPI 1. •.• .• av 4)Gable studs spaced at 1-40 oc. //////110 �61 ` \\\\ 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. /// /O N A� I \\0 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 380 tall by 2-0.0 wide will fit between the ///'')) bottom chord and any other members. 7)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)11 except(jt-lb)2=151,8=166, 12=193. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 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 SP,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 September 11,2013 ® WARNING-VerVy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MB-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 msponsiblity 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 responsibllty,of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Crtleda,DSB-89 and SCSII Building Component Boynton Beach,FL 33435 SafetyInformallon available from Truss Plate Institute,5B3 D'Onotno Drive,Madison,WI 53719. Job Truss Truss TypeQty Ply 17236660 517395 T04 Common Truss 6 1 Job Reference(optional) Builders FirstSource, Jacksonville,Ff 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Wed Sep 11 1225:40 2013 Page 1 ID:OIMnjm6itmydTbJ9c2GoYTygROq-Ofgv3Nf36luBAe2Wtnq 1 JgfrMCpiJP_JKgwpAyeiT 7 o-0 5-2-8 440 13-3-8 18-(>0 20.6-0 sa.•rare 3.00 Ile 3 5 wl wl 8 � 8 9-3-0 18-6-0 9-3-0 9-3-0 Plate Offsets X 2:0.4-12 Ede 6:0.412 E e 8:0-40 0.3-0 LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) -0.17 6-8 >999 240 MT20 244/190 TCDL TO Lumber Increase 1.25 BC 0.80 Vert(TL) -0.33 6-8 >661 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.17 Horz(TL) 0.05 6 Na Na BCDL 5.0 Code FBC2010/1P12007 (Matrix) Weight:78 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 43-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. Except: WEBS 2x4 SP No.3 6-2-0 oc bracing:6-8 6-3-0 oc bracing:2-8 JOINTS 1 Brace at Jt(s):8 ' T ek recommends that Stabilizers and required cross bracing be installed d s er accordance with Stabilizer Installation uide REACTIONS (Ib/size) 2=587/0.5-8 (min.0-1-B),6=587/0.5-8(min.0.1-8) Max Harz 2=40(LC 8) Max Uplift2=251(1_C 8),6=251(LC 9) Max Grav 2=700(LC 2),6=700(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1731/987,3-4=1268/671,45=-1268/671,56=1731/987 BOT CHORD 2-8=-870/1636,6-8=890/1644 WEBS 48=123/376,5-8=476/376,3-8=-476/377 NOTES (8-10) 1)Unbalanced roof live bads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=42psf;BCDL=3.Opsf,h=18tt;Cat.II;Exp C;End.,GCpi=0.18;MWFRS (envelope)and C-C Extenor(2)zone;C-C for members and forces&M WFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 3.64)tall by 2-0.0 wide will fit between the bottom chord and any other members. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt--1b)2=251,6=251. 7)"Semi-rigid pitchbreaks inducting heels"Member end fixity model was used in the analysis and design of this truss. 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. \\ ``S S. 9)Note:Visually graded lumber designation SP,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 \ •\C.ENSF LOAD CASE(S)Standard 1 7C 34869 _ STATE OF September 11,2013 ® WARNING-VerTy design parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGE NII-7473 BEFORE USE. Design valid for use only with Wek 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 responsiblity of building designer-not truss designer.Bracing shown is far lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.Fa general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/fPll QW11ty CrBeria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 safety Information available from Truss Plate Institute,5133 D'Onofrio Drive,Madison,W1 53719. Job Truss Truss Type aty Ply 17236661 517395 TOS Special Truss 1 9 J .bb Reference o trona Builders FirstSource, Jacksonville,A 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Wed Sep 11 1225:412013 Page 1 ID:OIMnjm6itmydTbJ9c2GoYTygROq-srElGs4k3CJ1 FC54LYYYCsOfc7WURILBX_QTLcyeT 1-11-6 8-7 410-10 `+10.8 610-6 1-11-6 1-9-1 1-2-2 0-11-14 0-11-14 1-2-2 1-9-1 1-11 Fi Sak.1:19.] h12= h5= 2321+[ 2 16 2 e ] 2 S14— T1 � � Ti t f � 1 B1 d sen II s I8 11 12 brt= 17 tI 15 3 1-11� 3-67410-10 610-6 60-9 9-9-10 11-5-11 H.9 -9- 3 1-61 1-9-1 1-11-13 1-2-2 1-9-1 1-8-1 3 Plate Offsets 1:0-7-0 Ede 40-54 Ede 4:1-61 0-2-12 5:0-3-B 0-44 LOADIV SPACING 2-0-0 CSI DEFL in (loc) Vdefi Ud PLATES GRIP TCLLPlates Increase 1.25 TC 0.69 Vert(LL) -0.13 5 >999 240 MT20 244/190 TCDLLumber Increase 1.25 BC 0.96 Vert(TL) -0.24 5 >571 180 BCLLRep Stress Incr NO WB 0.19 HOR(TQ 0.04 4 n/a We BCDLCode FBC2010/TPI2007 (Matrix) Weight 148 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 60-0 oc pudins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS (Ib/size) 1=2624/0-52 (min.0-1-8),4=3067/0-5-2 (min.0-1-8) Max Horz 1=12(LC 8) Max Uplift 1=854(LC 4),4=998(LC 5) \ Max Gray 1=3115(LC 2),4=3642(LC 2) \ S / FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \\ 1� ••�,(\ TOP CHORD 1-7=7915/2156,2-7=-7887/2162,3-8=-8105=20,4-8--8132/2215,2-16=-8167/2240, \\ \CENSE •.•`• �i 316=8167/2240 BOT CHORD 1-9= 6/7 2106!7731,9-10=210731,10-11=2106(7731,611=-2106/T731,612=-2155/7927, 512=2155(7927,5-13=2153/7945,13-14=-2153!7945,1415=-2153!7945,415=-2153/7945 WEBS 2-6=330/1323,3-5=38&1529,2-5=104/352 348fi9 ._ NOTES (13-15) '— — 1)Special connection required to distribute bottom chord loads equally between all plies. T1 2)3-ply truss to be connected together with 1 O(0.131"x3')nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. STATE OF •• =W` Bottom chords connected as follows:2x6-3 rows staggered at 0-4-0 oc. •• Webs connected as follows:2x4-1 row at 0-9-0 oc. '°CORIDP. ' 3)All loads are considered equally applied to all plies,except d 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. / ONA \\ 4)Unbalanced roof live loads have been considered for this design. 5)Wind:ASCE 7-10;VuIY-130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;End.,GCpi=0.18;MWFRS ///I/ -I- �\\\\\\ (envelope);Lumber DOL=1.60 plate grip DOL=1.60 6)Provide adequate drainage to prevent water ponding. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconourrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fol between the bottom chord and any other members. 9)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except at--lb)1=854,4=998. 11)"Semi-rigid pftchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)14 Ib down and 26 Ib up at 38-7,and 14 Ib down and 49 Ib up at 5-10-8,and 14 lb down and 26 Ib up at 8-0-9 on top chord,and 869 Ib down and 241 Ib up at 0-6-4,869 Ib down and 241 Ib up at 2-64,869 Ib dawn and 241 Ib up at 4-64,10 Ib dun and 30 Ib up at 5-10-8,869 lb down and 241 Ib up at 6-6-4,869 Ib down and 241 Ib up at 8-64, and 869 Ib down and 241 Ib up at 10-64,and 869 Ib down and 241 Ib up at 11-2-12 on bottom chord. The desigNselection of such connection device(s)is the responsibility of others. 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 SP,represents new lumber design values as per SPIE. ineer:Julius Lee PE:Florida P.E.License No.34869:Address:1109 Coastal BayBlvd.Boynton Beach FL 33435 September 11,2013 ® WARNING-Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MB-7473 BEFORE USE. Design valid for use only with MOek 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 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsiblfity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/711 Quality Criteria,DSB-89 and BCSII Bugding Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply 17238661 517395 TOS Special Truss 1 9 J Job Reference o trona Builders FirstSource. Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Wed Sep 11 12:25:412013 Page 2 ID:OIMrym6itmyc rbJ9c2GoYfygROq-srElGs4k3CJ1FC54LYYYCsOk7WURILBX_QTLcye7 LOAD CASE(S)Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-44,34=-44,1-4=10,2-3=44 Concentrated Loads(lb) Vert:5=732(F)7=21(B)8=21(B)9=-7320 10=-7320 11=732(1`)12=14(B)13=7320 14=732(F)15=732(F)16=12(B) _ Q WARNING-Ver(jy design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MH-7473 BEFORE USE. Design valid fa use only With MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paromenters and proper incorporation of componentis 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 responsibility of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTPII Qual9y Crleda,OSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Infarmalon available from Truss Plate Institute.583 D'Onofrio Drive,Madison,WI 53719. Job TrussTruss Type 1"'y ply 517395 T06 Common Truss i Job Reference o bon7236662 a Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Wed Sep 11 1225.43 2013 Pagel ID:OIMnjm6itmydTbJ9c2GoYTygROq-oEL2hY6_bpZkVVFSSzbOHHT?L,GOvX1 Q?IvaQUyei 5-71 11-0.0 16-0-4 5-7-12 5-4-4 5-4-4 5-7-12 smr•1:JB s 4n= 3 3a Fr 9 SaB Sz9= 2 WS 5 11 01 d 1. 17 18 19 6 10 11 1m1z= v4 II 1J u e 1s a.4 II 5-7-12 11-0.0 16-4-4 22-0.0 57-12 5-4-4 5-4-4 5-7-12 LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) VdeB LJd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) -0.18 6-7 >999 240 MT20 244/190 TCDL TO Lumber Increase 1.25 BC 0.68 Vert(TQ -0.35 6-7 >549 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.76 Horz(TL) 0.04 5 Na Na BCDL 5.0 Code FBC2010fTP120O7 (Matrix) Weight:321 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 60-0 oc purlins. BOT CHORD 2x6 SP SS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3*Except' W2:2x4 SP No.2 REACTIONS (Ib/size) 1=68/7-5-13(min.0.32),5=5522/0.11-0 (min.0.2-3),8=7973/7-55-13(min.0-32) Max Harz 1=33(LC 13) Max Upliftl�314(!-C Max Gra ) ) v 1=268(LC 21)5522(LC ),8=7973(LC 1) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \\\\�\�.S•'••-'•••,•��/�j TOP CHORD 1-2=482/2593,2-9=6899/1240,39=-6728/1250,3-10---6754/1240,4-la=-6924/1231, •.• \CE NSE •.•• i 4-11=-13571/2604,11-12--13721/2598,5-12=13907/2596 BOT CHORD 1-13=2465/505,1314=-2465/505,8-14=-2465/505,8-15=-2465/505,1516=-2465/505, 1 i 7-16=2465/505,7-17=2498/13293,17-18=-2498/13293,1 8-1 9=-24 98/1 3293,6-19=-2498/13293, 7C 869 •• �_ 6-20=2498r13293,20.21=-2498113293.5-21=-2498/13293 34 WEBS 37=5072 -6i 899,4-7=6960/1413,4 =-543/2208,2-7=1683/9298,z-8=-5338974 -' NOTES (1315) _ 1)3-ply truss to be connected together with 1 O(0.131"x3")nails as follows: N /�� Top chords connected as follows:2x4-1 row at 0.5-0 oc. ••�W Bottom chords connected as follows:2 -3 rows staggered at 0.5-0 oc. STATE O x6 F Webs connected as follows:2x4-1 row at 0-9-0 oc. FC ORIDP ••/•,\ 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 ( �l ••.• •, alJ \ have been provided to distribute only loads noted as F or(B),unless otherwise indicated. S 3)Unbalanced roof live loads have been considered for this design. Z/ /O N A \\ 4)Wind:ASCE 7-10;Vult--130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.Il;Exp C;Encl.,GCpi=0.18;MWFRS (envelope);Lumber DOL--1.60 plate grip DOL=1.60 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 3-60 tall by 2-0.0 wide will fol between the bottom chord and any other members. 7)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt--lb)1=314,5=950,8=1745. 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)1,8. 10)"Semi-rigid pftchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 12)Hanger(s)or other connection devices)shall be provided sufficient to support concentrated load(s)756 Ib down at 7-7-12 on top chord,and 871 Ib down and 261 Ib up at 1-7-12,876 Ib down and 253 Ib up at 37-12,869 Ib down and 241 Ib up at 5-7-12,8691b down and 241 Ib up at 7-7-12,1352 to down and 241 Ib up at 9-7-12,1352 to down and 241 Ib up at 11-7-12,1352 Ib down and 241 Ib up at 137-12,869 Ib down and 241 Ib up at 15-7-12,and 876 Ib down and 253 Ib up at 18-4-4,and 871 Ib down and 261 Ib up at 20-4-4 on bottom chord. The desigNselection of such connection device(s)is the responsibility of others. r,min-d go page 2 September 11,2013 Q WARNING-Ver qy design parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE MB-7473 BEFORE USE. Design valid far 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 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 is the responsibllty of the Julius Lee PE. erector.Additional permanent bracing of The overall structure is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/ti ll Quality Criteria.DSB-89 and 8CSl1 building Component Boynton Beoch,FL 33435 Safety Informalion available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type aY Ply 17236662 517395 T06 Common Truss 1 9 J Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MTek Industries,Inc.Wed Sep 11 1225:43 2013 Page 2 ID:OIMnjm6itmydTbJgc2GoYTygROgoEL2hY6_bpZkW FSSzbOHHT?IxGOvXt Q?IvaQUyel 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 SP,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 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-3=-44,3-5=-44,1-5--10 Concentrated Loads(lb) Vert:5=-611 8=732(6)9=-616(B)10=-611 11=-611 12-611 13=734(B)14=738(6)15=732(8)16=1352(B)17=1352(B)18=1352(8)19=-732(6)20=738(B)21=734(6) ® WARNING-Ve lf,design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MD-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. Applicability of design paramenters and proper incorporation of component is responsiblity 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 responsiblfity,of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/11`111 Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type OtY Ply 17236663 517395 T07 HIP TRUSS 2 2 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Wed Sep 11 12:25:45 2013 Page 1 ID:OIMnjm6itmydTbJ9c2GoYTygROq-kdTo6E7E7QpSkpPraOdU NiZMXktuNWmjScOhUNyeiT 16-10.7 22-4-8 2410-0 28-4-8 31-4-8 3-0.0 3-6-8 2-SB 5-61 5-45 56-1 2-SB 3-(i8 3-0.0 swe.lsu IJ4 - am s 3� 11 3 � d Z19 ::11121 d �,i 10 1) 36 2) 16 i8 15]9 30 1� 31 33 13 13 a4= sm= ,rt= a�II 3.e- h4 II 3-6-8 0 1111-1 16-10.7 22-48 2410.0 28-4-8 3-6r8 2-58 56-1 54-5 56-1 2-SS 3-8-8 Plate Offsets :0-4-15 0-1-81,[10:0-4-15,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) -0.46 1416 >731 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.90 1416 >374 180 BCLL 0.0 Rep Stress Incr NO WB 0.42 Horz(TL) 0.14 10 n1a n/a BCDL 5.0 Code FBC2010(rP12007 (Matrix) Weight:268 Ib FT=20% LUMBER BRACING TOP CHORD 2.4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 424 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-511 oc bracing. WEBS 2x4 SP No.3 REACTIONS (Ib/size) 2=1346/0.5-8 (min.0.1-8),10=1345/0.58(min.0.1-8) Max Harz 2=39(LC 4) Max Uplift2=557(1-C 4),10=557(LC 5) Max Grav2=1600(LC2),10=1599(LC2) \\\\ �� �•� //// FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \\-`�� .•' ''•., //j TOPCHORD 2-3=4307/1165,34=-4714/1303,419=-6664/1894,19-20=-6664/1894,520=6664/1894, V �CENS�'. 521=-0664/1894,6-21=-666411894,&22=6664/1894,22-23--6664/1894,7-23=6664/1894, i 7-24=-4639/1285,24-25--4639/1285,8-25---4640/1285,8-9=-4706/1299,9-10=-4303/1162 BOT CHORD 2-18=1074/4102,17-18=1074/4102,17-26=1223/4592.26-27=1223/4592,16-27=1223/4592, 16-28=1844/6659,1528=-1844/6659,1529=-1844/6659,29-30=-184416659,1430=1844/6659, 34869 -_ 1431=184416659,31-32=1844/6659,1332=1844/63659,12-13=-108814098,10.12=-1088/4098 "' WEBS 317=278/534,4-17=01278.4-16=-645/MO,5-16=-483/239,7-14--01270,7-13--21681633, 8-13=129/699,9-13=273/531 T1 NOTES (12-14) /N STATE I _ ,•• � 1)2-ply truss to be connected together with 10d(0.131"x3")nails as fellows: i •'. � Top chords connected as follows:2x4-1 row at 0-9-0 oc. '•••.F[OR�p P..•• vim Bottom chords connected as follows:2x4-1 row at 0.9-0 oc. S .,• ., ` \\ Webs connected as follows:2x4-1 row at 0.9-0 oc,Except member 17-4 2x4-1 row at 0.8-0 oc,member 138 2x4-1 row at 0.8-0 oc. 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. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-1P Vuk--130mph(3second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf,h=18ft;Cat.11;Exp C;End.,GCpi=0.18;MWFRS (envelope);Lumber DOL=1.60 plate grip DOL=1.60 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 SP No.2 crushing capacity of 565 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except at--lb)2=557,10=557. 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)96 Ib down and 116 lb up at 6-0.0,56 Ib down and 61 Ib up at 8-0.12,56 Ib down and 61 Ib up at 10-0.12,56 Ib down and 61 Ib up at 12-0-12,112 Ib down and 122 Ib up at 140.12,56 Ib down and 61 It,up at 16-312,56 Ib down and 61 Ib up at 18-312,and 56 lb down and 61 Ib up at 20.312,and 98 Ib down and 116 to up at 22-48 on top chord, and 148 lb down and 21 Ib up at 6-0-0,36 Ib down at 8-0.12,36 lb down at 10.0.12,36 lb down at 12-0.12,72 Ib down at 14-0.12,36 Ib down at 16-312,35 lb down at 18-312,and 36 Ib down at 20-312,and 148 Ib dawn and 21 Ib up at 22312 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. Contin,ied an page 2 September 11,2013 ® WARNING-Verify design paramet-and READ NOTES ON THIS AND INCUMED M7TEE REFERENCE PAGE MN-7473 BEFORE USE. Design valid for use only with MTek connectors.This design's 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 is for lateral support of individual web members only.Additional temporary bracing to insure stability during constructions the responsibility of the Julius Lee PE. erector.Additional permanent bracing of the overall structu3re is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/1PII Quality Crlfedo,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 So"Informaflon available from Truss Plate Institute.583 D'Onofrio Drive,Madison,W 153719. Job Truss Truss Type aY ply 17236663 517395 T07 HIP TRUSS 2 2 .bb Reference o tions Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Wed Sep 11 1225:452013 Page 2 ID OlMnjm6itmydTbJ9c2G0YTygROq-kdTo6E7E7QpSkpPraOdUNiZMXktuNWmjScOhUNyeT 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 SP,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 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pIf) Vert:1-4=44,4-8=-44,8-11=-44,2-10=10 Concentrated Loads(lb) Vert:44800 8=-80(F)15=17(F)17=113(F)13=113(F)19=-46(F)20=46(F)21=46(F)22=93(F)23=46(F)24=-46(F)25=-46(F)26=170 27=-17(F)28=-17(F)29=-17(F)30=17(F) 31=17(F)32=17(F) ® WARNING-VerVy design parameters and READ NOTES ON THIS AND INULIDED MITER REFERENCE PAGE 87D-7473 BEFORE USE. Design valid far use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicabifty of design poramenter: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 stabifty during construction is the responsibility of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,corsuit ANSI/TPII Quality Criterla,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onoffio Drive,Madison,WI 53719. Job Truss Truss Type city Ply 17236664 517395 TOS HIP TRUSS 2 1 Job Reference(optional) Builders Firs[Source, Jacksonville,F132244 7.350 s Sep 27 2012 MiTek Industries,Inc.Wed Sep 11 12:25:46 2013 Page 1 ID:OIMnjm6itmydTbJ9c2GDYTygROq-Dpl BJa8tukxJMz-1858jvw5Wr8GB6?IthG7E 1 pyeiT 1 -0.0 4Fi8 &0.0 14�- z0-4-8 231ao 2Bd-8 2-0.0 4-6-8 3-58 6-2< 6-2-4 35-8 41'x8 Scale�150 B .12- 2N Il -2 300(12 4 6 8 d 8 2 d 12 0 9 I6- 3t II 34= Sd= 3/= ht 4.5= 4$8 8-0.01 -2-4 20.4.8 2310.0 28-8 4-fr8 3-5-8 6-2-4 8-2-4 3S8 4.6-8 Plate Offsets :0.50 Ed 8:0.48 E e 11:0.2-0.3-0 LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) I/defl Idd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.66 Ven(LL) 0.48 11 >695 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.73 Ven(TL) -0.71 11 >469 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.31 Horz(TL) 0.14 8 nla n/a BCDL 5.0 Code FBC2010rrP12007 (Matrix) Weight:127 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 47-15 oc bracing. WEBS 2x4 SP No.3 MiTk recommends that Stabilizers and required cross bracing be installed dune Wss erection in accordance with Stabilizer Installation ouide. REACTIONS (lb/size) 8=750/0.5-8(min.0.1-8),2--857 5-8(min.0-1.8) Max Harz 2=44(LC 8) Max Uplift8�259(!-C MaxGre ) vv8=888(LC2)2=102l((LC2) \\\ `C UJ r\ / FORCES (Ib)-Max.Comp./Max-Ten.-All forces 250(lb)or less except when shown. \-\�\, '• •'•.�� // TOP CHORD 2-3=2912/1583,34=2663/1485,45=-3245/1836,56=3245/1836,6-7=2682/1507, \v• SCE N SF .•• �i 7-8=-2975/1663 J_ BOT CHORD 2-13=1489/2774,12-13--148912774,11-12=1357r2563, 0. 111=13782581,9-10=1571/2845, &9=15712845 - * 34869 WEBS 411=-400/819,511=376286,6-11=367/799,7-10=291208 NOTES (9-11) - - 1)Unbalanced roof live loads have been considered for this design. T +✓vrJ...... 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.Il;Exp C;End.,GCpi=0.18;MWFRS /IJ :•�!r,\ (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 STATE OF ! 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. ••,F�OR ID P •• �\ 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 •......•• eee\\\���,\ � bottom chord and any other members. /61/O N AL ` \\ 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. / 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt--lb)8=259,2=359. //011111W 8)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is it,-- responsibility heresponsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,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 September 11,2013 A WARNING-Verify design Parameters and READ NOTES ON THIS AND INCLUDED MUTER REFERENCE PAGE MI-7473 BEFORE USE. Design validfor use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 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 is the responsibllity,of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVIPII CtuaBly CrItedo,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 safety Information available from Truss Plate Institute,583 D'Onctrio Drive,Madison,WI 53719. Job Truss Truss TypeQty Ply 17236665 517395 T09 HIP TRUSS 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Wed Sep 11 1225:47 2013 Page t I D:OIM njm6itmydTbJ9c2GoYTygROq-h?bZXw9Vf23A_7ZEhpfyS7eimYZIrTLOwwtoZGyel -2-0-0 5-F.8 10.0.0 142-4 184-8 22-10.0 27-11-14 2-0.0 5-6-8 45-8 42-4 42-4 4-5-8 5-1-14 sm.-rao.a 5 a 34a Irl 4 L7- 3 7 d W B by = tl 10-0-0 18-4-8 27-11-14 10.0-0 84-8 9-7-6 Plate Offsets X,Y): [2:0-4-0,E 8:0.1-7 Ed e LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) 0.39 9.11 >862 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.68 2-11 >486 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.23 Horz(fL) 0.14 8 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:122 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-3 oc purins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 MiTekrecommends that Stabilizers and required cross bracing be installed Burin truss erection in accordance with Stabilizer Installation auide. REACTIONS (Ib/size) 8=744/Mechanical,2=852/0-5-8 (min.0.1-8) Max Harz 2=49(LC 8) Max Uplift8=251(LC 9),2=350(LC 8) Max Grav 8--881(1-C 2),2=1014(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\\\�\• •••. ///�i TOP CHORD 2-3=2907!1678,3-4=•2427!1345,45=-2357/1339,5-6=-2344/1339,6-7=2415/1346, �\ �J•.• \GENSF••.�� i 7-8=-2856/1682 \ i BOT CHORD 2-11=1577/2772,10-11=1345/2503,9-10=-1345/2503,8-9=-1581/2725 ..1.. .L WEBS 3-11=-487/395,4-11=135/337,5-11=-3531174,59=360/166,&9=-1401336,7-9-452/400 7� 869 )f NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf,h=18ft;Cal.Ii;Exp C;End.,GCpi�.18;MWFRS i ' • (envelope)and C-C Exterior(2)zone;C-C for members and forces&li for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 T /,, 3)Provide adequate drainage to prevent water ponding, i W 4)This truss OF ss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. � •••, ••���` 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3E-0 tall by 2-0.0 wide will fit between the -(�•'.,F(ORID P •• \ bottom chord and any other members. SS O .• \ \\ 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except at--lb)8=251,2=350. //// N A1- \\\\ 8)'Semi-rigid pitchbreaks inducting heels'Member end fixity model was used in the analysis and design of this truss. 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 SP,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 September 11,2013 ® WARNING-Verjjy design parameters and READ NOTES ON TRIS AND INCLUDED MITEK REFERENCE PAGE MU 7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is far an individual building component. Applicability of design paramenters 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 is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding If 09 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/7I1 Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply 17236666 517395 T10 Hip Truss 1 Job Reference o tions Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Wed Sep 11 12:25:48 2013 Page 1 ID:OIMnjm6itmydTbJ9c2GoYTygROq-9C9xkGA7PLB1 bG7QFWBB_LBmyySasE98acL5iyei 688 12-0.0 16-4-8 21-10.0 27-11-14 6-68 SS8 4-4-8 SSB 61-14 sae-+:aa 3 34= .4 2 6 f 6 r M ddd m g 6 7 4n= a4 II 3.4= 3.4= s®= a4 688 12-0-0 164-8 21-10.0 27-11-14 688 5-5-84�-8 5-5-861-14 Plate Offsets 1:0-412 Ede 6:0-1-7 Ec1e LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) Well Vd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.76 Vert(LL) 0.36 10.11 >925 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.53 10.11 >632 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.50 Horz(TQ 0.14 6 n/a Na BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:120 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 47-11 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed tlurin truss erection in accordance with Stabilizer Installation ouide. REACTIONS (lb/size) 1=748/0.5-8 (min.0.1-8),6=748/Mechanical Max Harz 1=38(LC 13) Max Uplift 1�244([_C Max Grav 1=886(LC 2))66(L) C 2) =B8 FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. -`� '• •'•., // TOP CHORD 1-2=2957/1689,2-3=-2206/1284,3-4=-2121/1272,45=2197/1278,5-6=2887/1649 `V• �CEN$F •.�� BOT CHORD 1-11=1586/2825,10.11=1586/2825.9-10=-1115/2087,8-9=-1115/2087,7-8=1544/2752, •7 67=15442752 WEBS 2-10=784/497,3-10=-119281,48=-112275,5-8=716/459 34859 '• NOTES (9.11) 1)Unbalanced roof live loads have been considered for this design. nN/ 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf,h=18ft;Cat.Il;Exp C;End.,GCpi=0.18;MWFRS '•• L.L- (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 i W 3)Provide adequate drainage to prevent water ponding. STATE OF 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .•���\ 5)'This truss has been designed for a live load of 20.Opsf on the bottom lard in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the •,FC ORtD P. bottom lard and any other members. S-(� ••••...- 6)All bearings are assumed to be SP N0.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except at--lb)1=244,6=243. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this buss. 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 SP,represents new lumber design values as per SPI B. 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 September 11,2013 Q WARNING-Ver jfy design parameters and READ NOTES ON THIS AND INCLUDED hUTER REFERENCE PAGE AW-7473 BEFORE USE. Design valid for use only with Mi-rel,connectors.This design is based only upon porameters shown,and is for an individual building component. Applicabirity,of design paramenters 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 Is the responsiblrity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTP11 Quality Criteria,DSB-09 and 11CSI1 Building Component Boynton Beoch,FL 33435 Safety Infonna8on available from Truss Plate Institute,583 D'Onotrio Drive,Madison,WI 53719. • Job Truss 7�31S_Tsy:' PN 17236667 517395 T11 _TJ Job Reference o trona Builders FirslSouroe Jacksonville,A 32244 7.350 s Sep 27 2012 Mi7ek Industries,Inc.Wed Sep 11 12:25:49 2013 Page 1 ID:OIMNm6itmydTbJ9c2 GoYTygROq-dO iJxbAlAfJuDQ icpDiQ�zwLlgJ ENJN DMvd8yel 13-11-14 7-1-14 13-7-6 1 1 27-7-4 7-1-1a 5-5e 0-- sse 7-1-u ata sae•,:44.4 4,s= 3 2 5 .4 II se= a.4 II ..s- 13-11-14 7-1-U 13-76 13 1 20-5-6 27-7-4 1-1-14 656 0.- 6_56 7-1-14 Plate Offsets 1:0-1-7 Ed 5:0.1-7 E :0.2-0 E e LOADING(psQ SPACING 2-0.0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.92 Vert(LL) 0.35 7-8 >938 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.75 Vert(rL) -0.51 7-8 >643 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(TL) 0.14 5 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:113 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-8-5 oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed Burin truss erection in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=742/Mechanical,5--742/Mechanical Max Harz 1=44(LC 12) Max Uplift1=231(1_C 8),5=231(LC 9) Max Grav 1=879(LC 2),5=879(LC 2) \\ ``Cj FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. �\ ._ •,'• / //� TOP CHORD 1-2--2835/1638,2.3=1952/1157,3-4=-1952/1157,4-5=-2835/1636 �J . \CENSE BOT CHORD 1411-15292700,7-8=1529/2700.6-7=-15282700,5-6=-152812700 � WEBS 2-7=921/587,4-7=920/587,3-7=295/586 34869 * NOTES (8-10) - _ 1)Unbalanced roof live loads have been considered for this design.Wind:nd:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.ll;Exp r C;Encl.,GCpi=0.18;MWFRS - W yk - (envelope)and C-C Extenor(2)zone;C-C for members and forces&M WFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 _ ` ...... - 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. t ` 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 STATE, bottom chord and any other members. '•. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. •. F[�R(p P .' �i 1 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt--Ib)1=231,5=231. ts� _ 7)"Semi-rigid pit&breaks including heels"Member end fixity model was used in the analysis and design of this truss. /// / 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the // O N A \\\ responsibility of the building designer per ANSI TPI 1 as referenced by the building code. / \\ 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE. 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 September 11,2013 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED ASTER REFERENCE PAGE MB-7473 BEFORE USE. Design valid far use only with M1ek 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 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsiblllity of the Julius Lee PE. erecta. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSIITP11 QuwBty Criteria,DSB-89 and BCSII BuBding Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.5B3 D'Orwfrio Drive,Madison,WI 53719. Job Truss Truss Type Qty ply 17236668 517395 T12 Common Truss 5 1 Job Reference o tions Builders FirstSource, Jacksonville,FI 32244 7.350 is Sep 27 2012 MiTek Industries,Inc.Wed Sep 11 1225:50 2013 Page 1 ID:OIMnj m6itmydTbJ9c2GoYTygROq-5aGh9xBNxzS IraHoNxDf4mGB31bj2ggSct5SAaye1 i 7-3-0 139-10 70-4-4 27-7-4 7-3-0 6-6-10 6510 7-3-0 scar-i ass 1 am FT a 4 a4 1� : 4 s 46= s 7 s 9-5.4 18-2-1 27-7.4 9-54 8.813 945-3 Plate Offsets 1:0.1-7 Ed 5:0-1-7 E LOADING(PASPACING 2-0.0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.90 Vert(LL) 0.36 6-8 -917 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.59 1-8 -558 180 BCLL 0.0 ' Rep Stress InYES WB 0.24 Horz(TL) 0.12 5 Na Na BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight.108 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-7-10 oc bracing. WEBS 2x4 SP No.3 MIT-'r k recommends that Stabilizers and required cross bracing be installed Burin truss erection in accordance with Stabilizer Installation ouide. REACTIONS (lb/size) 1=742/Mechanical,5=742tMechanical Max Harz 1=-44(LC 13) Max Uplift1=231(LC 8),5=231(LC 9) Max Grav 1=879(LC 2),5=879(LC 2) �\ c K // FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb) \\\���?••�••.,' ///� ( )or less except shown. TOP CHORD 1-2=2818/1666,2-3=245211430,3-4---2451/1430,4-5=-2818/1666 J .•' \GENSF'• `' BOT CHORD 1-8--15562685,7-8=970/1794,6-7=970/1794,5-6=1556/2684 '• i WEBS 3-6=-335/654,4-6=-496/421,3-8=336/654,248=496/421 _ NOTES (8-10) ' * 34869 1)Unbalanced roof live loads have been considered for this design. — — 2)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101 mph;TCDL=42psf,BCDL=3.Opsf;h=18ft;Cat.II;Exp C;End.,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 ...... 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 36-0 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 SP No.2 crushing capacity of 565 psi. - ,'cC O R IDP •• \ 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt--lb)1=231,5=231. \� 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �// S ''''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 // N A 1.^ \\ responsibility of the building designer per ANSI TPI 1 as referenced by the building code. //O/00i / j j 11 \0\1 \\\\\ 9)Note:Visually graded lumber designation SP,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 September 11,2013 WARNING-Ver(fg design parameters and READ NOTES ONTNIS AND INCLUDED MITEK 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. 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 B the responsibillity of the Julius Lee PE. erecta.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/rPll Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Informa8on available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. L Job Truss Truss Type Qty ply 17236669 517395 T13 JACK-PARTIAL TRUSS 2 1 Job Reference o tions Builders FirstSource, Jacksonville,FI 322" 7.350 s Sep 27 2012 Mitek Industries,Inc.Wed Sep 11 1225:50 2013 Pagel ID:01 Mnjm6itmydTbJ9c2GoYTygROq-5aGh9xBNxzS lraHONXDf4m GA31ma2tcSct5SAayel r -3-0-6 -1 6 3-0.6 1-3-6 0.58 Scab•,9i 3 z s, 1a a, T, Plate Offsets [2:0-1-11,0-0-11 LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.77 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.13 Vert(Q 0.00 7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TQ 0.00 2 Na Na BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) Weight:10 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-8-14 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. Mitek recommends that Stabilizers and required cross bracing be installed durin truss erection in accordance with Stabilizer Installation ouide. REACTIONS (Ib/size) 2=272/0.5-9 (min.0.1-8),4=-29/Mechanical,3=14/Mechanical Max Harz 2=52(LC 8) Max Uplift2=230(LC 8),4=37(LC 2),3=18(LC 2) \\\\\\1 11 1 1 1/(/ Max Grav 2=332(LC 2),4=41(LC 8),3=27(LC 8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. •, TOP CHORD 2-3=-4671332 �J•.• \CENSE .•4� i BOT CHORD 2-4=342/480 NOTES (7-9) * 34869 1)Wind:ASCE 7-10;Vuft=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf,h=18ft;Cat.11;Exp C;End.,GCpi=0.18;MWFRS _ (envelope)and C-C Exterior(2)zone;C-C for members and forces 8 M WFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3Fr0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,3 except at--lb)2=230. STATE OF 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. F�OR1Q P •. •((••,,�� 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the S(� •.,•._•,. V�\ responsibility of the building designer per ANSI TPI 1 as referenced by the building code- /j/ v 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPI B. / v 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 // N1A LOAD CASE(S)Standard September 11,2013 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MD-7473 BEFORE USE. Design valid far use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsiblfty 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 respomibilFity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consutl ANSI/TPII Quality Criteria,DSB-89 and BCSII BuOding Component Boynton Beaah,FL 33435 Safety Inlormabon available from Truss Plate Institute,583 D'Onotrio Drive,Madison,WI 53719. w Job Truss Truss Type Qty ply 17236670 517395 T14 JACK-PARTIAL TRUSS 2 1 Job Reference fc bona Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Wed Sep 11 12:25:512013 Page 1 ID:OIMnjm6itmydTbJ9c2GoYTygROq-Zng4MHC?iGacSks?wekuczpLp96dnKrcrXr?i1 yet rL r 3-0-6 2-10-7 Bnr.,,v 3 2,97 ,[-2 2 B1 91 4 1 Plate Offsets X 2:0-0-15 Etl e LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) I/deB L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.77 Vert(LL) -0.01 7 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.14 Vert(TL) -0.01 7 >999 180 BCLL 0.0 ' Rep Stress Ina NO W13 0.00 Horz(TL) 0.00 2 n/a n1a BCDL 5.0 Code FBC201OfTPI2007 (Matrix-M) Weight:13 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed duri truss erection in accordance with Stabilizer Installation aude. REACTIONS (Ib/size) 3=23/Mechanical,2=264/0-5-9 (min.0-1-8),4=-O/Mechanical,4=0/Mechanical Max Harz 2=61(LC 8) Max Uplift3=15(LC 12),2=199(LC 8),4=-3(LC 2) \\ Max Grav 3=28(LC 2),2=320(LC 2),4=26(LC 3) \\� \�S FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \\ `� •. TOP CHORD 2-3=557/359 \ v \GENS BOT CHORD 24=366/562 i NOTES (7-s) � * 34869 • 1)Wind:ASCE 7-10;Vuk--130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.ll;Exp C;End.,GCpi=0.18;MWFRS _ _ (envelope)and C-C Exterior(2)zone;C-C for members and forces&M WFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 _ ry 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LL 3)`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 i ` bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. i /Ji Z7 5 Provide mechanical connection(b others)of truss to bearing Plate capable ofwithstanding 100 Ib uplift at 1oint s 3,4 exceptGt=b)2=199. STATE OF 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. •F�OR'p P •. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the S(�• •.,•••••. av\\ responsibility of the building designer per ANSI TPI 1 as referenced by the building code. /j/ v/O 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPI B. / v \ 9)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 September 11,2013 ® WARNING-VerVy design parameters and READ NOTES ON THIS AND INCLUDED MUTER REFERENCE PAGE MD-7473 BEFORE USE. Design valid fa use only with M7ek 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 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibllty of the Julius Lee PE. erecta. Additional permanent bracing of the overall structureis the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison.WI 53719. JobTN55 TNss Type Qty Ply 17236671 517395 T15 JACK-PARTIAL TRUSS 2 1 Job Reference o lona Builders FirstSource, Jacksonville,F132244 7.350 s Sep 27 2012 MiTek Industries,Inc.Wed Sep 11 12:25:512013 Page 1 ID:OIMnjm6itmydTbJ9c2GOYTygROq-Zng4MHC?iGacSks?wekuczpLp96gnKrcrXr?i1 yelTL 3 A-&7 3-0 B 3-42 Swb•1:12.6 3 397 r 2 Tt B1 ffi= 4 1 3d Plate Offsets X 2:0-0-15 Ed e LOADING(psf) SPACING 2-D-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.77 Vert(LL) -0.01 7 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.14 Vert(TQ -0.01 47 >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight:15 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-42 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed Burin truss erection in accordance with Stabilizer Installation guide. REACTIONS All bearings Mechanical except(it--length)2=0-59. (lb)- Max Harz 2=65(LC 8) Max Uplift All uplift 100 Ib or less at joint(s)3 except 2=195(LC 8) Max Grav All reactions 250 lb or less at joint(s)3,4,4 except 2=327(LC 2) ```` FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\\\\��V S. TOPCHORD 2-3=-563/339 \ \CEN$ i� BOTCHORD 2-4=-344/563 �•. -•`' 1 1 i NOTES (7-9) 7C 7t 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;End.,GCpi=0.18;MWFRS _ 34869 (envelope)and C-C EMenor(2)zone;C-C for members and forces&M WFRS for reactions shown;Lumber DOL--1.60 plate grip DOL=1.60 n/— 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3 except Qt-lb)2=195. STATE OF `-�•\ 6)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. .FC GRID P 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the S •.•• •,. responsibility of the building designer per ANSI TPI 1 as referenced by the building code. ///// / 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. /// ON ` \ 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 / r iA,-`\\\\ LOAD CASE(S)Standard September 11,2013 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MB-7473 BEFORE USE. Design valid for use only with Mi-Tek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of componentis 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 responsibllity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Qual ty Criteria,DSB-89 and BCSII BuBding Component Boynton Beach,FL 33435 Safety InformaBoa available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type �Qty Ply 17236672 517395 T16 Hip Truss 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Wed Sep 11 12:25:53 2013 Page 1 ID:DlMnjm6itmydTbJ9c2GoYTygROq-V9ygnzDGEugKi2ON23mMhOui9yfEF2lvlrK6nvyeiT 59-10 49-8 0-41 4-9-8 59-10 sc.e•txa 13 22s 1z z 3 TI T1 V2 V1 412= 412 5 �d 1 tl 91 Lj Li 91 v E 19 20 21 23 23 ) N E Z6 2) 20 6 a4 II )aaerrzw= a�II 0--4 59-10 10.9-7 1594 21-40 21 14 0.-4 5612 411-13 4-11-13 5-6-12 0.-4 Plate Offsets X [1:0-5-4.0-0-41,WO-5-4,04)-41,r7:0-7-0,0-4-81 LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) Udefi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) -0.37 7-8 >679 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.73 7-8 >349 180 MT20H 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.81 Horz(TL) 0.13 5 n/a n/a BCDL 5.0 Code FBC201OrFP12007 (Matrix) Weight:104 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 2-84 oc purlins. BOT CHORD 2x6 SP SS BOT CHORD Rigid ceiling directly applied or 5611 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed duri truss erection in accordance with Stabilizer Installation quide. REACTIONS (Ib/size) 1=1510/0.5-9(min.0.2-2),5=1510/0.5-9(min.0-2-2) Max Harz 1=31(LC 8) Max 608(LC 9) Max Gray 1=179(3(C21),5=-13(LC 22) \\�\\\`\C I IC I�,•/////// FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. '' '••.• / TOPCHORD 1-2=-67102298,2-9=58922093,9-10=58592086,10.11=58472075,11-12=-5831/2066, .• �GEN$F •.�� i 12-13=58172055,313=58022049,3-14--580212049,14-15=-5817/2056,15-16=-5831/2066, i 1617=-58472075,17-18=5859/2086,418=58922093,45=-67102299 BOT CHORD 1-8=223916491,619=2239/6491,19-20=223916491,20.21=-2239/6491,21-22=2239/6491, 34869 •' 22-23=-2239/6491,7-23=2239/6491,7-24=-2209/6492,24-25=-2209/6492,2526=-2209/6492, 2627=2209/6492,27-28=2209/6492,628=2209/6492,56=-2209/6492 WEBS 2-7=-830/304,47=-830/305,3-7=-6272117 — N _ NOTES (11-13) (L` 1)Unbalanced roof live loads have been considered for this design. STATE OF 2)Wind:ASCE 7-10;Vufi=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf,h=18ft;Cat.ll;Exp C;End.,GCpi=0.18;MWFRS (envelope);Lumber DOL--1.60 plate grip DOL=1.60 S OR 10 •'• r.N`� 3)All plates are MT20 plates unless otherwise indicated. (� '•..... 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 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. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except at--lb)1=608,508. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Hanger(s)or other connection devices)shall be provided sufficient to support concentrated load(s)44 lb down and 39 Ib up at 59-10,59 to down and 44 Ib up at 7$12,67 Ib down and 48 Ib up at 8511,71 Ib down and 50 Ib up at 9-2-14,74 Ib down and 52 Ib up at 9-9-2,75 Ib down and 52 Ib up at 10.2-6,112 Ib down and 93 Ib up at 10.9-7,75 lb down and 52 Ib up at 114-8,74 to down and 52 Ib up at 11-9-12,71 Ib down and 50 Ib up at 12-4-0, 67 Ib down and 48 Ib up at 13-0.3,and 59 Ib down and 44 Ib up at 140-3,and 44 Ib down and 39 Ib up at 1594 on top chord,and 74 Ib down and 28 Ib up at 59-10,114 Ib down and 41 Ib up at 7512,133 Ib down and 46 Ib up at 8511,144 Ib down and 48 Ib up at 9.2-14,150 Ib down and 50 to up at 9-9-2,154 Ib down and 51 Ib up at 10-2-6,155 Ib down and 51 Ib up at 10.7-2,155 Ib down and 51 Ib up at 10.11-12,154 Ib dawn and 51 Ib up at 11-4-8,150 Ib down and 50 Ib up at 11-9-12,144 lb down and 481b up at 12-4-0,133 Ib down and 46 Ib up at 13-0.3,and 1141b down and 41 Ib up at 14-0.3,and 74 to down and 28 Ib up at 15-94 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 11)This manufactured product is designed as an individual building component. The suitability and use of this component far 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 SP,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 September 11,2013 Q wARNING-VerVy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MD-7473 BEFORE USE. Design valid for use only vAth MiTek connector.This design is based only upon parameters shovm,and is far an individual building component. Applicability of design paramente s and proper incorporation of component B 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 responsiblrity of the Julius Lee PE. erector.Addiflonal permanent bracing of the overall structureis the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TPI1 Qu Iffy Criteria,OSS-89 and BCSI7 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onotrio Drive,Madison,WI 53719. JobTruss Truss Type aY ply 17236672 517395 T16 Hip Truss 1 1 Job Reference o tions Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Wed Sep 11 1225:53 2013 Page 2 ID:OIMrym6itmydTbJ9c2GoYTygROq-V9yq nzD G EugKi2ON23m MhOui9yfEF21V IrK6nvyeT LOAD CASE(S)Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert 1-3=-04,3-5=-44,1-5=10 Concentrated Loads(lb) Vert:3=59(F)8=-64(F)2=-4(F)7=264(F)"F)6=4WF)9=16(F)10=22(1`)11=25(F)12=28(1`)13=29(F)14=29(F)15=28(F)16=25(F)17=22(F)18=16(F)19=97(F)20-113(F) 21=122(F)22-128(F)23=131(F)24=131(F)25=128(F)26=122(F)27=113(F)28=-97(F) A WARNING-VerVy design parameters and READ NOTES ON TRIS AND INCLUDED AUTEK REFERENCE PAGE AW 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 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTPII Qw1ty Criteria.DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Informallon available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. lvv m� D 3 m '_ tin m (Zig C > D 22 Z D X r^ m m O o N r 03 r N N A O 3 M m 0 0 n n3G�wp—z Q (� a A�w 0 O ^ cS.mQQe _ � �.caD 0(Q O O N Z O O. O O n t1f �� O nom° Q C �C 5 TQ 6� 3 N O (1 �p N N T a Q DOO O Z f?°n Q j p Q Q- Q r O 3 N Q 9 CD 0 d - «(D Q-wo0SID 30 -0 Q��� O m � am c :03-co cQ6 Q- 3 Z �Qo3o-n U- ° Q � Q (� moa � � c m �X �mv 0naaQD(Q mo O % Q ' m D o ((D) CDL 0 0,, ca g. O o 7�° fl-a� � � (Dc� a -4 � N� a Q � � `� -O fl� .� °Qomo�-a �IDo0 a� �� O :7(D � �O a 0 �N0Q rn � n Om Nunn �CD < Z � Oc (D N � � �' = Q 3 � N Z N �(j(nQ'o n O O C � _CT.� 00 N Q n a �' O � 2) OL cy13 ofl �Q 5 g (D 0 y .�Q CD D n3 aQ0 � o0 3 -. Q D�� C - Q Q n r^�p N. y D N (Do CCD 0 O �o� O � Qo � 3cQ � oma - 7c � _ ms� Z 3 O S`^. c NO0 00 O6 < � Ono 003 (D c �(D ((D p �j(• 7 � fl no.� m ° °' � � no o CD om (Q _. cm c � �Q CTDQ c � x O n Q + c Q !p Q c 3 0 �� n• p �^m� I n a c s =a 0 TOP CHORD AWOA n 0 3:070Z W C1-8 _ w;u -=- -- C w°V° O (in () N N �v n 01 ` O� �O C Nm W -O ^(A -p ,o O0 -m � A Oc" .o °' a Z O 00 :3 0C7,° W m JJ D O S W /D T QWQ tJ W2-7 T O,T D< O Q ORNc 0 D m rn N N Z D z t w p W >m a • •�/ O fl0 01 10 r WO m U a 1 1 n W D m Z Om N ® a CA) ?m �• D o� y� Cr 0 Ar VC4-5 . W ? x0 Q 3 ti N X (D m 3 (D LM CD TOP CHORD Q. �O �O V OU A W N Q T D Do Qgo -o me N Qo (� om �� nNn �c sc so o`o_'� (: gam az v3 �., as Q Q zm > >m o °� °o o ° om mQ ` aQ Q Q o° Q � oN n4o -c, o om ooaN oQ 3 C 0 a< < o a> > m 3 -o m o n o < n< ,c (o a z �(° a.(^ n =;'o - o o o �.n =v o u°s f.� ° Wim' o m 3 s° Q FR �' m y o Q CD -0 o j3° o <0 (D n ' s °a 3- 5R �ID m m mo <.Q 3ao 3 ?� (mi o� muco Q ° (Q P--_ ° o__ m CD O C 3 `D�m m'-° ° °° o o a3 N� mH Q Q °_� m 33 �� ID °m-°' o(D °°aQ xQ -n QN 7 � N O Q 7 ID QN N (D0 N N (DN v° a O_7On3 U O •Y _ -v-. a Q o _ ° 3 Q o 3 m m ° Q T O (D O 7: < (D (D (D.w Q 3.-0 a H °7 a(D n (Q a O N O O O J v n _ 3 OH ID CD (D �� (Q9 a� c �.�. N� aO �70 �N C�Q a7 7N N�(Q� n� (� (1 Q O O (D Q Q 1 (Q O N c O N Q v 3 N O N C Q N Q ° n 0 C N 10D- n(Q v j v 2` CCD O?(D g N N 7 O O C Q Q n a Q a n,NO„ < Q-0 - a 7 p a 0 (° C m oa m a mo 0 3 a�� -0 of a7� o N� 2 mo a <0 „•�. O n A o° c c ,3 Q gcD �o CD 3 vo n , gQ� Q p mm mm3 m 'm m ° o7 Qm o° mQn ma 30 °v ` m < oa `o D�cQ (°_ Q O Q (p (D 0 3 7 O. ?a =-0 (� =° 2 R C �.`° Z D ° -0 � N'a a 71 O a 11 O — C — m m c o m(o a o (o m a 2 (Q ° < _ Q �^ oo q ° �� a �„ �0 : gym <m� �n zo �f � 5' -0 v° mn� mc^ p' }y► c.Q j (n v -O . �° O S Q c N Q ii O 'O? �-0 Q O °(Q H 7 Q NCD 0 n y< J CD CD N K 3 (D° _0'=3 7 - o v a m m° o fl 3 g 03 °Q a? -0 o g� ° O CD a� o °(D (D ° (C� � n (N �'C O �. _ O O H 7 a O Q a� 3 0 N 0 3 O C• N 7 m H�' y ° < <_ N3 n a a m m m o� oo m o o m (D o ? na 00 3 a = m oo m� �mm ° o CD 0 (D 0- o �0 3 1 <� (D 3� Q O 07 N •Y N CITY OF ATLANTIC BEACH i 800 SEMINOLE ROAD J"J 1r ATLANTIC BEACH,FL 32233 INSPECTION PHONE LINE 247-5814 Application Number . . . . . 13-00003446 Date 10/28/13 Property Address . . . . . . 890 BEACH AVE Application type description RESIDENTIAL ADDITION Property Zoning . . . . . . . RES SF DISTRICT Application valuation . . . . 520000 ----------------------------------- Application desc 3 FLOOR ADDITION ------------------------------------ Owner Contractor ---------------- ------------------------ FERNANDEZ ELLIS T III FLINT CONSTRUCTION SVCS (GC) 890 BEACH AVE 1419 LINKSIDE DRIVE ATLANTIC BEACH FL 32233 ATLANTIC B AC FL 32233 --- Structure Information 000 000 ADDITION Construction Type . . . . . TYPE 5-B Occupancy Type . . . . . . RESIDENTIAL -----Flood-ZoneZONE -------------- ------------------- ------------------------ Permit . . . . . . PLUMBING PERMIT Additional desc . . Sub Contractor FLINT CONSTRUCTION SVCS (PLBG) . 00 Permit Fee . . . . 139 . 00 Plan Check Fee Issue Date Valuation . . . . Expiration Date . . 4/26/14 ------------------------------- Special Notes and Comments Full right-of-way restoration, including sod and asphalt repair, is required. Roll off container company must be on City approved list and container cannot be placed on City Right-of-Way. (Approved: Advanced Disposal, Realco, Shappelle ' s and Waste Management . ) Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities . Contact Public Works (247-5834) for Erosion and Sediment Control Inspection prior to start of construction. Pavers must be installed over crushed aggregate base (e.g. ##8 or #89 stone) . 2010 FLORIDA BUILDING CODE, 2008 NATIONAI ELECTRIC CODE A sewer cleanout must be installed at the property line. Cleanout must be covered with an RT1 concrete box with metal lid. Cleanout to be set to grade and visible . *SUBMIT "+CERnT�I�FIpCA�TTEE OFF COMPLIANCE" BY A LICENSED PEST PERMIT IS��'O Q IPFgffOK))}� CC WtIY1 A1L`L1TY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. CITY OF ATLANTIC BEACH sj 800 SEMINOLE ROAD J v� ATLANTIC BEACH,FL 32233 INSPECTION PHONE LINE 247-5814 Page 2 Application Number 13-00003446 Date 10/28/13 -- ------------------------------------------------------------------------- Special Notes and Comments *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 ---- ---------------------------- ---------------- 2 . 09 Other Fees . . . . . . . . . STATE PL BG DCA SURCHARGE 2 . 09 STATE PLBG DBPR SURCHARGE ---------------------------------------Paid------Credited Due Fee summary Charged ---------- ---------- - . 00 Permit Fee Total 139 . 00 139 : 0000 00 . 00 Plan Check Total • 00 . 00 4 . 18 4 . 18 . 00 Other Fee Total 00 . 00 Grand Total 143 . 18 143 . 18 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(904) 247-5826 Fax(904) 247-5845 .TOB ADDRESS: X"(Q —PERMIT# l T 3 �Le NEW OR REPLACEMENT INSTALLATION: Project Value $ (e, TYPE OF FIXTURE QTY TYPE OF FIXTURE QTY Bathtub aZ Septic Tank&Pit Clothes Washer E ;s .7 Shower — Dishwasher Shower Pan Drinking Fountain Slop Sink Floor Drain Three Compartment Sink Floor Sink Toilet 3 Hose Bibs 2t Urinal Kitchen Sink Vacuum Breakers Laundry Tray Water Connected Appliances Lavatory _ 3 Water Heater 1 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 ** ** SJR WD Well Completion Form. Completed form to be submitted to the Building Department for final inspection.** ❑ Other abandoned for six months.I hereby certify that I have read Permit becomes void if work does not commence within a six month period or work is suspended or 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 F.'1/ KIX1.1h Z Phone Number q&44 Plumbing Company F/rr-4 'l ��NS r�`'`'�'O`� 5 �� Office Phone o l6 d4Fa­x _37�, 4f�� Co. Address: /q�a Z ����� �� City ``t L C,,,���State FL Zip ? License Holder(Print): ye to Certification/Registration# CFC 1 LFa�0 77 Notarized Sign t r dy, SHIRLEY L.GRAHAM UG" 20 /3 ?`COMMISSION#DD 2014 S orn and subscribed befor e day e.tPIRES:February ='. y bonded Thru Notary Public Unaen"m nature of Notary Public �� ' ' •s, CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD j ATLANTIC BEACH, FL 32233 � INSPECTION PHONE LINE 247-5814 Jia � Application Number . . . . . 13-00003446 Date 3/21/14 Property Address . . . . . . 890 BEACH AVE Application type description RESIDENTIAL ADDITION Property Zoning . . . . . . . RES SF DISTRICT Application valuation . . . . 520000 ----------------------------------------------------------- Application desc 3 FLOOR ADDITION ---------------------------------------------------------- Owner Contractor - ------------------------ ----------------------- FERNANDEZ ELLIS T III FLINT CONSTRUCTION SVCS (GC) 890 BEACH AVE 1419 LINKSIDE DRIVE ATLANTIC BEACH FL 32233 ATLANTIC BEACH FL 32233 (904) 994-9626 --- Structure Information 000 000 ADDITION Construction Type . . . . . TYPE 5-B Occupancy Type . . . . . . RESIDENTIAL Flood Zone . . . . . . . . ZONE X ---------------------------------------------------- Permit . . . . . . MECHANICAL HVAC PERMIT Additional desc . Permit Fee 115 . 00 Plan Check Fee . 00 Issue Date . . . Valuation 0 Expiration Date . . 9/17/14 ---------------------------------------------------------------------- Special Notes and Comments Full right-of-way restoration, including sod and asphalt repair, is required. Roll off container company must be on City approved list and container cannot be placed on City Right-of-Way. (Approved: Advanced Disposal, Realco, Shappelle ' s and Waste Management . ) Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities . Contact Public Works (247-5834) for Erosion and Sediment Control Inspection prior to start of construction. Pavers must be installed over crushed aggregate base (e.g. #8 or #89 stone) . 2010 FLORIDA BUILDING CODE, 2008 NATIONAL ELECTRIC CODE A sewer cleanout must be installed at the property line. Cleanout must be covered with an RT1 concrete box with metal lid. Cleanout to be set to grade and visible. *SUBMIT "CERTIFICATE OF COMPLIANCE" BY A LICENSED PEST CpON�TTRROO�L+ nCOMPANY g�7PRIOR 7 TOO C.O. n TxE TWr PERMIT IS'Ai'Y i U�OiV YYIN`fYC:C dRUA CL"'W ti'71 i YCt`ii1 �LU B�ACH"(MIN A"NU 1'HE FLORIDA BUILDING CODES. CITY OF ATLANTIC BEACH j 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 4 INSPECTION PHONE LINE 247-5814 �J131a� Page 2 Application Number . . . . . 13-00003446 Date 3/21/14 ---------------------------------------------------------------------------- Special Notes and Comments 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 Fee Total 115 . 00 115 . 00 . 00 . 00 Plan Check Total . 00 . 00 . 00 . 00 Other Fee Total 4 . 00 4 . 00 . 00 . 00 Grand Total 119 . 00 119 . 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 Jos ADDRESS: f o lff c-C'14. /'l v'e PERMIT# - 3CF4� PROJECT VALUE $ ARI# fO REQUIRED Air Handling Equipment Only Air Handling Unit & Condenser Condenser Only NEW AIR CONDITIONING & HEATING SYSTEM INSTALLATION Air Conditioning: Unit Quantity Tons Per Unit S Heat: Unit Quantity SX--, ! BTU's Per Unit c9k Seer RatingREQUIRED Duct Systems: Total CFM 2 if do REPLACEMENT AIR CONDITIONING & HEATING SYSTEM INSTALLATION Air Conditioning: Unit Quantity Tons Per Unit Seer Rating Heat: Unit Quantity BTU's Per Unit gREQUIRED Duct Systems: Total CFM FIRE PREVENTION a wires 3 sets of Tans Fire Sprinkler System Quantity Requires 3 sets of plans) Fire Standpipe Quantity 3 sets of laps Underground Fire Main Value (Requires p ) 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 off y other state or local law regulation construction or the performance of construction. Property Owners Name ��aN "i' ` Z Phone Number f V C4 0_ " I P ny Q P y�� of s vCJ(�&4T__ - 02 QOl/ Mechanical C m an �� D /� S �r C S S Office Phone 1 j Q dile - Cityi" C �G State� Zip ?-2 i' Co. Address: � /� St License Holder(Print): /���SQ l� f�' State Certification/Registration# Notar' License Holder �-C� 20 �•►�'^ Notary public State _W of Florida B ore me thi day of � � Shirley L Graham My Commission FF 088890 nat�>I N a Puhli M w. ExpiriE 02/14/2018 JIJL-18-2014 11:57 From:M@MELECTRIC 9048299552 To:2475845 Pa9e:1,'1 V s 1 EARLY POWER AGREEMENT & RELEASE -1 CITY OF ATLANTIC BEACH Electric power is requested now under the conditions and terms of this fiilly executed Agreement&Release Job Address: Ifo /feuds Permit No. 1� �� �`7i`T Service Type(Circle One): Overhead ndcrground We,the undersigned General Contractor and Electrician,understand and agree: i. "Early Powee, is purely for our construction convenience, it is not required by Cndes and does not substitute for Final Inspections or the C/O (Certificate of OccupancyjfFiat must be issued before occupancy, and as such is at the discretion of the Building Official. 2. The City of Atlantic Beach will make a special inspection prior to the early power energizing. All rough inspections must have prior Approval,including meter base connections. 3. Occupancy or use of the new construction before a formal C/O constitutes fraudulent use of the early electric service. Such action is expressly prohibited and penalized by The City of Atlantic Beach Ordinances. A violation of this Agreement shall result in a request for prompt removal of electric service after a twenty-four hour notice. 4_ "Early Power"release authority is the Electrician and/or the Contractor and must not occur before: a. Equi pment,devices and fixtures are installed(o�r blanked off)safely. b. Pnel is complete with breakers and cover,and(labeling required at final inspection). c. Service connection and grounding is complete. d. The electric system has safely passed through electrical check. e. Meter can is permanently marked with address. £ Temporary address numbers displayed(Permanent numbers are required for C/O). 5. This fully completed form is to be submitted to the Building Department by hand,mail or fax. 6. Future such Agreements will not be accepted from those who violate anyone of the above items. CONTRACTOR X � DATE 71l1( l PRINT NAME ELECTRICIAN ��`�G�" / DATE /a Z-1 PRINT NAME Svc 800 Seminole Road,Atlantic Beach FL 32233 Phone:(904)247-5826 Fax:(904)247-5845 htfp-//www.coab_as revised 01 30 09