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349 10th St PPI20-0004 Permit PacketOWNER:ADDRESS:CITY:STATE:ZIP: HALTON MURRAY JR 349 10TH ST ATLANTIC BEACH FL 32233-5529 COMPANY:ADDRESS:CITY:STATE:ZIP: CHESAPEAKE CUSTOM BUILDERS LLC 610 N WILDERNESS TRAIL PONTE VEDRA BEACH FL 32082 TYPE OF CONSTRUCTION: REAL ESTATE NUMBER:ZONING:BUILDING USE GROUP:SUBDIVISION: 170081 0000 ATLANTIC BEACH JOB ADDRESS:PERMIT TYPE:DESCRIPTION: VALUE OF WORK: 349 10TH ST PRIVATE PROVIDER INSPECTIONS NEW SINGLE FAMILY RESIDENCE NEW RESIDENCE $375172.35 LIST OF CONDITIONS Roll off container company must be on City approved list . Container cannot be placed on City right-of-way. 1 PUBLIC UTILITIES UNDERGROUND WATER SEWER UTILITIES INFORMATIONAL Notes: Avoid damage to underground water and sewer utilities. Verify vertical and horizontal location of utilities. Hand dig if necessary. If field coordination is needed, call 247-5878. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. MUST CALL INSPECTION PHONE LINE (904) 247-5814 BY 4 PM FOR NEXT DAY INSPECTION. ALL WORK MUST CONFORM TO THE CURRENT 6TH EDITION (2017) OF THE FLORIDA BUILDING CODE, NEC, IPMC, AND CITY OF ATLANTIC BEACH CODE OF ORDINANCES . ALL CONDITIONS OF PERMIT APPLY, PLEASE READ CAREFULLY. 1 of 3Issued Date: 12/2/2020 PERMIT NUMBER PPI20-0004 ISSUED: 12/2/2020 EXPIRES: 5/31/2021 PRIVATE PROVIDER INSPECTIONS PERMIT CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD FEES DESCRIPTION ACCOUNT QUANTITY PAID AMOUNT BLDG 2ND PLAN REVIEW FEE 455-0000-322-1006 0 $50.00 2 PUBLIC UTILITIES ADDITIONAL COMMENTS PUBLIC UTILITIES INFORMATIONAL Notes: All water & sewer utility connections must be inspected prior to cover up. Please call the inspection line at 247-5814 to schedule inspections 24 hours in advance. Failure to do so will result in future failed inspections and additional fees. 3 PUBLIC WORKS DRIVEWAY APRON INFORMATIONAL Notes: All concrete driveway aprons must be 5 inches thick, 4000 psi, with fibermesh from edge of pavement to the property line. Reinforcing rods or mesh are not allowed in the City right-of-way. 4 PUBLIC WORKS EROSION CONTROL INSTALLATION INFORMATIONAL Notes: Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities. Contact the Inspection Line (904-247- 5814) to request an Erosion and Sediment Control Inspection prior to start of construction. 5 PUBLIC WORKS ON SITE RUNOFF INFORMATIONAL Notes: All runoff must remain on-site during construction. 6 PUBLIC WORKS ROLL OFF CONTAINER INFORMATIONAL Notes: Roll off container company must be on City approved list. Approved list can be obtained at the Building Department at City Hall. Roll off container cannot be placed on City right-of-way. 7 PUBLIC WORKS RIGHT OF WAY RESTORATION INFORMATIONAL Notes: Full right-of-way restoration, including sod, is required. 8 PUBLIC WORKS RUNOFF INFORMATIONAL Notes: All runoff must remain on-site. Cannot raise lot elevation. 9 PUBLIC WORKS MAXIMUM DRIVEWAY INFORMATIONAL Notes: Maximum driveway width within the City right-of-way is 20 feet. 10 PUBLIC WORKS TOPO SURVEY INFORMATIONAL Notes: Must provide a topographic (TOPO) survey with water retention for final C.O. Inspection. 11 PUBLIC WORKS INFRASTRUCTURE INFORMATIONAL Notes: Any damage done to infrastructure must be repaired by Contractor. 2 of 3Issued Date: 12/2/2020 PERMIT NUMBER PPI20-0004 ISSUED: 12/2/2020 EXPIRES: 5/31/2021 PRIVATE PROVIDER INSPECTIONS PERMIT CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ½;W-\.i'J:r 1$ !r} Q • ,j> ~ 11\ ;:;' ,.!\ -;> _, ,. S-) u .....,..-2: ~J.Q;il\:J~ I I I I I I I I I I I l I I I I I I I I l I I I I I I l l I BLDG 3RD PLAN REVIEW FEE 455-0000-322-1006 0 $75.00 BUILDING PERMIT 455-0000-322-1000 0 $981.00 BUILDING PLAN CHECK 455-0000-322-1001 0 $490.50 CROSS CONNECTION 400-0000-343-3701 0 $50.00 PU REVIEW BUILDING MOD OR ROW 001-0000-329-1007 0 $25.00 PU REVIEW RESIDENTIAL BLDG 001-0000-329-1007 0 $50.00 PW REVIEW BUILDING MOD OR ROW 001-0000-329-1004 0 $25.00 PW REVIEW RESIDENTIAL BLDG 001-0000-329-1004 0 $100.00 STATE DBPR SURCHARGE 455-0000-208-0700 0 $23.95 STATE DCA SURCHARGE 455-0000-208-0600 0 $15.97 ZONING REVIEW SINGLE AND TWO FAMILY USES 001-0000-329-1003 0 $100.00 TOTAL: $1,986.42 3 of 3Issued Date: 12/2/2020 PERMIT NUMBER PPI20-0004 ISSUED: 12/2/2020 EXPIRES: 5/31/2021 PRIVATE PROVIDER INSPECTIONS PERMIT CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ½;W-\.i'J:r 1$ !r} Q • ,j> ;:., r,!\ 111 ;.., -;> t) ,J .....-::f: ~J.Q;il\:J~ DESCRIPTION ACCOUNT QTY PAID PermitTRAK $1,986.42 PPI20-0004 Address: 349 10TH ST APN: 170081 0000 $1,986.42 BLDG SUBSEQUENT PLAN REVIEW FEES $125.00 BLDG 2ND PLAN REVIEW FEE 455-0000-322-1006 0 $50.00 BLDG 3RD PLAN REVIEW FEE 455-0000-322-1006 0 $75.00 BUILDING $981.00 BUILDING PERMIT 455-0000-322-1000 0 $981.00 BUILDING PLAN REVIEW $490.50 BUILDING PLAN CHECK 455-0000-322-1001 0 $490.50 PUBLIC UTILITIES $50.00 CROSS CONNECTION 400-0000-343-3701 0 $50.00 PUBLIC UTILITIES PLAN REVIEW $75.00 PU REVIEW BUILDING MOD OR ROW 001-0000-329-1007 0 $25.00 PU REVIEW RESIDENTIAL BLDG 001-0000-329-1007 0 $50.00 PUBLIC WORKS PLAN REVIEW $125.00 PW REVIEW BUILDING MOD OR ROW 001-0000-329-1004 0 $25.00 PW REVIEW RESIDENTIAL BLDG 001-0000-329-1004 0 $100.00 STATE SURCHARGES $39.92 STATE DBPR SURCHARGE 455-0000-208-0700 0 $23.95 STATE DCA SURCHARGE 455-0000-208-0600 0 $15.97 ZONING PLAN REVIEW $100.00 ZONING REVIEW SINGLE AND TWO FAMILY USES 001-0000-329-1003 0 $100.00 TOTAL FEES PAID BY RECEIPT: R14259 $1,986.42 Printed: Wednesday, December 2, 2020 3:33 PM Date Paid: Wednesday, December 02, 2020 Paid By: CHESAPEAKE CUSTOM BUILDERS LLC Pay Method: CREDIT CARD 400336397 1 of 1 Cashier: CG Cash Register Receipt City of Atlantic Beach Receipt Number R14259 ~+; CENTRALSQUARE PPI20-0004 Building Permit Application ' ·;, City of Atlantic Beach Building Department 800 Seminole Road, Atlantic Beach, FL 32233 Phone: (904) 247-5826 Email: Bu il d i ng-Dept@coab.us Updated 10/9/18 ••ALL INFORMATION HIGHLIGHTED IN GRAY IS REQUIRED. Job Address : 34 · Permit Number: __________ _ Legal Description _____ ---' ________ B_lk_13 _______ RE# 170081:0000 Valuation of Work (Replacement Cost) $: _525, 0()0 . Heated/Cooled SF _2_8_9_9 ___ Non-Heated/Cooled,_9_7_2 ___ _ • Cl ass of Work: v!New □Addition □Alteration □Repair □Move □Demo □Pool □Window/Door • Use of existing/proposed structure(s): □Commercial al'Residential • If an existing structure, is a fire sprinkler system installed?: □Yes □No rate Tree R moval P rmit 0 Describe In detail the type of work to be performed: New construction of residential, SF, detached , 2 story dwelling Florida Product Approval# ___________________ for multiple products use product approval form Prope Name Murray Halton Jr. , Address r 1145 Hamlet Ct City Neptune Beach State _F_L __ l Zip 32266 Phone __ 9_04--6_· _0_7_:._3_70_0 ______ ___ E-Mail Cloceenmsabina@gmail.com; beauhaltDn@yahoo.com Owner or Agent (If Agent, Power of Attorney or Agency Letter Required) ___________________ _ Contractor Information Name of Company Chesapeake Custom Builders LLC Address Pb Box 1531 Office Phone 904-m-s93 5 State Certification/Registration# CGC1515311 Qualifying Agent Kevin C. (KC.) Barry Ci~onte Veclra Beach ~ Stat~L I ~-00~4 ____ ___ Job Si te -Contact Number 904-686-4148 E-Mail,..,.kc@buiidwiihchesapeake.com Architect Name & Phone# __________________________________ _ Engineer's Name & Phone #----------=--------,-----7"7""--------------,- Workers Compensation Insurer_=-~=""==----=--,,...,,. OR Exempt ij' Expiration Date =8/-141_22~---..,....,.,, 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 the laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entitles such as water management districts, state agencies, or federal agencies. OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulati ng construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU MPROVEMENTS T ==-. IF YOU INTEND H YOUR LENDE BEFORE . ' ,. I I Personally Known OR ~ Produced Identification tk O Type of Identification: l- CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 (904) 247-5800 MEMO To: Building Department, Builders, and Developers From: Dan Arlington Subject: Final As-Built Site Plans Date: May 27, 2016 A final as-built site plan is required as part of the final inspection of any structure and before the certificate of occupancy can be issued. The site plan must be clearly labeled "As-Built" drawing. The site plan must be prepared by a licensed surveyor, drawn to scale, and should be of sufficient size and clarity to indicate the location, nature, and extent of the new work and existing structures on the site. The site plan must also show the locations and dimensions of the following and any other impervious surfaces: pavers (new and previously existing not removed by construction), setbacks, distances from lot lines, finish floor elevation, street address, site drainage pattern, and established finished grades. All elevations should reference NAVD 1988 and the elevation and location of the benchmark for the survey should be indicated. If the structure is located in a flood zone, please provide finish floor elevations for all grade levels, including garages, enclosures, and habitable spaces. Other features should also be shown: flood zone boundary lines, base flood elevations, flood ways, the Coastal Construction Control Line (CCCL), all easements, storm water retention areas, all storm water requirements of COAB, Land Development Regulations, Section 24-66 and any other applicable features. The final as-built site plan is an important document for ensuring code compliance and archiving this infmmation in the permanent record. We appreciate your cooperation in this matter. 1 IMPORTANT PERMIT AND INSPECTION NOTES BUILDING. 1. The City Sea Turtle Protection Ordinance applies where land either has frontage on Beach Avenue, the Cloister Condominium, or is located eastward of Seminole Road from 20th Street northward to the City Limits. 2. No fill dirt can be delivered without prior approval from Public Works. Per COAB, 24-68. 3. The bottom of all foundation footings must be minimum 12 inches below existing grade, per COAB, 24-68 and FBC-B, Section 403.1.4. Site conditions may require footings to be deeper or higher above finished grade. Please review COAB Bulletin 1-16 to ensure minimum Finished Floor Elevation (FFE). 4. Fill dirt inside foundation walls must be compacted in 8-inch lifts, per FBC-R506.2.1. Please submit compaction tests, from a third-party testing agency, for every 16 inches of fill or fraction thereof. 5. At Final Inspection, a 6-inch clearance between exterior wall coverings and final grade (top of sod or mulch) will be required, per FBC-R318.7. Please plan FFE and lot grading accordingly. 6. Where questionable soils are found, during inspection, soil and compaction tests may be required, per FBC- R401. 7. Please provide a form-board or stem wall elevation form, from a licensed surveyor, for slab inspection. 8. Please review COAB Bulletin 2-18 to determine if a survey with setbacks and dimensions to property lines is required for slab inspection. 9. The placement and protection of steel reinforcement (Rebar) must comply with FBC-R606 (Masonry) and R608 (Concrete), including required Standard Hooks at top and bottom of vertical rebar. 10. Inspections: a. In-Progress Inspections are required for Exterior Siding and Window and Door Inspections and should be scheduled for the first day of work. b. A Scratch-Coat Inspection is required for stucco work. If you intend to apply a double-up, brown- coat, please call the Building Department to schedule a same-day Scratch-Coat Inspection. c. All roofing projects require an In-Progress Inspection, Residential and Commercial. d. The roof must be complete and the building dried in before scheduling rough trades inspections. 11. The joint tape for ZIP Board products is considered the dry-in or House Wrap for the building and must be inspected before covering over. All holes and penetrations in the sheathing and overdriven nails must be sealed. 12. Please post the building permit documents in a conspicuous location, before start of construction, including the Building Permit, Notice Of Commencement (NOC), and Construction Site Management Plan. The Police Department may review the management plan for compliance and parking. 13. Blocking any sidewalk or street is prohibited without prior approval from the Police Department and City Manager. 2 14. All work must match the approved plans. All changes to the approved plans must be re-submitted for plan review and approved before it can be inspected. Building inspectors are not authorized to approve changes to the approved plans in the field. (See Mechanical) 15. Where excavation is required for new construction, the provisions of FBC-B, Section 3307 will apply, including a 10-Day prior notice to adjoining property owners and protection of adjoining properties. Where the excavation exceeds 24 inches, temporary retaining walls must designed by the Engineer Of Record (EOR) and installed during or immediately after excavation. EXISTING BUILDINGS – REMODELS, RENOVATIONS, ADDITIONS, CHANGE OF OCCUPANCY. 1. Existing buildings are reviewed and permitted under the Florida Building Code-Existing Buildings (FBC- EB). The applicant must specify the method of compliance, per FBC-EB 301.1, and include that information on the plans, with the Design Criteria and Code Analysis. 2. The requirements for the method specified will be found in the corresponding FBC-EB Chapter. 3. When it is discovered during construction that the Compliance Method is not correct, or the project has expanded into another Compliance Method, revised plans will be required to update the Permit. No inspections will be conducted until the approved revisions are on site. 4. Any wall opened by removing interior or exterior wall coverings is considered a Work Area, and current provisions for Energy Conservation, including weatherproofing and insulation will apply. 5. Building inspectors are not authorized to approve changes to the approved plans in the field. ROOFING. a. The roof sheathing for all new construction must remain uncovered until the Roof Sheathing Inspection is approved. b. All roofing projects require an In-Progress Inspection. c. Sheathing installation and replacement guidelines per APA. d. Underlayment must conform to FBC-R Table 905.1.1 e. Shingles must conform to ASTM D3161 G or H, or ASTM D7158 F ELECTRICAL. 1. Electrical work must comply with the provisions of the 2014 NEC. 2. Anti-Oxidant Compound is required on all exterior aluminum wiring connections, unless the Listing Approval Documents for the conductors and the termination points, at each end, specifically allow connection without the compound. (Three documents will be required) PLUMBING. 1. Water supply and drain pipes must be insulated outside of conditioned areas, per FBC-R, P2603.5. 2. Where the entire sanitary drainage system is replaced, the existing building drain and building sewer 3 must be internally examined to verify proper size and slope and that piping is not broken or obstructed, per FBC-R, P2502.1. 3. COAB requires an additional sewer cleanout near the sewer tap with a T-1 concrete box for protection. 4. Water service piping must be properly supported and covered by a minimum of 12 inches of soil, per FBC-R, P2604.3. MECHANICAL. 1. All equipment and duct work must match the approved plans and Energy Sheets. The Manual S is the approved duct plan, and the as-built duct work must match the approved plans, or a revised Manual S or equivalent must be submitted for review. An equivalent must include duct and trunk layout and sizes, available static pressure, actual air flow, and total effective length, signed by the Mechanical Contractor with State License Number. FUEL GAS. 1. Fuel gas systems from the regulator to the appliances must comply with the FBC-Gas. 2. LP gas storage systems and outside piping must comply with NFPA 58. 3. All underground gas piping and tubing must be buried with 12-inches of cover. 4. CSST gas piping must comply with the manufacturer’s installation instructions and terms of approval. 4 01/23/20, 02/13/20 FL 1 7 3 4 7 . 3 PP I 2 0 - 0 0 0 4 lll'AL SIWfM Ml) COIED FASlDM lll'AL S1RAPfM Ml) COIIC1at FASlDM SIMPSON USP FASTENERS SIMPSON USP FASTENERS CONNECTOR FL6 CONNECTOR FL# CONNECTOR Fli CONNECTOR FLR A35 10446.1 MPA1 17244.23 12-0.1 31x1½" LSTA12 10456.7 LSlW12 17244.8 6-0.148x3" EA END CS16 10852.2 RS150 17244.27 11-0.148x3" EACH END MSTA24 10852.9 MSTA24 17244.18 9-0.148x3" EA ENO H2.5A 10456.3 RT7 17236.11 5-0.1 31x 2½" EA. END MTS12 10456.8 MTW12 17244.8 7-10dx1½ • EA. END H8 10446.13 RT8 17236.11 5-0.131x 2½" EA. END HTS16 10456.6 HTW16 17244.8 8-0.1 48x1½" EA. EN D ISM. SIAfPM NI> CXMIC'D FASDtG SIMPSON USP FASTENERS ANCHORAGE CONNECTOR Fl# CONNEC TOR FL# HTT5 11 496.2 HTT5 17324.2 26-0.162x2½ • 5/a "¢ ROO EPOXIED 8" MIN LTT20B 11496.3 LTT20B 17219.3 10-o.14sx2V2 • ½ "x6" Tl1£N HD ABU44 10860.4 PAU44 17239 .13 12-0.162x2½ • 5/s "¢ ROO EPOXIED 6" MIN ABU66 10860.4 PAU66 17239 .13 12-0.162x2½" 5/a"¢ ROO EPOXIED 6" MIN DTT2Z 10441.1 DTB-TZ 17219.1 8-'/ 4 "xl '/2 SOS 'h "x6" TnEN HO □ □ □ □ X □ □ (~ □ □ PPI20-0004 □ □ □ □ □ □ □ □ EROSION CONTROL PLAN SHEET NO.REVISIONS349 10TH STREET FOR CHESAPEAKE CUSTOM BUILDERS2670 ROSSELLE STREET, SUITE 8 JACKSONVILLE, FLORIDA 32204 C.A. NO. 29643PHONE: (904) 551-4945 ALPHA SOUTHEAST C-2 AL L AM E R I C A N SU R V E Y O R S OF FL O R I D A , IN C . lA N D SU R V E Y O R S - 37 5 1 SA N JO S E Pl A C E . SU I T E 15 - JA C K S O N ' I I L L E . 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DR I V E W A Y TO R/ W 2 3 1 ± SQ . FT . LE A D WA L K 2 5 7 ± SQ . FT . AP P R O X I M A T E SI D E W A L K 2 1 7 ± SQ . FT . RI G H T - O F -W A Y LE N G T H 5 0 . 0 0 ' FT . TO T A L IM P E R V I O U S AR E A 3 , 2 1 4 ± SQ . FT . (I M P R O V E M E N T S NO T LO C A T E D ) ~~ O o ~~ ~~ ~ u ., i s z u :: : , _ w W I~ ~ [/ ) ::: c la J C) < C u ~ o m -:. , . r r i : : . o " ~ o z .. • er: u 0 - , : O w (/ ) e FN D 1/ 2 " IR O N PI P E LB 73 3 7 S0 6 " 5 6 ' 3 9 " W 0. 7 9 ' . _ CR O W N OF RO A D (B . 1 5 ) ... . ~ N "' ( . ) ... . 0 0 . . . J a , .. . J 60 0 . 0 0 ' ( P ) 43 % MA P SH O W I N G PLOT PLAN OF LO T 26 , BL O C K 13 AS SHOWN ON MAP OF AT L A N T I C BEACH AS RE C O R D E D IN PL A T BO O K 5 PA G E 69 OF TH£ CURRENT PUBUC RECORDS OF DWAL COUNTY, FLA. C£ R n F l £ D TO: ON£ £LEVEN CONSTRUCnON, LLC CONSfRuCTioN CO N S T R U C T I O N SP E C I F I C A T I O N S 48" MIN. METAL FENCE POSTS DRIVEN INTO GROUND A MIN. OF 2' -0" FILTER CLOTH ( MIRAFI~ POLYFILTER X OR APPROVED tOUAL J 1. WO V E N WIR E FE N C E TO BE FASTENED SECURELY TO FENCE POSTS BY USE OF WIRE TIES 2. FI L T E R CL O T H TO BE FA S T E N SECURELY TO WO\IEN WIRE FENCE BY USE OF WIRE TIES SP A C E D EV E R Y 24 " x 24 " . 3. SI L T FE N C E S TO BE IN S T A L L E D IN LOCATIONS AS SHOWN ON THIS EROSION AND SEDIMENT CO N T R O L PL A N PR I O R TO BEGINNING OF CONSTRUCTION TO CONTROL SEDIMENT. 4. SI L T FE N C E S TO BE MA I N T A I N E D AND CLEANED AS NECESSARY TO MAINTAIN IN FU N C T I O N A L CO N D m O N . 5. SI L T FE N C E S TO BE RE M O \ I E D AND THE AREA TO BE RESTORED TO ITS NATURAL CONDmON WH E N PE R M A N E N T ER O S I O N AND SEDIMENT CONTROL PROCEDURES ARE EFFECTIVE. DR A I N A G E LEGEND ~ PRE-FLOW ARROW )M OO. O PROPOSED SPOT EL. ~ POST-FLOW ARROW X TO BE REMOVED (o o . o ) EXIST. SPOT EL. PROPOSED SHALLOW SWALE 0 TREE PROTECTION -SF -SILT FENCE GRAPHIC SCALE w o 10 m U M L".~~-='l_-~'.:-=~·~====~ I ____ I ( IN FEET ) 1 inch = 30 ft. lllSIIEIIIIISIEDIDIIW.l.lSDDlaisaDlr: REYNOLD D. PETERSON EJ .. ~~!~9 PRINTEDCOPIESCFlHISDDCl.lEITARE ~ ~~~~iEIW:rr~: =D IJN~El.fCTRONICCOPIES. PLOT DATE: 10 12 2020 DRAWN BY: KG DESIGNED BY: RDP CHECKED BY: RDP SCALE: AS NOTED JOB NO.: 71801 .DD Comp. By: Date: Public Works Department City of Atlantic Beach Permit No:_____________________________ Address:349 10th Street Required Storage Volume Criteria: Section 24-66 of the City of Atlantic Beach's Zoning, Subdivsion, and Land Development Regulations requires that stormwater runoff from impervious areas be stored onsite. Volume to be retained is as follows: V = CAR/12 which is the Modified Rational Method for estimating stormwater runoff Where:V = Volume of Runoff to be stored (cubic feet) C = Runoff Coefficient, 0.92, the difference between impervious area (C=1.0) and undeveloped conditions (C=0.08). A = Impervious Area (square feet) R= 25-yr / 24-hr rainfall depth (9.3 inches for Atlantic Beach) Onsite Storage Volume Required for Impervious Area: Lot Area = 7,500 ft2 Impervious Area (A) = 3,214 ft2 =42.9% V = 0.92 x 3,214.0 x 9.3 /12 V = 2,292 ft3 Provided Storage: Area 1 - FRONT Area Storage Sideslope:4 :1 (ft)(ft2) (ft 3) 8.5 170 BOTTOM size:X 9.0 522 TOB size:X Area 2 - BACK Area Storage (ft)(ft2) (ft 3) 8.0 221 BOTTOM size:X 9.0 828 TOB size:X Area 3 - Relative Elev.Area Storage (ft)(ft2) (ft 3) 0.0 0 BOTTOM size:0 X 0 0.0 0 TOB size:0 X 0 Inground Storage: = A*d/pf Total Storage Area at TOB (A) =1350.0 ft2 Depth to ESHWT from BOTTOM (d) =3.0 ft, default is 2.0 ft, verify onsite ESHWT Pore Factor (pf) = 0.4 default is 0.4 Inground Storage Provided =1620.0 ft3 Required Treatment Volume =2,292 ft3 Supplied Treatment Volume =2,318 ft3 173 525 0 10/12/2020 Retention Copy of 10th Street 349 Revised 10/12/2020 PPI20-0004 - - 2650 ROSSELLE STREET, Suite 2A Jacksonville FL 32204 Ph: 904-551-4945 Civil Design and Construction Management Professionals October 12, 2020. Atlantic Beach Site Drainage Improvements In-Fill Lots Lot Address: 349 10th Street Atlantic Beach, FL NARRATIVE: The attached calculations are provided to support the lot drainage design at 349 10 th Street in the City of Atlantic Beach, FL. The calculations were performed utilizing the equations in the city ordinance sec 24-66(b). The referenced project site was vacant and the calculations utilized this as the predevelopment condition. The total lot area shown in the pre and post calculations was calculated from the table in the survey. The proposed project will construct a home, driveway, and stormwater storage facility. The runoff coefficient was provided based on the impervious values and associated coefficients of sec 24-66(b) of the code. ______________________________ Reynold D. Peterson, Sr Project Manager FL P.E. # 84559 PPI20-0004 r ---·---,- 1 I I 1 I I I I I I _-·L_, ' I I I I ' . I I I I I I 1, I -'1 , I I I I I h I !· . I I . I n - ---- --- - -1-- 0 ·----- ,. 0 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1. I I I I I I I I l I I I i--~'--;--1 '--~~~---1 I I r I I I I ---,----~ ~------~ J ----------'--,--__J_ - - I A--------------,-. -+---+-.---J { ) I t SQUARE FOOTAGE INFORMATION: _•T~I.. LlNDe.12,. ?COF COVl::fZ_Ac:':d: '2.1 'SO:!>;;,~. . •TOi"A,L.. I MPE..tz,V1ous C.OVE.~A6E 11/S,f"; -----------------------· · Te>T.6.L COl/l=:'12'-.P\6E ..... . . ... 3,214 .>,r,. CONDITION SPACE tlRST FLOOR SQ FT . CONDITION SPACE SEcor,o FLOOR SQ FT. UNCONDITIONED SPACE SQ. FT. · L67' ·· ~\ 7-1:, ·· ·· · ······· ·,~s~s.r, . ":,} ?.;.T4 <;, F. : 7 1 ~00 ~.r.:::·41,sr; o/o • UNENCLOSEDSPACE(PORCHES)SQ.FT. • IMPERVIOS AREA SQ FT . 1-o T CD V ~ R.6. <:i E \, 91 ', S,I" ... 0, '2. lP C;,, f, 7 B3 $1"',. l B 9 .. <;>,f, .... ~----_·· _J_,_ .. \.LS,.f._ .... • LOTAREA(EXCLUDINGWETLANDS & BODIES OF WATER) SQ. FT: 7 > SCO ~ ,F, . ., .. · 'SHAD~ i\Z.t=-e'?-:. '5EC.T. ~4-17Z.(C.)(4'> 17-,1:Q!Jlfl;e~(2.) ~HAD C: 1~e E--, 'TC> 6E LOc.ATI::D C>N "11-1-~ "=> \TE: A7 i"&f.l.-T or-il-tE C,L\:> Ail.ANTIC. e~ PES[C:::iN 0TAN!J2.l..f2,P~. ONE Ttz.ee MLl:iT EE" l-.OC.ATE;.D . If.I.\ "t \-\-1 N T\-\ I=. r t2.0N"T ~D~ -r"\C;, IS, 1" 1-\S t,.~1;:A . \t-.\\11t--tN '2D Pr, DFTI-IE. f'Rof' EV:T~ L!t-11= -A:0..l ~ c.E.t--1-r -ro -n.l~ '::l"T~l=i.=T ! '::i\OE.Wf..t..1-,, ' 71-1-l:. e:.,i;GoND Tiz,1:.E. WILL 131= ?LANTJ::.0 ANY~ :-'Ni1Et.z.E ~\..~~ DN THE· LOT, f'EI%-~Ec.TrC)N _ · ..?-.3:: ~3(f)(f) \=<'.JR.A. UST Of-A.fl"ROVcD S\,V.,.D~ -r~eES, I ;o,o - STRUCTURE HEIGHT AND# OF STORIES: • APPROXIMATE HEIGHT OF HIGHEST POINT OF ROOF ABOVE FINISHED FLOOR • NUMBER OF STORi::S TYPE OF CONSTRUCTION: • TYPE V (UNPROTECTED, UNSPRINKLERED) MATERIAL INFORMATION: FLORIDA PRODUCT APPROVAL CERTIFICATION TO FOLLOW BY CONTRACTOR ROOFING (MATERIAL SHALL MEET THE FOLLOVVING SPECIFICATIONS) • ROOF UNDERL/WMENT · ASTM 4896 TYPE 1 Q----------- -------ii . I I \ • -, I I -I I I I I I I Co Lll3T(A17.P - PA-r to ~ • CC>~C. P~'I~~'> • * l",'3v-li!.' i,. P.>t:.PI It:\ I I I I I, i rlt I di I :: _, I )JI ' I: I I ' Ii I "i'l I oo I ;! I dJ I ,Q ~ I I -8 I I I -8. ! f,1) I ~1 /I\' I I ::z_-C;i"'f O 1<.Y, fg,t,.M E. 'f/._ -<' .E ~ 't N 1" F 1 r.:, l:. i:z. , I I :£. .J <:! 3 '" 0 -.n Ci "" I - I M: I :in I r<> i I I I I I I ' . S \ ~, 12.r: ':,l Ota>.1 ~i,: · EJ1.«i) n I I I I I I . I I I I • I I I I I I I I I I i I -I I :. /--~:~~; . ··._·_· __ · .. __ -s_._0_1 _ _..,: _-1-__ _,_L'- 1 . . ' I I I I I ____ '-----L -r ----•:---' 1.o' (3)7; ___ . .. . -. t-• 0 1/ri\"''~ Q . I.fl NI • ROOF FLASclNG (DRIP, RAKE, CAP, VALLEYj-26 GAUGE • ROOF SHINGLES • ASTM D3462 & ASTM 03161 TYPE1 ( DPT'101--1Al.) WlND RESISTANCE MODIFIED TO 110 MPH ASTM E 108 CLASS-A FIRE RESISTANCE RATING • SHINGLE NAILING. /4 NAILS PER SHINGLEi PER MANUFACTURER'S SPECIFICATIONS • -~-4 C:i AWC::; ·e. C.1/>,LVt-LUH-C-~A.TC!D. M"e::TAL Sbe>ot-=-1 t--\u WINDOWS AND DOORS (SEE ATTACHED ENGINEERING AND/OR MASTERED ENGINEERING) • WINDOWS SINGLE HUNG ;;~YT l'('(L .,,J N '5 u L.ATt::O· , WINDOWS FIXED GL/\SS -Y\ N Yl.. ~ IN SLI LAT\= 0 • WINDOWS HORIZONTAL SLIDING .c' VI N YL ., t 'N '::, \l L.~ TED • SLIDINGGLASSDOORS -Vlt-\Yt. \N'!:JULATEI/ ) • GLASS BLOCK WNDO\VS _}\. I,., , , EXTERIOR DOORS -Fi !=>\S.1'1-,l:i \_C,.7",, \ ~::,\J LAT GD • GARAGE oooR ;;-t ~o MPH IZA i I: D . .. f' 1 l3 E-.\Z-4.AS"r. . ..... ·.( Ol'.'flONA 1-l-";l=T~1:;"')---:::: • SELF FLASHING WINDOWS PER FRC. SECT. R. 7038(1) WIND ZONE INFORMATION NOTE THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE AND MEETS THE REQUIREMENTS OF SECTION OF THE2017 EDITION OF THE FLORIDA BUILDING CODE. 2017 F.B.C.-R THIS BUl:.DlfjG IS .. LOCATED IN THE WIND BORNE DEBRIS REGION • BUILDING IS ENCLOSED . BASIC WIND SPEED (MPH -3 SEcorm GUSTS) \ '?O MPH . RISK CATEGORY 1I. • BUILDING CATEGORY • VVlflD EX 0 0SURE CATEGORY 'B 'WERNAL PRESSURE COEFFICIENT . ~=t: . SiRUC.iUl<!A'-. METHOD FOR MEETING WIND BORNE DEBRIS PROTECTION DESIGN WIND PRESSURE (PSF) USED TO DESIGN COMPONENT & CLADDiNG MATERIALS NOT SPECIFICALLY DESIGNED BY THE REGISTERED DESIGN PROFESSIONAL SEE STRUCTURAL ENGINEERING SHEETS FOR COMPONENTS AND CLADDING (END ZONE Ai,D IrlTERIOR ZONE) INFORM;TION TABLE 301,2.1.2 WIND-BORNE DEBRIS PROTECTION FASTENING SCHEDULE FOB WOOD STRUCTURAL PANELS FASTENER SPACING (in.) 1 ' Panel Span 2 ft 2 ft. < Panel Span 4 ft. < Panel Span 6 ft. < Panel Span <4tt <6ft. <8ft. 2½#6WoodScrew' 16 16 12 9 ,------~-+-------+-----+---· 2½#8WoocScrew' 16 16 16 12 Double-Headed Nails' 12 6 4 3 SI 1 inch= 25.4 mm 1 foot= 305 mm This table Is based on maximum wind speed of 130 mph (58 mis) and mean roof height of 33 feet (10m) or less, Fasteners sh ail be insta!ied at opposing ends of the wood structural panel. Where screws are attached to masonry/stucco, they shall be attached using vibraticn-resistant anchors having a minimum w1thd•awol capacity of 490 lb (2180 kN). Nails shall be 10d com1non er 12d box double headed nails Exceed ·, 30 mph 158 m/s) I INDEX OF DRAWINGS S · EETS ARCHITECTURAL SHEETS 1. -CoVE.tz-. '5·1+i!i1 , SrfE-~.DRAt~A.~: :PLAN 2. F' ~ t--1-f ~ f(: 1"'-1147' e l 6VA 'f I} 1-!S 3 .. ~B-e.A.12-i-t Le.F"1' .. EL 'EVA110 N!> 4.~F,i:z.s-r f 6f0?blo ft..a:,12. P~1,..is 5 :-~ CE.G 1"i:2i 1 CAL -p LAI~S . . . -s~·~ C>tJe 0~612.y=f yplaL ?EC'flD~? 7 .~ IYPlc..Ai~o-Sfof2.Y 1 l3ol-Jt.l~ S t=br oJ 8. A o..cH 1 -r~--ru ez..~ L ~co p-' ? LL 1 · 9. ·-=ryp ICAL-gCIDY:: \~ W,5 f-lr N9 1 0. -=-:[:{P I C-,!;,.L-t l.AbJ-1J NZ] f:5E;ri I LL;, STRUCTURAL SHEETS 1:frotHr:~0- 5-1 S-2 5-3 S-4 SITE PLAN S.P. 1 OF 1 sse. fH 1., SH i:.c-r.. . OCCUPANCY R-3 F.B.C. / 2017 TYPE OF CONSTRUCTION ~ TYPE V-B UNPROTECTED □ TYPE V-A SPRINKLED FIRE PRO""ECTION □ TYPE V-A ONE HOUR FIRE PROTECTION ZONING DISTRICT □ RS-1 ~ RS-2 ATLA.NTlc! BEJ-C .. H □ RS-3 □OTHER _____ .;__ ATTACHMENTS (PER BUILDER) 1. I I 2. __________ ~I --+----- 3. _________ ...;.!_--+I ___ _ 4 r I . ___________________ , ____________ _ s. __________ !-+I ___ _ 6. __________ I ___ I --- 7. ________ ___,:.1_-+I ___ _ 8. ----------1 ------- ., REVISIONS BY CD Noy. 13_ -a,z.o ~ \,\g, DRAW~ jz_ \-1 ~ CHECKED DATE MA~ . 2-. 7.D u::, SCALE AS r,JoTC:D JOB NO. ~o ~2 8.99·-/;;, SHEET A-i 1o OF SHEETS - 'O -I C) -uK-f1~16i-lt::D . __ Wt-\U6 1'LT. ~bT: -- - 0 () , ' I -' () -- II _, - d} - ' I -- CZ) !ID =-(J~I~ -' I_ , : I ~.:: i -~ , li-11 . I I II .,A---Hf---c:-----.___i_l_ ME.TA L ~00 t=", ( TY f',J ~----------'• Ix 4 HA~ P Ii;: "T (.Z. \ M, ( T-< I",') -___,. \AA ii., 'DI E 1"' L ti. H lt-i SI P \ N 6 . ( TY P. 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J; } :r 0 ~ i> ~ I :n .t . . • ~~ = s:, J> ~ ~ tl o ~ ~· ~ ~ § I !c l . . . l ) Z f; ; • rn - ' " ' - 0 lJ J t" l ,- ~ ~o JQ C) - tr . ~ ~ I ~ I I 1 ) o - fe > RH R i 6 ' ' ~ ~ " -- .r - . . \S I ~ +- - . - -< . - 1 g J . j 1 . ~ 0- t I 0 ' - c / ' •. . & o p o s e p 1- I A i . . : ( o N ~t: : s I bl : "1 C c -- __ , . __ _ -- - - - - . - · - .. . ,. , __ _ De s i g n s In c . -· - 3 4 j 10 tb S- r i z ; · c c f .. N~ :r : ~ fJ . · 71 , - r LA i - J f l C - - - - - - -- - - . . . - . --- - -- - - . •- r- > EA c.. . 1-L . FL A ~ · · - - - - - · · • • • ' · • ~-·- · · · · · · 34 5 5 Th a l i a Ro a d Ja c k s o n v i l l e , FL 32 2 5 0 Bu s i n e s s : (9 0 4 ) 86 8 · 8 3 7 3 RH R R E S D E S @ g m a i l . c o m I 'l . c - - - - - - - - _ : : · - - = · = · · : : . . : : - - · = · = 2 = . ·~ 9 ~ 1 0 ~ _ - _ · - . l\ < i l l l \ 1 . B E R Co n s t r u c t i o n fr o m th e s e pl a n s sh o u l d no t be un d e r t a k e n wi t h o u t th e as s i s t a n c e of a co n s t r u c t i o n pr o f e s s i o n a l . Is s u a n c e of pl a n s m th i s of f i c e sh a l l no t re l i e v e th e bu i l d e r of A ~ re s p o n s i b i l i t y to re v i e w an d ve r i f y al l no t e s , di m e n s i o n s an d ad h e r e n c e to ap p l i c a b i e bu i l d i n g co d e s pr i o r to co m m e n c e m e n t of an y co n s t r u c 1 i o n . B DR An y dr s c r e p a n c y or er r o r in no t e s , di m e n s i o n s or ad h e r e n c e to ap p l i c a b l e bu i l d i n g co d e s sh a l l be br o u g h t to th e al t e r a t i o n of th i s of f i c e fo r co r r e c t i o n be f o r e co m m e n c e m e n t of an co n s t r u c t i o n . An y re v i s i o n s or ch a n g e s , no t re l a t e d to 1h e co r r e c t i o r i of r= r r o r , th a t ar e ma d e af t e r th e fi n a l pl a n s ha w , be e n co m p l e t e d sh a l l be su b j e c t Al \ H J ' R I V A N IN S ' r l ' J . ' U 1 ' E o f to ad d i t i o n a l fe e s , BU I L D I N G DI D S I G N 1 4 g 7 . 0 ,, :< . rn < - "' \ j J 0 z ~ § " , -< :F . 0 ~ l J ) - I t -Q I N =( ' j .. . . ' I' If ) iJ l ~ l t - - ' - ;. : ; \ ) n - ; V , • I 1 - - - - - - - - - - - - - - - - - - - - - ~ - - - - - - - - - - , - - - - - - - - - - . I • . )> " 2 m I m ... . + . . . . . f' 3 0 1 ; > 0 ~j - 1 . • N 0 ~ .. t , ; : I e: ) ' . ) ~ ,, ~ o; i g ~ J > Z , , m . . 0 9 ' () ~ - N J : , : i • !' ) o n F e :r m :C ' - ' £ ; ., . , n ~ ;; 1 8 "f ' l ~ r-1 a I" () ,I I fl "t - o . I II - V, RH R De s i g n s In c . 34 5 5 Th a l i a Ro a d Ja c k s o n v i l l e , FL 32 2 5 0 Bu s i n e s s : (9 0 4 ) 86 8 - 8 3 7 3 . RH R R E S D E S @ g m a i l . c o m . ' ' I ' ' . I I I . . ~L 1 -- /l ~~c L' 1 : _'lti ◄-·-· : . ✓·1 . • iu ~ - 1 r, f- J ,s 1 - 1 t: P .. . . ~1 - - i U _ : : 2 ~ - 6 i J R ~ G i E - ·- : · · r · . · • · [ _ ; . J , ,- , o . "" r- i ' T ' u .. 17 . . . . •·· .. . . ' -- -- I ,Y ' f 1,. , /· " " ' .1 - , . I ·· i : J o u r . : : : L . A D P ; ·~ : . i: z : ~ 1 9 • · ·- - .. -: : e A T T " I I N ~ W L , @ t ½- I A LL . ~ .t . r, z . , . : " 3 b • ~ ? 1( ~ " 1 ' Fe y t i . . M @ i z a : , F I o E.C . 1, ; . · , ,, I i ·I . I I ::. : s~ ~ 11 , 3' . . ~ · 1, . l s' - c i ' ' 1 3◊ ~ ': l . \ - 1 . 3~ , : : l ?H \ '5 ~ o' ' • Pw : e o s w b: k L i o J - J !Z i c s t b E . N c . e io t h .·⇒_4 9 .. S- r p ; _ ~ e 1 . . ;: - ~ . . , . _ . . , . , . . . . , ... . _ A r: Lt , . N ., . . I C. b~ A c . H : r- L A . ' 1· : I . J - .. j I . , . . . , - - ·- I \ .... ~; : c } ' .. , I - _ j ) Bl . . . . . C:, 14 , I I ·w J . c . .I l : . b (Z , E ¼ - - {e i < o o ~ . s B . ' I < \: : 1 - , \ t , i . W C ; t= = " ! , - 1 1 - , l !~ :I I A IO . ! . Cl - 4 . I ,t ; . N G . 1 ; , . 1 0 , I . . ·F ' L . 1 2 . ' 5- r uD y / B Y , . ~ 4 , •l = . N ~ . we . il . ? . • .. . • I O I. ,: : . : U . L . · " - \ I. ( ) - , :: t : I - + I , - ii -. d .. . J . , • \ ' " " : • , ' • · • ," " " ' " " . , , . , . , , , . , , , a " , ' " " • t: . N e : . . \N D , r- 1 - 1 2 - . • 1 0 - e, L . . C . : ~ · - - - - : . . N (F I N . FL f Z \ , \ \ . ~ . ' ) - ~ I I _. , ~ . - - = = I . De , i . . . ' : , 1 - ¼ , ~ ?. . , I V . , J , H to a I • rt ) i ! ~~ - :, ~ .: i , , I • N Q _ . _ N 0 (' I ) . I I ' 4 - 8 \ 4 ,. - · - ,_ . _ _ . -- - - - . - - ,. . . . _ . . . ~ - · - - : _ - .. 1 - ·F o · ( c } ! . · · .. • lo ~ C L u •\ § t - k , . Fl . I I , - · · · - ~ ~ · · · · · · · ro ' J > I ·. _ .. . •' l\ l E J \ I B E l { A ~ B D. .U U ' 1 H . I C A '. J TN 8 ' f l ' l T J ' l ' l t l o f B U I L D I N G D. I i l S I O N C1 A R A C ; ; - i c _ .@ • · · . . . : I ' ' I II 2.- 1 0 Y z . Co n s t r u c t i o n fr o m th e s e pl a n s sh o u l d no t be un d e r t a k e n wi : h o u t th e as s i s t a n c e of a co n s t r u c t i o n pr o f e s s i o n a l . Is s u a n c e of pl r m s m th i s of f i c e sh a l l no t re l i e v e th e bu i l d e r of re s p o n s i b i l i t y to re v i e w an d ve r i f y al l no t e s , di m e n s i o 1 1 s an d ad h e r e n c e to ap p l i c a b l e bu i l d i n g co d e s pr i o r to co m m e n c e m e n t of an y co n s t r u c t i o n . An y di s c r e p a n c y or er r o r in no t e s , di m e n s i o n s or ad h e r e n c e to ap p l i c a b l e bu i l d i n g co d e s sh a l l be br o u g h t ta th e al t e r a t i o n of th i s of f i c e fo r co r r e c t i o n be f o r e co m m e n c e m e n t of an co n s t 1 1 . . 1 c 1 i o n . An y re v i s i o n s or ch a n g e s , no t re l a t e d to th e co r r e c t i o n of er r o r , tf l a t ar e ma d e af t e r th e fi n a l pl a n s ha v e be e n co r i p l e t e d sh a l l be su b j e c t to ad d i t i o o a ! fe e s , ' y" 2· 1 0 z ' ' I i ' I : I -( \ j I i n I •, I l I l . • z 0 :; - ~ s .. . . . , ~ ~ 0 'µ z . V , ~ ~ . :1 ' J "' -< :: i : 'f l . L - ;: ; 7 ' ~ ' I I ~ , - - f i l I I I I qF P ) I ' I I I r \ ' - I IQ I \ i ~- / \ A ~ ,t a • \ \ ~f l ' © ~ V,F . ~ \ , ~ d i , ; ; . I V ' (f f i rih ) ~ - - - ~ - - $ ' - ~ 1-1 ~. w , [E l / b ~ r : - 1 ' CD Cl ) (J ) I I \ Nc . : t : t , . , ' • f P, E . · r I ~ t \ f o l ~ tb ' : > ' " " I B L IE fL l i U ! 7 . E [Q ) I LI V l ! - 1 " 1 ~µ c i ; A , / · (C C X ) r , . ; o t N A . + r : : : . . vj 13 t . 1 , L D e ~ ) 8 - I I -- E . - 1 - - - - - - - - - - - l I A I t3 1 t t : , r - T R = r t : c c > r z - - · ~ : r i . : ~ 1 2 ; 1 t i " t ~ rt . i t - 1 - v -= 1 /4 • 0 f- o · · -- I @) -E E. l. . I= G T e- , I C. t. . · i : : b E- G e N· t j Tc . '' ,,,, , ' I I · qp I l a ~ . P U P L \ : X <: > ~ T L . F : . T . _ ~ [I ~ I ~ I I O v. D U Pt ; ! . ; , ( . O Ll T L . e T v- l LU J 1- ' 1 , W i T C : . . H E . D o L l T L . c T 41 , . . 1 1 0 v . c. 1 i . o u r - . 1 o e . c C. . O M P U T e ~ I I 'I / ' 19 LI T L. 6 T, <l \ : > w ~ E A T H e l 2 - , P t z . . o o F c, L l T L l : T ' I I ff i I CT) © J U ~ C T I O N e: . o x ' _ <IP II O V PL l f ' L E X l , l l , o U N D l= A t . . l L - ' T ' ' ,G i r l I I{ re . r , , L I P T e . l • - . ' ' ' t . Z ?. O Y, 01 . l T L - E i ;- ¢ - C. E: I L I N C 1 MO l l t , \ T l- 1 C.. H T fl ) ( T l l l Z i E / J:> . \N A , 1 - \ . . M o l l N T \ . l ~ H i Fl ) ( T U 1 2 , E . : ' . , IQ ! ~ ec . E. < ' o ' i l ~ D 1.. 1 G, HT Fl :X T l . l IZ . e , ' _: Im l' , E C E ' : : > ' = > E D 'E ' 1 ' e e A L L LI C i l - \ T ; "' " t , P . . . F I X T I. I Ii ! , , \ ? ; . . ; @ pu ' : : > 1 - 1 e. u T i o N : ~ \ . l h H T 'a > W r r (, , ~ ' . -\ , ? , Z. W/ : , . Y 1-- 1 l1 I I T ': : > W \ T c . 1 - \ '\ , . , , '! , wi , . y L \ h H i '= > W 1 - r c : . I - \ ► ,E . L E . P H < > N E o u i L e i . Jt T E L E . C. < > l " l f ' U T I : ~ 1' 1 0 P l : . t 1 . - t 0 5 ' ~ ~ ~ RH R - p ~ o ? o = i £: . D HA L: ( c 9 N , t' j l S . < : , L O ~ ! : { C e .. : - : : : I! _.. . , : I \ ►~ No -~ I 0 I I 5; t- 1 0 , ' O O" ~ ~ M ~ n I ~ r m - ' :i : : ~ ~ p m .. , M U1 ~ 0 .. J \ t 1J ,_ ~,. _ , . _ I ' C) §C ) JJ ~ ,: De s i g n s 34 4 10 1 h 'o ' T : In c . ' A1 L & N i I c.. '' e~ i c t 4 FL A . ~· 34 5 5 Th a l i a Ro a d Ja c k s o n v i l l e , FL 32 2 5 0 -- - - Bu s i n e s s : (9 0 4 ) 86 8 - 8 3 7 3 RH R R E S D E S @ g m a i l . c o m - ' - - - - ' \ ~~ ' - ~ - - - -- --'P / /· w· I \ I I , _ , . , I I - - - .. , . . , . , , I - - v r r / ( I I 6 r f I f ¢® I \ I I 6 \ I ( r I I I ~1 ;~ I [ I / ( ✓p- - - - - ~ _ , _€ ) . D , I . ' - r f hL ! I- [ I I u I IZ , 0 ~ ,1 . - - - . ; I \ - . , . . . _ - I lQ 1 ; , \ I I / ,; f - 0 t'- 4 / J ~ _ .'\ , = - l . o l = ___ =- - _ ~ _ = A - = ~ = - = - ____ -= - f i l = = = l l - - ', , IQ } - . . . \ \ i 1 I I I - - _ , - - - - § ! / I I @ \ I \ l I ' ( R f . . N b t : H a : ) D VE N " i ' ( - ~ - ~ -- - b i "- - - C) . \l l J I I I I I 1- - - ~ ( \ I N 0 1 E : A L L 6 A ~ G i £ -1 2. 0 1 / . b ll T t . . E' . 4 ' " ? \ 1 ot - 1 1 4 r I <! I r < : e u 1 1 , 1 I \ I \ I~ l: . \ _ I= C, i r.z . le . A . L Ct : l t - - l T I Z . . l . C rc : : i ~ '; > H c. . L L \/ E \Z s I 1= - y ~ 2!. . I" \ f' . <o ' 2 . l Z . V \c . 1 = t. 6 ' . D , Z, t= " ' I E : L D V E - f Z \ F ' ( 2. D C > A. M P , f' A N c . L . 1 - 0 C A " T t D N It - I LA . . U t - . l 1 ~ M , . 5 . e,t . 1 1 L . t : , 1 : : . r . . c . . ~ t: - L 1 < . c : r i z - 1 c . A L c. c t- - 1 . T 1 < . t > - ~ - r c : > 1 : t . F r i s L P L j C A T t : : M1 = " T ~ i z ; .i ~ W ~ i : t . \J , , t : . A P \. . . C > i ! . . i i ' 1 6 N r1 : : \ ? - · \. . D C . l : . . \ . 1= \ . . i = C . . T £ Z . . I G . & . l . - W i ! L I T Y ~- - A U ' i \ - \ O r < ' . . \ T · " f , - - ·· -- :. : ( , r l I= l . D 1. - 0 C A T E P ~ D 1:Z , c. 1 4 1 M i ; -? , M c ; D I A ~ b F: C. LI 12 . t TY ' !3 ~ e> T \- \ I . : : \Z , 7 . . . G: , , t [ w PE . f l . . C. O t > ~ E . - 3 9 0 ~ , l " i - 1 E - 3 9 0 7 . . . . \ 3 7. <: : . F l f EJ Z . CD P t : : 3 4 0 ~ l\ 1 E l \ 1 B E . H Co n s t r u c t i o n fr o m th e s e pl a n s sh o u l d no t be un d e r t a k e n wi t h o u t th e as s i s t a n c e of a co n s t r u c t i o n pr o f e s s i o n a l . A ~ Is s u a n c e of pl a n s m th i s of f i c e sh a l l no t re l i e v e th e bu i l d e r of re s p o n s i b i l i t y to re v i e w an d ve r i f y al l no t e s , di m e n s i o n s an d ad h e r e n c e to ap p l i c a b l e bu i l d i n g co d e s pr i o r to co m m e n c e m e n t of an y co n s t r u c t i o n . B D. An y di s c r e p a n c y or er r o r in no t e s , di m e n s i o n s or ad h e r e n c e to ap p l i c a b l e bu i l d i n g co d e s sh a l l be br o u g h t to th e al t e r a t i o n of th i s of f i c e fo r co r r e i : : t i n n be f o r e co r n m f m r . e m e n t of ar i co n s t r u c t i o n . An y re v i s i o n s or ch a n g e s , no t re l a t e d to th e co r r e c t i o n of er r o r , th a t ar e ma d e af t e r th e fi n a l pl a n s ha v e be e n co m p l e t e d sh a l l be su b j e c t ' AM E i l l I C A N IN S ' r l ' J . ' U ' l ' B o f to ad d i t i o o a l fe e s , B l ' I L D I N G DI D S I G K z _ C) ~ - \. ' - » ~ f; F :t : : 1" ,, $ ~ 6 z ~ "' -< • I p t I : l , / i, ; ~ ; ; : : ; : . : : 1 = = ~ - =I : : : : : : l : = : = : : = : : : : : : - ~:: : : E = = = = = = : = : : : : : - 1 ;' . : I == = = = = = = : : ' . : : . · = . ~ = = = : E = = = : : : : : = . : : : : : : : : : = = 3 : : : : : : : : = = : ; 7 ( ~ , - i : J ' ~ - • ~ c; l . , ' . - J \/ 1 - / / / I r. : - - : r : : : : .- - = - = . . , - : : : : = = : : . 1 ~ \ ' ·' w ~ l - i ~ I f , - - 7 1 I \ / I I 1 \ I {_ . . ' : , ! . I I " kr " T ' It : . A e. c S? ' c i ~ -- - ' ' I I I I I I L! . t- - t \! ] -: - r l- = - J !L -Q ~- v _ , . . . , i / u I r 1 ' ... . j ' -rt: / 1 - I I I I I r ! 1 I I F- ; o o f I ;J i ' • I \/ l . 1 " , ' • 1 (o l _ 1 ¾ ii .. . .. . . .. . e6 N l J 6 PL T , 1 1 6 \ T , _. . . . . . , • I I I I I I r ' f' , I ,_ _ _ _ _ _ _ _ _ _ _ _ ., _ _ __ _ _ _ _ _ _ _ _ _, :: : ) , , T Y P I c,J . ; . L P. . 6 0 f" 'P \ T C . \ - \ 6 rt z . . v-. / 1 4 " O V & F ; t- 1 . ! i . N u ( ? t: A V t ; ~ I l ' ' C' • l - 4 , c2 - . • - - - ~ - &i .b . B L I. ! ~ r: N O ; U I- \ C ~ \:= ~ . .. \~ o 'i " I= . D o T H [: : p.. : _ 'A I b E. • .. . . . '. ... . .. . ·- · · .. . .. . . . . . . . :z . . -P P - l ! .. . l = N ~ I N! ; : . S t : Z , . c . D .. rz . o o r - 'T l 2 i U 6 < 2 > E ' S , . . , . - y p i ~ ~ L . C . ( ' . ) N V E . N T l D N A L € !? i : : : > N 1 . l , s ~K M ; - '3 • · • ◄ f' L · \ N . D \ C . A : T t = . t - , f2 i o c ) r- - s L O P t N u o o w t J , - 4 , ., Y I - T , IN O \ C f . . . . T E . - ; , VA L . I L T c . P C E \ L ' G . S . 'S P Rt - • : · ' ( . F ol : , . . M 12 - . 0 0 r- IN 0 tl l - A i ' \ o N , . RH R 'P n . - i P 0 6 i: : : P 1- I A L - ( o N 'P i ~ ~ l P t . N e t - ~- . - · ·- " • " " " " -- -- ~ · ~ - - . - De s i g n s :, 4 4 to t t . ~1 F i l : c 1 In c . ·- - · . --- - . . . . . ' " ' .. . . . . Af L A N r 1 c . °" B E . A c 1-4 f' L A . 34 5 5 Th a l i a Ro a d :< ; , . . . . . . -- · · - ·- - " S · · · - - - - - · · • - , .. . . . . . _ .. . . . . Ja c k s o n v i l l e , FL 32 2 5 0 . . . . . -- -· · - - . .. . - - . .. . -- __ , , __ .. . -· · · · · Bu s i n e s s : (9 0 4 ) 86 8 - 8 3 7 3 -· · - - · - - - - · · . . . . . . -· ' " " - .. - ' RH R R E S D E S @ g m a i l . c o m :t .. l\ ' I E l \ ' I B E R Co n s t r u c t i o n fr o m tl l e s e pl a n s sh o u l d no t be un d e r t a k e n wi t h o u t th e as s i s t a n c e of a co n s t r u c t i o n pr o f e s s i o n a l A ~ Is s u a n c e of pl a n s r , th i s of f i c e sh a l l no t re l i e v e th e bu i l d e r of re s p o n s i b i l i t y to re v i e w an d ve r i f y al l no t e s , di m e n s i o n s an d ad h e r e n c e to ap p l i c a b l e bu i l d i n g co d e s pr i o r to co m m e n c e m e n t of an y co n s t r u c t i o n . An y di s c r e p a n c y or er r o r in no t e s , di m e n s i o n s or ad h e r e n c e to B DR ap p l i c a b l e bu i l d i n g co d e s sh a l l be br o u g h t to th e al t e r a t i o n of th i s of f i c e fo r co r r e , : - . t i o n be f o r e co m m e n c e m ! ; l n t of l; l n c: o n ~ t r u o t i o n An y re v i s i o n s or ch a n g e s , no t re l a t e d to th e co r r e c t i o n of er r o r , th a t ar e ma d e af t e r th e fi n a l pl a n s ha v e be e n co m p l e t e d sh a l l be su b j e c t AM ' l < } l U C A . ; i !N ' B ' P J ' J . ' [ I T ' E o f to ad d i t i o n a l fe e s , t i "' -< : , . m , ; " "' - 0 .. } ~ z V , . ~ ' 3- l ~ nr I L D L \ T G DE S I G N = ., _ - i , 2017 EPL DISPLAY CARD ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX*= 87 The lower the Energy Performance Index, the more efficient the home. 1. New home or, addition 2 . Single-family or multiple-family 3. No. of units (if multiple-family) 4. Number of bedrooms 5. Is this a worst case? (yes/no) 6 . Conditioned floor area (sq. fl.) 7 . Windows, type and area a) U-factor:(weighted average) b) Solar Heat Gain Coefficient (SHGC) c) Area 8. Skylights a) U-factor:(weighted average) b) Solar Heat Gain Coefficient (S HGC ) 9. Floor type , insulation level : a) Slab-on-grade (R-value) b) Wood, raised (R-value) c) Concrete , raised (R-value) 10. Wall type and insulation: A. Exterior: 1. Wood frame (Insulation R-value) 2. Masonry (Insulation R-value) B. Adjacent: 1. Wood frame (Insulation R-value) 2. Masonry (Insulation R-value) 11 . Ceiling type and insulation level a) Under attic b) Single assembly c) Knee walls/skylight walls d) Radiant barrier installed 1. New (From Plans) 12. Ducts, location & insulation level a) Supply ducts R 6 .0 2. Single-family b) Return ducts R 6 .0 c) AHU location varies 3. ___ '--- 4 . 4 13. Cooling system: Capacity 44.8 a) Split system SEER, __ _ 5. No b) Single package SEER __ _ c) Ground/water source SEER/COP __ _ 6 . 2899 d) Room unit/PTAC EER __ _ e) Other varies 7a . 0.328 7b. 0.280 14 . Heating system: Capacity 45.2 7c. 589.8 a) Split system heat pump HSPF __ _ b) Single package heat pump HSPF __ _ c) Electric resistance COP __ _ 8a. NA d) Gas furnace , natural gas AFUE, __ _ 8b . NA e) Gas furnace , LPG AFU E. __ _ f) Other varies 9a. 0 .0 9b. 15. Water heating system 9c. a) Electric resistance EF __ _ b) Gas fired, natural gas EF __ _ c) Gas fired, LPG EF 0.75 d) Solar system with tank EF __ _ 10A1 . 19.0 e) Dedicated heat pump w ith tank EF __ 10A2. f) Heat re covery unit HeatRec%. __ _ g) Other 10B1 . 19.0 10B2. 16 . HVAC credits claimed (Performance Method) a) Ceiling fans 11a. 0.0 b) Cross ventilation No 11 b. c) Whole house fan No 11c. 19.0 d) Multizone cooling credit 11d. No e) Multizone heating cred it f) Program mable thermostat Yes *Label required by Section R303.1.3 of the Florida Building Code , Energy Conservation , if not DEFAULT. I certify that this home has complied with the Florida Building Code, Energy Conservation , through the above energy saving features which will be ·nstalled (or exceeded) in this home before final inspection . Otherwise, a new EPL display card will be co pl d b on rns led code compliant features. Date:~uf____;___i_io I~-- Address of New Home: ---"'34-'-'9"---'-10"'t"-'h...,,S""t __________ _ City/FL Zip: Atlantic Bea ch FL 8/16/2020 10:20:36 PM EnergyGauge® USA 6.0.04 (Rev. 1)-FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1 FORM R405-2017 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation -Residential Performance Method Project Name: Street: City, State, Zip: Owner: Design Location: Halton Residence 349 10th St Atlantic Beach , FL , FL, MAYPORT_NS 1. New construction or existing 2. Single family or multiple family New (From Plans) Single-family 3. Number of units , if multiple family 4 . Number of Bedro9ms 5. Is this a worst case? 6. Conditioned floor area above grade (ft2) Conditioned floor area below grade (ft2) 7. Windows(589.8 sqft.) Description a. U-Factor: Sgl, U=0.33 SHGC: SHGC=0.28 b. U-Factor: SHGC : c. U-Factor: SHGC: d. U-Factor: SHGC: Sgl, U=0.30 SHGC=0.28 NIA NIA Area Weighted Average Overhang Depth: Area Weighted Average SHGC: 4 No 2899 0 8. Floor Types (2899.0 sqft.) Insulation a. Slab-On-Grade Edge Insulation R=0.0 b. Floor Over Other Space R=0.0 c. NIA R= Area 549.75 ft2 40.00 ft2 ft2 ft2 2.610 ft. 0.280 Area 1973.00 ft2 926.00 ft2 ft2 Builder Name: Chesapeake Custom Builders Permit Office: Atlantic Beach Permit Number: Jurisdiction: 261100 County: Duval (Florida Climate Zone 2 ) 9. Wall Types (3872.1 sqft.) a . Frame -Wood, Exterior b. Frame -Wood, Adjacent c. NIA d. NIA 10. Ceiling Types (2110 .0 sqft.) a. Roof Deck (Unvented) b. Knee Wall (Unvented) c. NIA 11 . Ducts a. Sup: Attic, Ret: Attic, A H: 1st Floor b. Sup: Attic, Rel: Attic, AH: 2nd Floor 12. Cooling systems a. Central Unit b. Central Unit 13. Heating systems a. Electric Heat Pump b. Electric Heat Pump 14. Hot water systems a. Propane Tankless b. Conservation features None 15. Credits Insulation Area R=19.0 3690.30 ft2 R=19.0 181.80 ft2 R= ft2 R= ft2 Insulation Area R=22.8 1973.00 ft2 R=19.0 137.00 ft2 R= ft2 R ft2 6 256.49 6 120.38 kBtulhr Efficiency 27.6 SEER:14.50 17.2 SEER:15.00 kBtulhr Efficiency 28.0 HSPF:8.30 17.2 HSPF:8.50 Cap: 1 gallons EF: 0.750 Pstat Glass/Floor Area: 0.203 Total Proposed Modified Loads: 77.20 PASS Total Baseline Loads: 88.58 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY: DATE: 8/16/2020 I hereby certify that this with the Florida Energy Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL: DATE: -Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory-sealed in accordance with R403.3.2.1. -Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and this project requires an envelope leakage test report with envelope leakage no greater than 7.00 ACH50 (R402.4.1.2). 811612020 10 :20 PM EnergyGauge® USA 6.0.02 (Rev. 1) -FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 5 2020-Nov-10 12:25:26 Right-Suite® Universal 2019 19.0.17 RSU17457 Page 1 ...ntial Manual J\Halton, 349 10th St, Atl Bch.rup Calc = MJ8 Front Door faces: S Job:Manual S Compliance Report 8/7/2020Date: 1st Floor M. EllisBy: Energy Design Systems, Inc., 11727 Brady Rd, Jacksonville, FL 32223 Phone: 904-268-3670 Fax: 904-268-3670 Email: eds.jax@gmail.com Project Information Halton ResidenceFor: 349 10th St, Atlantic Beach, FL Cooling Equipment Design Conditions °F75.6Entering coil DB:Btuh22907Sensible gain:°F94.4Outdoor design DB: °F63.2Entering coil WB:Btuh4430Latent gain:°F77.4Outdoor design WB: Btuh27337Total gain:°F75.0Indoor design DB: cfm920Estimated airflow:%50Indoor RH: Manufacturer's Performance Data at Actual Design Conditions Split ASHPEquipment type: ASZ140301K+AVPTC37B14BModel:AmanaManufacturer: cfm920Actual airflow: % of load98Btuh22440Sensible capacity: % of load116Btuh5160Latent capacity: %81SHR:% of load101Btuh27600Total capacity: Heating Equipment Design Conditions °F67.4Entering coil DB:Btuh26539Heat loss:°F38.1Outdoor design DB: °F68.0Indoor design DB: Manufacturer's Performance Data at Actual Design Conditions Split ASHPEquipment type: ASZ140301K+AVPTC37B14BModel:AmanaManufacturer: cfm920Actual airflow: °F37Capacity balance:% of load106Btuh28000Output capacity: °F-99Economic balance:Btuh0Supplemental heat required: Elec stripBackup equipment type: Model:Manufacturer: cfm920Actual airflow: °F50Temp. rise:% of load111kW8.6Output capacity: Meets all requirements of ACCA Manual S. wr·g tsoft ~ W ' -ght:soft ec~ ~II ll -011<1 "'"'- 2020-Nov-10 12:25:26 Right-Suite® Universal 2019 19.0.17 RSU17457 Page 2 ...ntial Manual J\Halton, 349 10th St, Atl Bch.rup Calc = MJ8 Front Door faces: S Job:Manual S Compliance Report 8/7/2020Date: 2nd Floor M. EllisBy: Energy Design Systems, Inc., 11727 Brady Rd, Jacksonville, FL 32223 Phone: 904-268-3670 Fax: 904-268-3670 Email: eds.jax@gmail.com Project Information Halton ResidenceFor: 349 10th St, Atlantic Beach, FL Cooling Equipment Design Conditions °F78.7Entering coil DB:Btuh13471Sensible gain:°F94.4Outdoor design DB: °F64.0Entering coil WB:Btuh2127Latent gain:°F77.4Outdoor design WB: Btuh15597Total gain:°F75.0Indoor design DB: cfm573Estimated airflow:%50Indoor RH: Manufacturer's Performance Data at Actual Design Conditions Split ASHPEquipment type: ASZ140181K+AVPTC29B14BModel:AmanaManufacturer: cfm573Actual airflow: % of load101Btuh13588Sensible capacity: % of load170Btuh3612Latent capacity: %79SHR:% of load110Btuh17200Total capacity: Heating Equipment Design Conditions °F67.7Entering coil DB:Btuh9962Heat loss:°F38.1Outdoor design DB: °F68.0Indoor design DB: Manufacturer's Performance Data at Actual Design Conditions Split ASHPEquipment type: ASZ140181K+AVPTC29B14BModel:AmanaManufacturer: cfm573Actual airflow: °F26Capacity balance:% of load173Btuh17200Output capacity: °F-99Economic balance:Btuh0Supplemental heat required: Elec stripBackup equipment type: Model:Manufacturer: cfm573Actual airflow: °F97Temp. rise:% of load360kW10.5Output capacity: Meets all requirements of ACCA Manual S. wr·g tsoft ~ W ' -ght:soft ec~ ~II ll -011<1 "'"'- FORM R405-2017 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2017 Florida Building Code, Energy Conservation via the residential Simulated Performance Method shall include: This checklist A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, e-ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst-case orientation, name and version of the compliance software tool, name of individual completing the compliance report (one page) and an input summary checklist that can be used for field verification (usually four pages/may be greater). Energy Performance Level (EPL) Display Card (one page) HVAC system sizing and selection based on ACCA Manual S or per exceptions provided in Section R403.7 Mandatory Requirements (five pages) Required prior to CO for the Performance Method: Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) A completed Envelope Leakage Test Report (usually one page) If Form R405 duct leakage type indicates anything other than "default leakage", then a completed Form R405 Duct Leakage Test Report (usually one page) . 8/16/2020 10:20:30 PM EnergyGauge® USA 6.0.04 (Rev. 1) - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1 PPI20-0004 □ □ □ □ □ □ □ □ EnergyGauge® USA 6.0.02 (Rev. 1) - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 58/16/2020 10:20 PM Project Name: Owner: Builder Name: Permit Office: Jurisdiction:261100 Atlantic Beach Chesapeake Custom BuildersHalton Residence Street: City, State, Zip:Atlantic Beach , FL , 349 10th St Permit Number: Design Location:FL, MAYPORT_NS County:Duval (Florida Climate Zone 2 ) 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area above grade (ft²) New (From Plans) Single-family 1 No 2899 7. Windows a. U-Factor: S H G C : b. U-Factor: S H G C : c. U-Factor: S H G C : d. U-Factor: S H G C : Sgl, U=0.33 549.75 ft² SHGC=0.28 Sgl, U=0.30 40.00 ft² SHGC=0.28 N/A f t ² N/A f t ² 8. Floor Types a. Slab-On-Grade Edge Insulation b. Floor Over Other Space c. N/A R=0.0 1973.00 ft² R=0.0 926.00 ft² R=f t ² 9. Wall Types a. Frame - Wood, Exterior R=19.0 3690.30 ft² b. Frame - Wood, Adjacent R=19.0 181.80 ft² c. N/A R=f t ² 10. Ceiling Types a. Roof Deck (Unvented)R=22.8 1973.00 ft² 137.00 ft² R=19.0b. Knee Wall (Unvented) c. N/A R = f t ² 11. Ductsa. Sup: Attic, Ret: Attic, AH: 1st Floor 12. Cooling systems 13. Heating systems 14. Hot water systems a. Propane Cap: 1 gallons b. Conservation features None d. N/A R=f t ² Area W eighted Average Overhang Depth:2.610 ft. Area W eighted Average SHGC:0.280 Description Area Insulation Area Insulation Area Insulation Area 15. Credits Pstat 4 (589.8 sqft.) (3872.1 sqft.) (2110.0 sqft.) (2899.0 sqft.) Conditioned floor area below grade (ft²)0 a. Central Unitb. Central Unit a. Electric Heat Pump b. Electric Heat Pump k B t u / h r 27.6 SEER:14.5017.2 SEER:15.00 Efficiency k B t u / h r Efficiency 28.0 HSPF:8.30 17.2 HSPF:8.50 b. Sup: Attic, Ret: Attic, AH: 2nd Floor f t ² R6 256.496 120.38 Tankless EF: 0.750 Glass/Floor Area:0.203 Total Proposed Modified Loads: Total Baseline Loads: 77.20 88.58 PASS I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY:DATE: I hereby certify that this building, as designed, is in compliance with the Florida Energy Code. OW NER/AGENT: DATE: BUILDING OFFICIAL: DATE: Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory-sealed in accordance with R403.3.2.1. - Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and this project requires an envelope leakage test report with envelope leakage no greater than 7.00 ACH50 (R402.4.1.2). FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method FORM R405-2017 8/16/2020 PROJECT Title: Owner Name: # of Units: Builder Name: Permit Office: Jurisdiction: 261100 Atlantic Beach Chesapeake Custom Builders 1 Halton Residence Family Type: New/Existing: Bedrooms: Conditioned Area: Total Stories: Worst Case: Rotate Angle: 0 No 2 2899 4 New (From Plans) Single-family Address Type: Lot # Block/Subdivision: PlatBook: Street: County: City, State, Zip: FL , Atlantic Beach , Duval 349 10th St Street Address Comment: Building Type: User Cross Ventilation: Whole House Fan: TMY Site Design Temp Int Design Temp Heating Design Daily Temp Design Location 2.5 %97.5 %Degree Days Moisture RangeWinter Summer CLIMATE 90 70 75 1037 61 Medium39FL_MAYPORT_NSFL, MAYPORT_NS______ Number Name Area Volume BLOCKS 1 Block1 1973 19927.3 2 Block2 926 10926.8 Number Name Area Volume SPACES Kitchen Occupants Bedrooms Cooled HeatedInfil ID Finished 1 1st Floor 1973 19927.3 Yes 3 2 Yes Yes1 Yes 2 2nd Floor 926 10926.8 No 2 2 Yes Yes1 Yes # Floor Type Area Tile Wood Carpet FLOORS Perimeter R-Value Joist R-ValueSpace Perimeter 1 1973 ft² 0.3 0.7 0______ Slab-On-Grade Edge Insulatio - - - -0244 ft 1st Floor 2 926 ft² 0.2 0.8 0______ Floor Over Other Space 0 - - - - - - - -2nd Floor # Type Materials Color Absor. Roof Solar Deck Insul. Pitch ROOF Tested Roof Area Gable Area Emitt Tested EmittSA (deg) Rad Barr 1 Hip Metal 2137 ft² Unfinishe 0.6 22.8 22.6______No0 ft² 0.3 NoN ATTIC # Type Ventilation Area RBS IRCCVent Ratio (1 in) ______ 1 Full attic Unvented 1973 ft² N N0 8/16/2020 10:20 PM EnergyGauge® USA 6.0.02 (Rev. 1) - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 2 of 5 FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT ✓ ✓ ✓ ✓ # Ceiling Type R-Value Area Framing Frac Truss Type CEILING Space Ins Type 1 Under Attic (Unvented)0 1047 ft² 0.11 Wood______1st Floor Blown 2 Under Attic (Unvented)0 926 ft² 0.11 Wood______2nd Floor Blown 3 Knee Wall (Unvented)19 137 ft² 0.11 Wood______2nd Floor Blown WALLS #Wall Type R-Value AreaAdjacent Framing SolarOrntFraction Absor. HeightWidth Ft In Ft InToCavity SheathingR-ValueSpace Grade%Below 1 19 01st Floor 19.5 10.1SFrame - Wood 0.1700000.05Exterior197.0 ft² ____ 2 19 01st Floor 15 10.1SFrame - Wood 0.1700000.05Garage151.5 ft² ____ 3 19 01st Floor 1.5 10.1EFrame - Wood 0.1700000.05Garage15.2 ft² ____ 4 19 01st Floor 1.5 10.1WFrame - Wood 0.1700000.05Garage15.2 ft² ____ 5 19 01st Floor 71.7 10.1EFrame - Wood 0.1700000.05Exterior724.2 ft² ____ 6 19 01st Floor 48.8 10.1NFrame - Wood 0.1700000.05Exterior492.9 ft² ____ 7 19 01st Floor 71.7 10.1WFrame - Wood 0.1700000.05Exterior724.2 ft² ____ 8 19 01st Floor 14.3 10.1SFrame - Wood 0.1700000.05Exterior144.4 ft² ____ 9 19 02nd Floor 19.5 11.8SFrame - Wood 0.1700000.05Exterior230.1 ft² ____ 10 19 02nd Floor 30.4 11.8EFrame - Wood 0.1700000.05Exterior358.7 ft² ____ 11 19 02nd Floor 34.5 11.8NFrame - Wood 0.1700000.05Exterior407.1 ft² ____ 12 19 02nd Floor 34.9 11.8WFrame - Wood 0.1700000.05Exterior411.8 ft² ____ #Door Type U-Value AreaStorms DOORS Ornt Space Width Ft In Ft In Height 1 Wood .46 28 ft² None______S 1st Floor 83.5 2 Wood .46 24 ft² None______S 1st Floor 83 # Ornt Panes NFRC U-Factor SHGC Area Depth Separation Int ShadeFrame Screening WINDOWS Overhang Orientation shown is the entered, Proposed orientation. Wall ID Imp 1 S Low-E Single 0.33 0.28 36.0 ft² 12 ft 0 in 1 ft 0 in NoneVinyl None______Yes1 N 2 E Low-E Single 0.33 0.28 10.0 ft² 2 ft 0 in 13.7 ft 0 i NoneVinyl None______Yes5 N 3 E Low-E Single 0.33 0.28 13.5 ft² 2 ft 0 in 12.9 ft 0 i NoneVinyl None______Yes5 N 4 E Low-E Single 0.33 0.28 12.0 ft² 2 ft 0 in 2 ft 0 in NoneVinyl None______Yes5 N 5 E Low-E Single 0.33 0.28 4.0 ft² 2 ft 0 in 2 ft 0 in NoneVinyl None______Yes5 N 6 N Low-E Single 0.33 0.28 24.0 ft² 2 ft 0 in 2 ft 0 in NoneVinyl None______Yes6 N 7 N Low-E Single 0.3 0.28 40.0 ft² 2 ft 0 in 2 ft 0 in NoneVinyl None______Yes6 N 8 N Low-E Single 0.33 0.28 18.0 ft² 2 ft 0 in 2 ft 0 in NoneVinyl None______Yes6 N 9 W Low-E Single 0.33 0.28 36.0 ft² 2 ft 0 in 2 ft 0 in NoneVinyl None______Yes7 N 10 W Low-E Single 0.33 0.28 10.0 ft² 2 ft 0 in 2 ft 0 in NoneVinyl None______Yes7 N 11 S Low-E Single 0.33 0.28 24.0 ft² 2 ft 0 in 2 ft 0 in NoneVinyl None______Yes8 N 12 S Low-E Single 0.33 0.28 36.0 ft² 2 ft 0 in 2 ft 0 in NoneVinyl None______Yes8 N 13 W Low-E Single 0.33 0.28 24.0 ft² 2 ft 0 in 2 ft 0 in NoneVinyl None______Yes7 N 14 W Low-E Single 0.33 0.28 10.0 ft² 2 ft 0 in 2 ft 0 in NoneVinyl None______Yes7 N 15 N Low-E Single 0.33 0.28 24.0 ft² 2 ft 0 in 2 ft 0 in NoneVinyl None______Yes6 N 8/16/2020 10:20 PM EnergyGauge® USA 6.0.02 (Rev. 1) - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 3 of 5 FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT ✓ ✓ ✓ ✓ # Ornt Panes NFRC U-Factor SHGC Area Depth Separation Int ShadeFrame Screening WINDOWS Overhang Orientation shown is the entered, Proposed orientation. Wall ID Imp 16 N Low-E Single 0.33 0.28 48.0 ft² 2 ft 0 in 2 ft 0 in NoneVinyl None______Yes6 N 17 W Low-E Single 0.33 0.28 6.0 ft² 2 ft 0 in 2 ft 0 in NoneVinyl None______Yes7 N 18 W Low-E Single 0.33 0.28 2.3 ft² 2 ft 0 in 2 ft 0 in NoneVinyl None______Yes7 N 19 S Low-E Single 0.33 0.28 30.0 ft² 2 ft 0 in 2 ft 0 in NoneVinyl None______Yes9 N 20 S Low-E Single 0.33 0.28 4.0 ft² 2 ft 0 in 2 ft 0 in NoneVinyl None______Yes9 N 21 E Low-E Single 0.33 0.28 4.0 ft² 2 ft 0 in 2 ft 0 in NoneVinyl None______Yes10 N 22 E Low-E Single 0.33 0.28 30.0 ft² 2 ft 0 in 2 ft 0 in NoneVinyl None______Yes10 N 23 E Low-E Single 0.33 0.28 10.0 ft² 2 ft 0 in 2 ft 0 in NoneVinyl None______Yes10 N 24 N Low-E Single 0.33 0.28 10.0 ft² 2 ft 0 in 2 ft 0 in NoneVinyl None______Yes11 N 25 N Low-E Single 0.33 0.28 12.0 ft² 2 ft 0 in 2 ft 0 in NoneVinyl None______Yes11 N 26 W Low-E Single 0.33 0.28 6.0 ft² 2 ft 0 in 2 ft 0 in NoneVinyl None______Yes12 N 27 W Low-E Single 0.33 0.28 4.0 ft² 2 ft 0 in 2 ft 0 in NoneVinyl None______Yes12 N 28 W Low-E Single 0.33 0.28 30.0 ft² 2 ft 0 in 2 ft 0 in NoneVinyl None______Yes12 N 29 W Low-E Single 0.33 0.28 72.0 ft² 2 ft 0 in 13.1 ft 0 i NoneVinyl None______Yes7 N # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation GARAGE 1 341 ft² 341 ft² 59.6 ft 10.1 ft 0______ Method CFM 50 ACH 50ELASLAScope INFILTRATION ACHEqLA# 3599.6 7197.62.000473Wholehouse .2842371.65Proposed ACH(50)1 HEATING SYSTEM # System Type Efficiency Capacity DuctsSubtypeBlockSpeed 1 Electric Heat Pump/HSPF:8.3 28 kBtu/hr ______sys#1None1 Singl 2 Electric Heat Pump/HSPF:8.5 17.2 kBtu/hr ______sys#2None2 Singl # System Type Efficiency Capacity Air Flow SHR COOLING SYSTEM DuctsSubtypeBlockSubtype 1 Central Unit/SEER: 14.5 27.6 kBtu/hr 828 cfm 0.75______sys#1None1 Singl 2 Central Unit/SEER: 15 17.2 kBtu/hr 516 cfm 0.75______sys#2None2 Singl # System Type EF Cap Use SetPnt Conservation HOT WATER SYSTEM SubType Location 1 Propane 0.75 1 gal 70 gal 120 deg None______Tankless Exterior 8/16/2020 10:20 PM EnergyGauge® USA 6.0.02 (Rev. 1) - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 4 of 5 FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT ✓ ✓ ✓ ✓ ✓ FSEC Company Name System Model # Collector Model # Collector SOLAR HOT WATER SYSTEM Storage FEFCert #Area Volume None None f t ² ______ # Location R-Value Area Location Area ---- Supply -------- Return ---- Leakage Type Handler CFM 25Air QN RLF DUCTS Heat Cool HVAC # TOT OUT CFM25 1 Attic 6 2 5 6 . 4 9 Attic 98.65 ft Default Leakage 1st Floor ( D e f a u l t ) ______1 1 ( D e f a u l t ) 2 Attic 6 1 2 0 . 3 8 Attic 46.3 ft² Default Leakage 2nd Floor ( D e f a u l t ) ______2 2 ( D e f a u l t ) TEMPERATURES Programable Thermostat: Y Ceiling Fans: Cooling [ ] Jan [ ] Feb [ ] Mar [ ] Apr [ ] May [X] Jul [X] Aug [X] Sep [ ] Oct [ ] Nov [ ] Dec [ ] Dec[X] Dec[X] Nov[X] Nov[ ] Oct[X] Oct[ ] Sep[ ] Sep[ ] Aug[ ] Aug[ ] Jul[ ] Jul[ ] Jun[ ] Jun[X] Jun[ ] May[ ] May[ ] Apr[X] Apr[X] Mar[X] Mar[X] Feb[ ] Feb[X] Jan[ ] JanHeatingVenting Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD)AMPM 7880 7880 7878 7878 7878 7878 7878 7878 8078 8078 8078 8078 Cooling (WEH)AMPM 7878 7878 7878 7878 7878 7878 7878 7878 7878 7878 7878 7878 Heating (WD)AMPM 6668 6668 6668 6668 6668 6868 6868 6868 6868 6868 6866 6866 Heating (WEH)AMPM 6668 6668 6668 6668 6668 6868 6868 6868 6868 6868 6866 6866 MASS Mass Type Area Thickness Furniture Fraction Space Default(8 lbs/sq.ft.0 ft² 0 ft 0.3 1st Floor Main Default(8 lbs/sq.ft.0 ft² 0 ft 0.3 Master Suite Default(8 lbs/sq.ft.0 ft² 0 ft 0.3 2nd Floor 8/16/2020 10:20 PM EnergyGauge® USA 6.0.02 (Rev. 1) - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 5 of 5 FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT ✓ ✓ 2017 EPL DISPLAY CARD ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 87 The lower the Energy Performance Index, the more efficient the home. 1. New home or, addition 1. __________ New (From Plans) 2. Single-family or multiple-family 2. __________ Single-family 3. No. of units (if multiple-family)3. __________ 1 4. Number of bedrooms 4. __________ 4 5. Is this a worst case? (yes/no)5. __________No 6. Conditioned floor area (sq. ft.)6. __________2899 7. Windows, type and area a) U-factor:(weighted average)7a._________0.328 b) Solar Heat Gain Coefficient (SHGC)7b._________0.280 c) Area 7c._________589.8 8. Skylights a) U-factor:(weighted average)8a._________NA b) Solar Heat Gain Coefficient (SHGC)8b._________NA 9. Floor type, insulation level: a) Slab-on-grade (R-value)9a._________0.0 b) Wood, raised (R-value)9b._________ c) Concrete, raised (R-value)9c._________ 10. Wall type and insulation: A. Exterior: 1. Wood frame (Insulation R-value)10A1.________19.0 2. Masonry (Insulation R-value)10A2.________ B. Adjacent: 1. Wood frame (Insulation R-value)10B1.________19.0 2. Masonry (Insulation R-value)10B2.________ 11. Ceiling type and insulation level a) Under attic 11a.________0.0 b) Single assembly 11b.________ c) Knee walls/skylight walls 11c.________19.0 d) Radiant barrier installed 11d.________No 12. Ducts, location & insulation level a) Supply ducts R_______6.0 b) Return ducts R_______6.0 c) AHU location varies 13. Cooling system: Capacity_______44.8 a) Split system SEER_______ b) Single package SEER_______ c) Ground/water source SEER/COP_______ d) Room unit/PTAC EER_______ e) Other __________varies 14. Heating system:Capacity_______45.2 a) Split system heat pump HSPF_______ b) Single package heat pump HSPF_______ c) Electric resistance COP_______ d) Gas furnace, natural gas AFUE_______ e) Gas furnace, LPG AFUE_______ f) Other varies 15. Water heating system a) Electric resistance EF_______ b) Gas fired, natural gas EF_______ c) Gas fired, LPG EF_______0.75 d) Solar system with tank EF_______ e) Dedicated heat pump with tank EF_____ f) Heat recovery unit HeatRec%_______ g) Other 16. HVAC credits claimed (Performance Method) a) Ceiling fans _________ b) Cross ventilation _________No c) Whole house fan _________No d) Multizone cooling credit _________ e) Multizone heating credit _________ f) Programmable thermostat _________Yes *Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. I certify that this home has complied with the Florida Building Code, Energy Conservation, through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL display card will be completed based on installed code compliant features. Builder Signature:_________________________________________Date:____________________________________ Address of New Home: ____________________________________City/FL Zip: ________________________________349 10th St Atlantic Beach, FL 8/16/2020 10:20:36 PM EnergyGauge® USA 6.0.04 (Rev. 1) - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1 Mandatory Requirements for Residential Performance, Prescriptive and ERI Methods Florida Building Code, Energy Conservation, 6th Edition (2017) ADDRESS: 349 10th St Atlantic Beach , FL , Permit Number: The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law (Section 553.9085, Florida Statutes) requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate code compliance for the building. A copy of the EPL display card can be found in Appendix RD. MANDATORY REQUIREMENTS - See individual code sections for full details. R402.4 Air leakage (Mandatory). During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures. 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures. 3. Interior doors, if installed at the time of the test, shall be open. 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed. 5. Heating and cooling systems, if installed at the time of the test, shall be turned off. 6. Supply and return registers, if installed at the time of the test, shall be fully open. Windows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 L/s/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 L/s/m2), when tested according to NFRC 400 or AAMA/ WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Testing is not required for additions, alterations, renovations, or repairs, of the building thermal envelope of existing buildings in which the new construction is less than 85 percent of the building thermal envelope. The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.4.1 through R402.4.5. R401.3 Energy Performance Level (EPL) display card (Mandatory). 8/16/2020 10:20 PM EnergyGauge® USA 6.0.02 (Rev. 1) - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 5 R402.4.3 Fenestration air leakage. R402.4.1.1 Installation. Exception: Site-built windows, skylights and doors. R402.4.2 Fireplaces. New wood-burning fireplaces shall have tight-fitting flue dampers or doors, and outdoor combustion air. Where using tight-fitting doors on factory-built fireplaces listed and labeled in accordance with UL 127, the doors shall be tested and listed for the fireplace. Where using tight-fitting doors on masonry fireplaces, the doors shall be listed and labeled in accordance with UL 907. Exception: R402.4.1.2 Testing. R402.4.1 Building thermal envelope. The building or dwelling unit shall be tested and verified as having an air leakage rate not exceeding seven air changes per hour in Climate Zones 1 and 2, and three air changes per hour in Climate Zones 3 through 8. Testing shall be conducted in accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g. (50 pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or (i) or an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer’s instructions and the criteria listed in Table R402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. Exception: Dwelling units of R-2 Occupancies and multiple attached single family dwellings shall be permitted to comply with Section C402.5. SECTION R401 GENERAL✓ □ □ □ □ □ □ □ MANDATORY REQUIREMENTS - (Continued) Building framing cavities shall not be used as ducts or plenums. Mechanical system piping capable of carrying fluids above 105°F (41°C) or below 55°F (13°C) shall be insulated to a minimum of R-3. R403.4.1 Protection of piping insulation. Heated water circulation systems shall be in accordance with Section R403.5.1.1. Heat trace temperature maintenance systems shall be in accordance with Section R403.5.1.2. Automatic controls, temperature sensors and pumps shall be accessible. Manual controls shall be readily accessible. 8/16/2020 10:20 PM EnergyGauge® USA 6.0.02 (Rev. 1) - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 2 of 5 R403.3.5 Building cavities (Mandatory). R403.4 Mechanical system piping insulation (Mandatory). R403.5.1 Heated water circulation and temperature maintenance systems (Mandatory). SECTION R403 SYSTEMS R402.4.5 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC-rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 L/s) when tested in accordance with ASTM E283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. R402.4.4 Rooms containing fuel-burning appliances. In Climate Zones 3 through 8, where open combustion air ducts provide combustion air to open combustion fuel burning appliances, the appliances and combustion air opening shall be located outside the building thermal envelope or enclosed in a room, isolated from inside the thermal envelope. Such rooms shall be sealed and insulated in accordance with the envelope requirements of Table R402.1.2, where the walls, floors and ceilings shall meet not less than the basement wall R-value requirement. The door into the room shall be fully gasketed and any water lines and ducts in the room insulated in accordance with Section R403. The combustion air duct shall be insulated where it passes through conditioned space to a minimum of R-8. Exceptions: Direct vent appliances with both intake and exhaust pipes installed continuous to the outside. Fireplaces and stoves complying with Section R402.4.2 and Section R1006 of the Florida Building Code, Residential. R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric-resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. R403.3.2 Sealing (Mandatory) All ducts, air handlers, filter boxes and building cavities that 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 C403.2.9.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria below. Duct tightness shall be verified by testing in accordance with ANSI/RESNET/ICC 380 by either individuals as defined in Section 553.993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or (i), Florida Statutes, to be “substantially leak free” in accordance with Section R403.3.3. Postconstruction test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the entire system, including the manufacturer’s air handler enclosure. Registers shall be taped or otherwise sealed during the test. Rough-in test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the system, including the manufacturer’s air handler enclosure if installed at the time of the test. All registers shall be taped or otherwise sealed during the test. 2. 1. Exceptions: A duct air leakage test shall not be required where the ducts and air handlers are located entirely within the building thermal envelope. Duct testing is not mandatory for buildings complying by Section 405 of this code.2. 1. R403.1 Controls. R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. R403.3.2.1 Sealed air handler. Air handlers shall have a manufacturer’s designation for an air leakage of no more than 2 percent of the design airflow rate when tested in accordance with ASHRAE 193. R403.3.3 Duct testing (Mandatory). Ducts shall be pressure tested to determine air leakage by one of the following methods: A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Piping insulation exposed to weather shall be protected from damage, including that caused by sunlight, moisture, equipment maintenance and wind, and shall provide shielding from solar radiation that can cause degradation of the material. Adhesive tape shall not be permitted. 1. 2. R403.5.1.1 Circulation systems. R403.5.1.2 Heat trace systems. Heated water circulation systems shall be provided with a circulation pump. The system return pipe shall be a dedicated return pipe or a cold water supply pipe. Gravity and thermosiphon circulation systems shall be prohibited. Controls for circulating hot water system pumps shall start the pump based on the identification of a demand for hot water within the occupancy. The controls shall automatically turn off the pump when the water in the circulation loop is at the desired temperature and when there is no demand for hot water. Electric heat trace systems shall comply with IEEE 515.1 or UL 515. Controls for such systems shall automatically adjust the energy input to the heat tracing to maintain the desired water temperature in the piping in accordance with the times when heated water is used in the occupancy. □ □ □ □ □ □ □ □ □ □ □ □ □ MANDATORY REQUIREMENTS - (Continued) 8/16/2020 10:20 PM EnergyGauge® USA 6.0.02 (Rev. 1) - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 3 of 5 R403.5.5 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3 ½ inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. R403.5.6 Water heater efficiencies (Mandatory). R403.5.6.1.1 Automatic controls. Service water-heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100°F to 140°F (38°C to 60°C). R403.5.6.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water-heating systems to be turned off. R403.5.6.2 Water-heating equipment. Water-heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water-heating category. Solar water heaters shall meet the criteria of Section R403.5.6.2.1. R403.5.6.2.1 Solar water-heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol. Collectors in installed solar water-heating systems should meet the following criteria: Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and Be installed at an orientation within 45 degrees of true south. 1. 2. R403.6 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential, or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation including: Natural, Infiltration or Mechanical means. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.7 Heating and cooling equipment (Mandatory). R403.7.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This Code does not allow designer safety factors, provisions for future expansion or other factors that affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. New or replacement heating and cooling equipment shall have an efficiency rating equal to or greater than the minimum required by federal law for the geographic location where the equipment is installed. When installed to function as a whole-house mechanical ventilation system, fans shall meet the efficacy requirements of Table R403.6.1. R403.6.1 Whole-house mechanical ventilation system fan efficacy. E x c e p t i o n : R403.6.2 Ventilation air. Residential buildings designed to be operated at a positive indoor pressure or for mechanical ventilation shall meet the following criteria: Where whole-house mechanical ventilation fans are integral to tested and listed HVAC equipment, they shall be powered by an electronically commutated motor. The design air change per hour minimums for residential buildings in ASHRAE 62.2, Ventilation for Acceptable Indoor Air Quality, shall be the maximum rates allowed for residential applications. No ventilation or air-conditioning system make-up air shall be provided to conditioned space from attics, crawlspaces, attached enclosed garages or outdoor spaces adjacent to swimming pools or spas. If ventilation air is drawn from enclosed space(s), then the walls of the space(s) from which air is drawn shall be insulated to a minimum of R-11 and the ceiling shall be insulated to a minimum of R-19, space permitting, or R-10 otherwise. 1. 2. 3. TABLE R403.6.1 WHOLE-HOUSE MECHANICAL VENTILATION SYSTEM FAN EFFICACY For SI: 1 cfm = 28.3 L/min.a. When tested in accordance with HVI Standard 916 Range hoods In-line fan Bathroom, utility room Bathroom, utility room FAN LOCATION AIRFLOW RATE MINIMUM MINIMUM EFFICACY AIRFLOW RATE MAXIMUM (CFM)(CFM/WATT) a Any Any 10 90 2.8 cfm/watt 2.8 cfm/watt 1.4 cfm/watt 2.8 cfm/watt Any Any <90 Any (CFM) □ □ □ □ □ □ □ □ □ MANDATORY REQUIREMENTS - (Continued) R403.10 Pools and permanent spa energy consumption (Mandatory). The energy consumption of pools and permanent spas shall be in accordance with Sections R403.10.1 through R403.10.5. R403.10.1 Heaters. The electric power to heaters shall be controlled by a readily accessible on-off switch that is an integral part of the heater mounted on the exterior of the heater, or external to and within 3 feet (914 mm) of the heater. Operation of such switch shall not change the setting of the heater thermostat. Such switches shall be in addition to a circuit breaker for the power to the heater. Gas-fired heaters shall not be equipped with continuously burning ignition pilots. R403.10.4 Gas- and oil-fired pool and spa heaters. All gas- and oil-fired pool and spa heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013, when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural or LP gas shall not have continuously burning pilot lights. Time switches or other control methods that can automatically turn off and on according to a preset schedule shall be installed for heaters and pump motors. Heaters and pump motors that have built-in time switches shall be in compliance with this section. Exceptions: Where public health standards require 24-hour pump operation. R403.10.2 Time switches. Pumps that operate solar- and waste-heat-recovery pool heating systems. Where pumps are powered exclusively from on-site renewable generation.3. 2. 1. R403.10.3 Covers. Outdoor heated swimming pools and outdoor permanent spas shall be equipped with a vapor-retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Where more than 70 percent of the energy for heating, computed over an operation season, is from site-recovered energy, such as from a heat pump or solar energy source, covers or other vapor-retardant means shall not be required. 8/16/2020 10:20 PM EnergyGauge® USA 6.0.02 (Rev. 1) - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 4 of 5 R403.8 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the IECC—Commercial Provisions in lieu of Section R403. R403.9 Snow melt and ice system controls (Mandatory) Snow- and ice-melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 50°F (10°C), and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F (4.8°C). R403.7.1.2 Heating equipment capacity. R403.7.1.2.1 Heat pumps. Heat pump sizing shall be based on the cooling requirements as calculated according to Section R403.7.1.1, and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load even if the design heating load is 1.15 times greater than the design cooling load. R403.7.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.7.1. R403.7.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.7.1. R403.7.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. R403.7.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.7, or the closest available size provided by the manufacturer’s product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. Design values for entering wet-bulb and dry-bulb temperatures shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. 2. Attached single- and multiple-family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. When signed and sealed by a Florida-registered engineer, in attached single- and multiple-family units, the capacity of equipment may be sized in accordance with good design practice. The published value for AHRI total capacity is a nominal, rating-test value and shall not be used for equipment sizing. Manufacturer’s expanded performance data shall be used to select cooling-only equipment. This selection shall be based on the outdoor design dry-bulb temperature for the load calculation (or entering water temperature for water-source equipment), the blower CFM provided by the expanded performance data, the design value for entering wet-bulb temperature and the design value for entering dry-bulb temperature. □ □ □ □ □ □ □ □ □ □ □ □ R404.1 Lighting equipment (Mandatory). Not less than 75 percent of the lamps in permanently installed lighting fixtures shall be high-efficacy lamps or not less than 75 percent of the permanently installed lighting fixtures shall contain only high-efficacy lamps. Exception: R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights. Low-voltage lighting. SECTION R404 R403.10.5 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions-Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. R403.11 Portable spas (Mandatory). The energy consumption of electric-powered portable spas shall be controlled by the requirements of APSP-14. ELECTRICAL POWER AND LIGHTING SYSTEMS Page 5 of 58/16/2020 10:20 PM EnergyGauge® USA 6.0.02 (Rev. 1) - FlaRes2017 FBC 6th Edition (2017) Compliant Software □ □ □ Project Name: Owner: Builder Name: Permit Office: Jurisdiction: 261100 Atlantic Beach Chesapeake Custom BuildersHalton Residence Street: City, State, Zip: Atlantic Beach , FL , 349 10th St Permit Number: Design Location: FL, MAYPORT_NS C H E C K AIR BARRIER CRITERIA A continuous air barrier shall be installed in the building envelope. The exterior thermal envelope contains a continuous air barrier. Breaks or joints in the air barrier shall be sealed. The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. The junction of the foundation and sill plate shall be sealed. The junction of the top plate and the top of exterior walls shall be sealed. Knee walls shall be sealed. The space between window/door jambs and framing, and skylights and framing shall be sealed. Rim joists shall include the air barrier. The air barrier shall be installed at any exposed edge of insulation. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Duct shafts, utility penetrations, and flue shafts opening to exterior or unconditioned space shall be sealed. Narrow cavities Shafts, penetrations Crawl space walls Floors (including above-garage and cantilevered floors) Rim joists Windows, skylights Walls Ceiling/attic General COMPONENT Garage separation Recessed lighting Plumbing and wiring S h o w e r / t u b HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub-floor or drywall. The air barrier shall be installed behind electrical or communication boxes or air-sealed boxes shall be installed. The air barrier installed at exterior walls adjacent to showers and tubs shall separate them from the showers and tubs. Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Recessed light fixtures installed in the building thermal envelope shall be sealed to the drywall. Air sealing shall be provided between the garage and conditioned spaces. When required to be sealed, concealed fire sprinklers shall only be sealed in a manner that is recommended by the manufacturer. Caulking or other adhesive sealants shall not be used to fill voids between fire sprinkler cover plates and walls or ceilings. C o n c e a l e d Electrical/phone box on exterior walls Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA INSULATION INSTALLATION CRITERIA EnergyGauge® USA 6.0.02 (Rev. 1) - FlaRes2017 FBC 6th Edition (2017) Compliant Software8/16/2020 10:20 PM Page 1 of 1 Air-permeable insulation shall not be used as a sealing material. The insulation in any dropped ceiling/soffit shall be aligned with the air barrier. Cavities within corners and headers of frame walls shall be insulated by completely filling the cavity with a material having a thermal resistance of R-3 per inch minimum. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Rim joists shall be insulated. Floor framing cavity insulation shall be installed to maintain permanent contact with the underside of subfloor decking, or floor framing cavity insulation shall be permitted to be in contact with the top side of sheathing, or continuous insulation installed on the underside of floor framing and extends from the bottom to the top of all perimeter floor framing members. and doors on exterior wall requirements Recessed light fixtures installed in the building thermal envelope shall be air tight and IC rated. sprinklers Where provided instead of floor insulation, insulation shall be permanently attached to the crawlspace Exterior walls adjacent to showers and tubs shall be insulated. 2017 - AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA a. In addition, inspection of log walls shall be in accordance with the provisions of ICC-400. Envelope Leakage Test Report (Blower Door Test) Residential Prescriptive, Performance or ERI Method Compliance 2017 Florida Building Code, Energy Conservation, 6th Edition Jurisdiction: 261100 Permit #: Job Information Builder: Chesapeake Custom Builders Community:Lot: NA Address: 349 10th St City: Atlantic Beach State: FL Zip: Air Leakage Test Results Passing results must meet either the Performance, Prescriptive, or ERI Method PRESCRIPTIVE METHOD-The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour at a pressure of 0.2 inch w.g. (50 Pascals) in Climate Zones 1 and 2. PERFORMANCE or ERI METHOD-The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding the selected ACH(50) value, as shown on Form R405-2017 (Performance) or R406-2017 (ERI), section labeled as infiltration, sub-section ACH50. ACH(50) specified on Form R405-2017-Energy Calc (Performance) or R406-2017 (ERI): 7.000 _________ x 60 ÷ ______________ = ____________30854 CFM(50) Building Volume ACH(50) PASS When ACH(50) is less than 3, Mechanical Ventilation installation must be verified by building department. Method for calculating building volume:_____________________________ Retrieved from architectural plans Code software calculated Field measured and calculated R402.4.1.2 Testing. Testing shall be conducted in accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g. (50 Pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statues.or individuals licensed as set forth in Section 489.105(3)(f), (g), or (i) or an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to thecode official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures. 2. Dampers including exhaust, intake, makeup air, back draft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures. 3. Interior doors, if installed at the time of the test, shall be open. 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed. 5. Heating and cooling systems, if installed at the time of the test, shall be turned off. 6. Supply and return registers, if installed at the time of the test, shall be fully open. Testing Company Company Name: ______________________________________ Phone: ________________________ I hereby verify that the above Air Leakage results are in accordance with the 2017 6th Edition Florida Building Code Energy Conservation requirements according to the compliance method selected above. Signature of Tester: ____________________________________ Date of Test: ______________________ Printed Name of Tester: _________________________________ License/Certification #: _____________________________ Issuing Authority: _________________________ 8/16/2020 10:20:39 PM EnergyGauge® USA 6.0.04 (Rev. 1) - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1 I I 0 lo I I I □ 0 • □ 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2020-Aug-16 22:24:28Right-Suite® Universal 2019 19.0.17 RSU17457 Page 1...ntial Manual J\Halton, 349 10th St, Atl Bch.rup Calc = MJ8 Front Door faces: S Job:Project Summary 8/7/2020Date: 1st Floor M. EllisBy: Energy Design Systems, Inc., 11727 Brady Rd, Jacksonville, FL 32223 Phone: 904-268-3670 Fax: 904-268-3670 Email: eds.jax@gmail.com Project Information Halton ResidenceFor:349 10th St, Atlantic Beach, FL Notes: Design Information Mayport Ns, FL, USWeather: Winter Design Conditions Summer Design Conditions Outside db °F38 Outside db °F94Inside db °F68 Inside db °F75Design TD °F30 Design TD °F19Daily range LRelative humidity %50Moisture difference gr/lb50 Heating Summary Sensible Cooling Equipment Load Sizing Structure Btuh21841 Structure Btuh19535DuctsBtuh4698DuctsBtuh3373Central vent (0 cfm)Btuh0 Central vent (0 cfm)Btuh0(none)(none)Humidification Btuh0 Blower Btuh0PipingBtuh0Equipment load Btuh26539 Use manufacturer's data yRate/swing multiplier 1.00 Infiltration Equipment sensible load Btuh22907 Method Latent Cooling Equipment Load SizingSimplifiedConstruction quality Average1 (Average)Fireplaces Structure Btuh2589DuctsBtuh1841Central vent (0 cfm)Btuh0 CoolingHeating (none)19731973Area (ft²)Equipment latent load Btuh44301992719927Volume (ft³)Air changes/hour 0.160.35 Equipment Total Load (Sen+Lat)Btuh27337Equiv. AVF (cfm)52117 Req. total capacity at 0.75 SHR ton2.5 Heating Equipment Summary Cooling Equipment Summary Make Amana Make AmanaTrade AMANA Trade AMANAModel ASZ140301K Cond ASZ140301KAHRI ref 202542852 Coil AVPTC37B14BAHRI ref 202542852Efficiency8.3 HSPF Efficiency 12.0 EER, 14.5 SEERHeating input Sensible cooling Btuh19320Heating output Btuh @ 47°F28000 Latent cooling Btuh8280Temperature rise °F28 Total cooling Btuh27600Actual air flow cfm920 Actual air flow cfm920Air flow factor cfm/Btuh0.035 Air flow factor cfm/Btuh0.040Static pressure in H2O0 Static pressure in H2O0Space thermostat Load sensible heat ratio 0.84Capacity balance point = 37 °F Backup:Input = 9 kW, Output = 29491 Btuh, 100 AFUE -Ff.-wrightsoft® Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2020-Aug-16 22:24:28Right-Suite® Universal 2019 19.0.17 RSU17457 Page 2...ntial Manual J\Halton, 349 10th St, Atl Bch.rup Calc = MJ8 Front Door faces: S Job:Project Summary 8/7/2020Date: 2nd Floor M. EllisBy: Energy Design Systems, Inc., 11727 Brady Rd, Jacksonville, FL 32223 Phone: 904-268-3670 Fax: 904-268-3670 Email: eds.jax@gmail.com Project Information Halton ResidenceFor:349 10th St, Atlantic Beach, FL Notes: Design Information Mayport Ns, FL, USWeather: Winter Design Conditions Summer Design Conditions Outside db °F38 Outside db °F94Inside db °F68 Inside db °F75Design TD °F30 Design TD °F19Daily range LRelative humidity %50Moisture difference gr/lb50 Heating Summary Sensible Cooling Equipment Load Sizing Structure Btuh7896 Structure Btuh9955DuctsBtuh2066DuctsBtuh1468Central vent (0 cfm)Btuh0 Central vent (0 cfm)Btuh0(none)(none)Humidification Btuh0 Blower Btuh2048PipingBtuh0Equipment load Btuh9962 Use manufacturer's data yRate/swing multiplier 1.00 Infiltration Equipment sensible load Btuh13471 Method Latent Cooling Equipment Load SizingSimplifiedConstruction quality Average1 (Average)Fireplaces Structure Btuh1423DuctsBtuh704Central vent (0 cfm)Btuh0 CoolingHeating (none)926926Area (ft²)Equipment latent load Btuh21271092710927Volume (ft³)Air changes/hour 0.160.37 Equipment Total Load (Sen+Lat)Btuh15597Equiv. AVF (cfm)3067 Req. total capacity at 0.80 SHR ton1.4 Heating Equipment Summary Cooling Equipment Summary Make Amana Make AmanaTrade AMANA Trade AMANAModel ASZ140181K Cond ASZ140181KAHRI ref 202542847 Coil AVPTC29B14BAHRI ref 202542847Efficiency8.5 HSPF Efficiency 12.5 EER, 15 SEERHeating input Sensible cooling Btuh12040Heating output Btuh @ 47°F17200 Latent cooling Btuh5160Temperature rise °F27 Total cooling Btuh17200Actual air flow cfm573 Actual air flow cfm573Air flow factor cfm/Btuh0.058 Air flow factor cfm/Btuh0.050Static pressure in H2O0 Static pressure in H2O0Space thermostat Load sensible heat ratio 0.86Capacity balance point = 26 °F Backup:Input = 10 kW, Output = 35827 Btuh, 100 AFUE -Ff.-wrightsoft® Job #: Performed for: Halton Residence 349 10th St Atlantic Beach, FL Exclusively for the use of: Emergency Heating & Air Scale: 1 : 96 Page 1 Right-Suite® Universal 2019 19.0.17 RSU17457 2020-Aug-16 22:27:08 ...Halton, 349 10th St, Atl Bch .r up N 1st Floor Laundry Powder Dining Hall 1 Kitchen Living Hall 2 Master Bath Toilet Bed 4Master Bed WIC 223 cfm 63 cfm 12 x 12 12 x 12 12 x 12 7 "9 " 1200 cfm 136 cfm 125 cfm125 cfm 35 cfm 80 cfm 6 " 6 "6 " 4 " 5 " 6 " 12 " 71 cfm 66 cfm 66 cfm 6 " 6 " 6 " 6 " 32 cfm 40 cfm 88 cfm 4 " 5 " 5 " 14 " 71 cfm 6 " Job #: Performed for: Halton Residence349 10th St Atlantic Beach, FL Exclusively for the use of:Emergency Heating & Air Scale: 1 : 96 Page 2 Right-Suite® Universal 2019 19.0.17 RSU17457 2020-Aug-16 22:27:08 ...Halton, 349 10th St, Atl Bch .r up N 2nd Floor Bed 2 WIC 2 Bath 2 Bed 3 WIC 3 Bath 3 Hall 4 170 cfm 122 cfm 141 cfm 190 cfm 29 cfm 44 cfm 5 " 4 " 7 "4 " 7 " 7 " 112 cfm5 " 800 cfm 12 x 12 12 x 12 9 " 12 " 12 x 12 9 " Bold/italic values have been manually overridden 2020-Aug-16 22:26:49 Right-Suite® Universal 2019 19.0.17 RSU17457 Page 1 ...ntial Manual D\Halton, 349 10th St, Atl Bch.rup Calc = MJ8 Front Door faces: S Job:Duct System Summary Date: 1st Floor By: Exclusively for the use of:, Emergency Heating & Air Project Information Halton ResidenceFor: 349 10th St, Atlantic Beach, FL CoolingHeating External static pressure in H2O0.30in H2O0.30 Pressure losses in H2O0in H2O0 Available static pressure in H2O0.30in H2O0.30 Supply / return available pressure 0.150 / 0.150 in H2O in H2O0.150 / 0.150 Lowest friction rate in/100ft0.236in/100ft0.236 Actual air flow cfm1200cfm1200 Total effective length (TEL)ft127 Supply Branch Detail Table Design Htg Clg Design Diam H x W Duct Actual Ftg.Eqv Name (Btuh)(cfm) (cfm)FR (in)(in)Matl Ln (ft)Ln (ft) Trunk st290.019.8VlFx0x06.00.2731361333971cBed 4-A st190.033.5VlFx0x06.00.2432232186503cDining-A st190.031.0VlFx0x05.00.2483229923cHall 1 st190.024.7VlFx0x06.00.26264661843hKitchen st190.025.5VlFx0x06.00.26064661843hKitchen-A st190.037.4VlFx0x05.00.23688872566cLaundry st190.025.0VlFx0x06.00.26165711974hLiving st190.024.1VlFx0x06.00.26365711974hLiving-A st290.017.8VlFx0x06.00.27878802239hMaster Bath st290.026.3VlFx0x06.00.2581251223642cMaster Bed st290.016.7VlFx0x06.00.2811251223642cMaster Bed-A st190.036.3VlFx0x04.00.23840401168cPowder st290.024.4VlFx0x04.00.2623435985hToilet st290.016.1VlFx0x05.00.28363601828cWIC Supply Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm)(cfm)FR (fpm)(in)(in)Material Trunk st1 Peak AVF 647 640 0.236 606 14.0 0x0 VinlFlx st2 Peak AVF 553 560 0.258 713 12.0 0x0 VinlFlx -Ff.-wrightsoft® I I I I I I I I I 2020-Aug-16 22:26:49 Right-Suite® Universal 2019 19.0.17 RSU17457 Page 2 ...ntial Manual D\Halton, 349 10th St, Atl Bch.rup Calc = MJ8 Front Door faces: S Return Branch Detail Table Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size (in) (cfm)(cfm)(ft)FR (fpm)(in)(in)Opening (in) Matl Trunk rb2 0x 12000 1200 0 0 0 0 x0 0 VlFx ~ -+-vvrightsoft® RP\ AMiTek•/Be,kshi,e Hathaway Company Bold/italic values have been manually overridden 2020-Aug-16 22:26:49 Right-Suite® Universal 2019 19.0.17 RSU17457 Page 3 ...ntial Manual D\Halton, 349 10th St, Atl Bch.rup Calc = MJ8 Front Door faces: S Job:Duct System Summary Date: 2nd Floor By: Exclusively for the use of:, Emergency Heating & Air Project Information Halton ResidenceFor: 349 10th St, Atlantic Beach, FL CoolingHeating External static pressure in H2O0.30in H2O0.30 Pressure losses in H2O0in H2O0 Available static pressure in H2O0.30in H2O0.30 Supply / return available pressure 0.150 / 0.150 in H2O in H2O0.150 / 0.150 Lowest friction rate in/100ft0.257in/100ft0.257 Actual air flow cfm800cfm800 Total effective length (TEL)ft117 Supply Branch Detail Table Design Htg Clg Design Diam H x W Duct Actual Ftg.Eqv Name (Btuh)(cfm) (cfm)FR (in)(in)Matl Ln (ft)Ln (ft) Trunk st390.019.3VlFx0x05.00.2741081122634hBath 2 st390.025.6VlFx0x05.00.2591201222872hBath 3 st390.022.9VlFx0x07.00.2661901854830cBed 2-A st390.021.0VlFx0x07.00.2701411393585cBed 3 st390.026.4VlFx0x07.00.2581691704025hHall 4-A st390.020.4VlFx0x04.00.27244441120cWIC 2 st390.026.8VlFx0x04.00.2572928727cWIC 3 Supply Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm)(cfm)FR (fpm)(in)(in)Material Trunk st3 Peak AVF 800 800 0.257 1019 12.0 0x0 VinlFlx Return Branch Detail Table Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size (in) (cfm)(cfm)(ft)FR (fpm)(in)(in)Opening (in) Matl Trunk rb1 0x 8000 800 0 0 0 0 x0 0 VlFx -Ff.-wrightsoft® I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I II II II II II II II I I I I I I . . . . . I I I I I I FORM R405-2017 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2017 Florida Building Code, Energy Conservation via the residential Simulated Performance Method shall include: This checklist A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, e-ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst-case orientation, name and version of the compliance software tool, name of individual completing the compliance report (one page) and an input summary checklist that can be used for field verification (usually four pages/may be greater). Energy Performance Level (EPL) Display Card (one page) HVAC system sizing and selection based on ACCA Manual S or per exceptions provided in Section R403.7 Mandatory Requirements (five pages) Required prior to CO for the Performance Method: Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) A completed Envelope Leakage Test Report (usually one page) If Form R405 duct leakage type indicates anything other than "default leakage", then a completed Form R405 Duct Leakage Test Report (usually one page) . 8/16/2020 10:20:30 PM EnergyGauge® USA 6.0.04 (Rev. 1) - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1 PPI20-0004 □ □ □ □ □ □ □ □ PROJECT Title: Owner Name: # of Units: Builder Name: Permit Office: Jurisdiction: 261100 Atlantic Beach Chesapeake Custom Builders 1 Halton Residence Family Type: New/Existing: Bedrooms: Conditioned Area: Total Stories: Worst Case: Rotate Angle: 0 No 2 2899 4 New (From Plans) Single-family Address Type: Lot # Block/Subdivision: PlatBook: Street: County: City, State, Zip: FL , Atlantic Beach , Duval 349 10th St Street Address Comment: Building Type: User Cross Ventilation: Whole House Fan: TMY Site Design Temp Int Design Temp Heating Design Daily Temp Design Location 2.5 %97.5 %Degree Days Moisture RangeWinter Summer CLIMATE 90 70 75 1037 61 Medium39FL_MAYPORT_NSFL, MAYPORT_NS______ Number Name Area Volume BLOCKS 1 Block1 1973 19927.3 2 Block2 926 10926.8 Number Name Area Volume SPACES Kitchen Occupants Bedrooms Cooled HeatedInfil ID Finished 1 1st Floor 1973 19927.3 Yes 3 2 Yes Yes1 Yes 2 2nd Floor 926 10926.8 No 2 2 Yes Yes1 Yes # Floor Type Area Tile Wood Carpet FLOORS Perimeter R-Value Joist R-ValueSpace Perimeter 1 1973 ft² 0.3 0.7 0______ Slab-On-Grade Edge Insulatio - - - -0244 ft 1st Floor 2 926 ft² 0.2 0.8 0______ Floor Over Other Space 0 - - - - - - - -2nd Floor # Type Materials Color Absor. Roof Solar Deck Insul. Pitch ROOF Tested Roof Area Gable Area Emitt Tested EmittSA (deg) Rad Barr 1 Hip Metal 2137 ft² Unfinishe 0.6 22.8 22.6______No0 ft² 0.3 NoN ATTIC # Type Ventilation Area RBS IRCCVent Ratio (1 in) ______ 1 Full attic Unvented 1973 ft² N N0 8/16/2020 10:20 PM EnergyGauge® USA 6.0.02 (Rev. 1) - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 2 of 5 FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT ✓ ✓ ✓ ✓ # Ceiling Type R-Value Area Framing Frac Truss Type CEILING Space Ins Type 1 Under Attic (Unvented)0 1047 ft² 0.11 Wood______1st Floor Blown 2 Under Attic (Unvented)0 926 ft² 0.11 Wood______2nd Floor Blown 3 Knee Wall (Unvented)19 137 ft² 0.11 Wood______2nd Floor Blown WALLS #Wall Type R-Value AreaAdjacent Framing SolarOrntFraction Absor. HeightWidth Ft In Ft InToCavity SheathingR-ValueSpace Grade%Below 1 19 01st Floor 19.5 10.1SFrame - Wood 0.1700000.05Exterior197.0 ft² ____ 2 19 01st Floor 15 10.1SFrame - Wood 0.1700000.05Garage151.5 ft² ____ 3 19 01st Floor 1.5 10.1EFrame - Wood 0.1700000.05Garage15.2 ft² ____ 4 19 01st Floor 1.5 10.1WFrame - Wood 0.1700000.05Garage15.2 ft² ____ 5 19 01st Floor 71.7 10.1EFrame - Wood 0.1700000.05Exterior724.2 ft² ____ 6 19 01st Floor 48.8 10.1NFrame - Wood 0.1700000.05Exterior492.9 ft² ____ 7 19 01st Floor 71.7 10.1WFrame - Wood 0.1700000.05Exterior724.2 ft² ____ 8 19 01st Floor 14.3 10.1SFrame - Wood 0.1700000.05Exterior144.4 ft² ____ 9 19 02nd Floor 19.5 11.8SFrame - Wood 0.1700000.05Exterior230.1 ft² ____ 10 19 02nd Floor 30.4 11.8EFrame - Wood 0.1700000.05Exterior358.7 ft² ____ 11 19 02nd Floor 34.5 11.8NFrame - Wood 0.1700000.05Exterior407.1 ft² ____ 12 19 02nd Floor 34.9 11.8WFrame - Wood 0.1700000.05Exterior411.8 ft² ____ #Door Type U-Value AreaStorms DOORS Ornt Space Width Ft In Ft In Height 1 Wood .46 28 ft² None______S 1st Floor 83.5 2 Wood .46 24 ft² None______S 1st Floor 83 # Ornt Panes NFRC U-Factor SHGC Area Depth Separation Int ShadeFrame Screening WINDOWS Overhang Orientation shown is the entered, Proposed orientation. Wall ID Imp 1 S Low-E Single 0.33 0.28 36.0 ft² 12 ft 0 in 1 ft 0 in NoneVinyl None______Yes1 N 2 E Low-E Single 0.33 0.28 10.0 ft² 2 ft 0 in 13.7 ft 0 i NoneVinyl None______Yes5 N 3 E Low-E Single 0.33 0.28 13.5 ft² 2 ft 0 in 12.9 ft 0 i NoneVinyl None______Yes5 N 4 E Low-E Single 0.33 0.28 12.0 ft² 2 ft 0 in 2 ft 0 in NoneVinyl None______Yes5 N 5 E Low-E Single 0.33 0.28 4.0 ft² 2 ft 0 in 2 ft 0 in NoneVinyl None______Yes5 N 6 N Low-E Single 0.33 0.28 24.0 ft² 2 ft 0 in 2 ft 0 in NoneVinyl None______Yes6 N 7 N Low-E Single 0.3 0.28 40.0 ft² 2 ft 0 in 2 ft 0 in NoneVinyl None______Yes6 N 8 N Low-E Single 0.33 0.28 18.0 ft² 2 ft 0 in 2 ft 0 in NoneVinyl None______Yes6 N 9 W Low-E Single 0.33 0.28 36.0 ft² 2 ft 0 in 2 ft 0 in NoneVinyl None______Yes7 N 10 W Low-E Single 0.33 0.28 10.0 ft² 2 ft 0 in 2 ft 0 in NoneVinyl None______Yes7 N 11 S Low-E Single 0.33 0.28 24.0 ft² 2 ft 0 in 2 ft 0 in NoneVinyl None______Yes8 N 12 S Low-E Single 0.33 0.28 36.0 ft² 2 ft 0 in 2 ft 0 in NoneVinyl None______Yes8 N 13 W Low-E Single 0.33 0.28 24.0 ft² 2 ft 0 in 2 ft 0 in NoneVinyl None______Yes7 N 14 W Low-E Single 0.33 0.28 10.0 ft² 2 ft 0 in 2 ft 0 in NoneVinyl None______Yes7 N 15 N Low-E Single 0.33 0.28 24.0 ft² 2 ft 0 in 2 ft 0 in NoneVinyl None______Yes6 N 8/16/2020 10:20 PM EnergyGauge® USA 6.0.02 (Rev. 1) - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 3 of 5 FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT ✓ ✓ ✓ ✓ # Ornt Panes NFRC U-Factor SHGC Area Depth Separation Int ShadeFrame Screening WINDOWS Overhang Orientation shown is the entered, Proposed orientation. Wall ID Imp 16 N Low-E Single 0.33 0.28 48.0 ft² 2 ft 0 in 2 ft 0 in NoneVinyl None______Yes6 N 17 W Low-E Single 0.33 0.28 6.0 ft² 2 ft 0 in 2 ft 0 in NoneVinyl None______Yes7 N 18 W Low-E Single 0.33 0.28 2.3 ft² 2 ft 0 in 2 ft 0 in NoneVinyl None______Yes7 N 19 S Low-E Single 0.33 0.28 30.0 ft² 2 ft 0 in 2 ft 0 in NoneVinyl None______Yes9 N 20 S Low-E Single 0.33 0.28 4.0 ft² 2 ft 0 in 2 ft 0 in NoneVinyl None______Yes9 N 21 E Low-E Single 0.33 0.28 4.0 ft² 2 ft 0 in 2 ft 0 in NoneVinyl None______Yes10 N 22 E Low-E Single 0.33 0.28 30.0 ft² 2 ft 0 in 2 ft 0 in NoneVinyl None______Yes10 N 23 E Low-E Single 0.33 0.28 10.0 ft² 2 ft 0 in 2 ft 0 in NoneVinyl None______Yes10 N 24 N Low-E Single 0.33 0.28 10.0 ft² 2 ft 0 in 2 ft 0 in NoneVinyl None______Yes11 N 25 N Low-E Single 0.33 0.28 12.0 ft² 2 ft 0 in 2 ft 0 in NoneVinyl None______Yes11 N 26 W Low-E Single 0.33 0.28 6.0 ft² 2 ft 0 in 2 ft 0 in NoneVinyl None______Yes12 N 27 W Low-E Single 0.33 0.28 4.0 ft² 2 ft 0 in 2 ft 0 in NoneVinyl None______Yes12 N 28 W Low-E Single 0.33 0.28 30.0 ft² 2 ft 0 in 2 ft 0 in NoneVinyl None______Yes12 N 29 W Low-E Single 0.33 0.28 72.0 ft² 2 ft 0 in 13.1 ft 0 i NoneVinyl None______Yes7 N # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation GARAGE 1 341 ft² 341 ft² 59.6 ft 10.1 ft 0______ Method CFM 50 ACH 50ELASLAScope INFILTRATION ACHEqLA# 3599.6 7197.62.000473Wholehouse .2842371.65Proposed ACH(50)1 HEATING SYSTEM # System Type Efficiency Capacity DuctsSubtypeBlockSpeed 1 Electric Heat Pump/HSPF:8.3 28 kBtu/hr ______sys#1None1 Singl 2 Electric Heat Pump/HSPF:8.5 17.2 kBtu/hr ______sys#2None2 Singl # System Type Efficiency Capacity Air Flow SHR COOLING SYSTEM DuctsSubtypeBlockSubtype 1 Central Unit/SEER: 14.5 27.6 kBtu/hr 828 cfm 0.75______sys#1None1 Singl 2 Central Unit/SEER: 15 17.2 kBtu/hr 516 cfm 0.75______sys#2None2 Singl # System Type EF Cap Use SetPnt Conservation HOT WATER SYSTEM SubType Location 1 Propane 0.75 1 gal 70 gal 120 deg None______Tankless Exterior 8/16/2020 10:20 PM EnergyGauge® USA 6.0.02 (Rev. 1) - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 4 of 5 FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT ✓ ✓ ✓ ✓ ✓ FSEC Company Name System Model # Collector Model # Collector SOLAR HOT WATER SYSTEM Storage FEFCert #Area Volume None None f t ² ______ # Location R-Value Area Location Area ---- Supply -------- Return ---- Leakage Type Handler CFM 25Air QN RLF DUCTS Heat Cool HVAC # TOT OUT CFM25 1 Attic 6 2 5 6 . 4 9 Attic 98.65 ft Default Leakage 1st Floor ( D e f a u l t ) ______1 1 ( D e f a u l t ) 2 Attic 6 1 2 0 . 3 8 Attic 46.3 ft² Default Leakage 2nd Floor ( D e f a u l t ) ______2 2 ( D e f a u l t ) TEMPERATURES Programable Thermostat: Y Ceiling Fans: Cooling [ ] Jan [ ] Feb [ ] Mar [ ] Apr [ ] May [X] Jul [X] Aug [X] Sep [ ] Oct [ ] Nov [ ] Dec [ ] Dec[X] Dec[X] Nov[X] Nov[ ] Oct[X] Oct[ ] Sep[ ] Sep[ ] Aug[ ] Aug[ ] Jul[ ] Jul[ ] Jun[ ] Jun[X] Jun[ ] May[ ] May[ ] Apr[X] Apr[X] Mar[X] Mar[X] Feb[ ] Feb[X] Jan[ ] JanHeatingVenting Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD)AMPM 7880 7880 7878 7878 7878 7878 7878 7878 8078 8078 8078 8078 Cooling (WEH)AMPM 7878 7878 7878 7878 7878 7878 7878 7878 7878 7878 7878 7878 Heating (WD)AMPM 6668 6668 6668 6668 6668 6868 6868 6868 6868 6868 6866 6866 Heating (WEH)AMPM 6668 6668 6668 6668 6668 6868 6868 6868 6868 6868 6866 6866 MASS Mass Type Area Thickness Furniture Fraction Space Default(8 lbs/sq.ft.0 ft² 0 ft 0.3 1st Floor Main Default(8 lbs/sq.ft.0 ft² 0 ft 0.3 Master Suite Default(8 lbs/sq.ft.0 ft² 0 ft 0.3 2nd Floor 8/16/2020 10:20 PM EnergyGauge® USA 6.0.02 (Rev. 1) - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 5 of 5 FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT ✓ ✓ Mandatory Requirements for Residential Performance, Prescriptive and ERI Methods Florida Building Code, Energy Conservation, 6th Edition (2017) ADDRESS: 349 10th St Atlantic Beach , FL , Permit Number: The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law (Section 553.9085, Florida Statutes) requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate code compliance for the building. A copy of the EPL display card can be found in Appendix RD. MANDATORY REQUIREMENTS - See individual code sections for full details. R402.4 Air leakage (Mandatory). During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures. 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures. 3. Interior doors, if installed at the time of the test, shall be open. 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed. 5. Heating and cooling systems, if installed at the time of the test, shall be turned off. 6. Supply and return registers, if installed at the time of the test, shall be fully open. Windows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 L/s/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 L/s/m2), when tested according to NFRC 400 or AAMA/ WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Testing is not required for additions, alterations, renovations, or repairs, of the building thermal envelope of existing buildings in which the new construction is less than 85 percent of the building thermal envelope. The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.4.1 through R402.4.5. R401.3 Energy Performance Level (EPL) display card (Mandatory). 8/16/2020 10:20 PM EnergyGauge® USA 6.0.02 (Rev. 1) - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 5 R402.4.3 Fenestration air leakage. R402.4.1.1 Installation. Exception: Site-built windows, skylights and doors. R402.4.2 Fireplaces. New wood-burning fireplaces shall have tight-fitting flue dampers or doors, and outdoor combustion air. Where using tight-fitting doors on factory-built fireplaces listed and labeled in accordance with UL 127, the doors shall be tested and listed for the fireplace. Where using tight-fitting doors on masonry fireplaces, the doors shall be listed and labeled in accordance with UL 907. Exception: R402.4.1.2 Testing. R402.4.1 Building thermal envelope. The building or dwelling unit shall be tested and verified as having an air leakage rate not exceeding seven air changes per hour in Climate Zones 1 and 2, and three air changes per hour in Climate Zones 3 through 8. Testing shall be conducted in accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g. (50 pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or (i) or an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer’s instructions and the criteria listed in Table R402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. Exception: Dwelling units of R-2 Occupancies and multiple attached single family dwellings shall be permitted to comply with Section C402.5. SECTION R401 GENERAL✓ □ □ □ □ □ □ □ MANDATORY REQUIREMENTS - (Continued) Building framing cavities shall not be used as ducts or plenums. Mechanical system piping capable of carrying fluids above 105°F (41°C) or below 55°F (13°C) shall be insulated to a minimum of R-3. R403.4.1 Protection of piping insulation. Heated water circulation systems shall be in accordance with Section R403.5.1.1. Heat trace temperature maintenance systems shall be in accordance with Section R403.5.1.2. Automatic controls, temperature sensors and pumps shall be accessible. Manual controls shall be readily accessible. 8/16/2020 10:20 PM EnergyGauge® USA 6.0.02 (Rev. 1) - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 2 of 5 R403.3.5 Building cavities (Mandatory). R403.4 Mechanical system piping insulation (Mandatory). R403.5.1 Heated water circulation and temperature maintenance systems (Mandatory). SECTION R403 SYSTEMS R402.4.5 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC-rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 L/s) when tested in accordance with ASTM E283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. R402.4.4 Rooms containing fuel-burning appliances. In Climate Zones 3 through 8, where open combustion air ducts provide combustion air to open combustion fuel burning appliances, the appliances and combustion air opening shall be located outside the building thermal envelope or enclosed in a room, isolated from inside the thermal envelope. Such rooms shall be sealed and insulated in accordance with the envelope requirements of Table R402.1.2, where the walls, floors and ceilings shall meet not less than the basement wall R-value requirement. The door into the room shall be fully gasketed and any water lines and ducts in the room insulated in accordance with Section R403. The combustion air duct shall be insulated where it passes through conditioned space to a minimum of R-8. Exceptions: Direct vent appliances with both intake and exhaust pipes installed continuous to the outside. Fireplaces and stoves complying with Section R402.4.2 and Section R1006 of the Florida Building Code, Residential. R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric-resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. R403.3.2 Sealing (Mandatory) All ducts, air handlers, filter boxes and building cavities that 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 C403.2.9.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria below. Duct tightness shall be verified by testing in accordance with ANSI/RESNET/ICC 380 by either individuals as defined in Section 553.993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or (i), Florida Statutes, to be “substantially leak free” in accordance with Section R403.3.3. Postconstruction test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the entire system, including the manufacturer’s air handler enclosure. Registers shall be taped or otherwise sealed during the test. Rough-in test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the system, including the manufacturer’s air handler enclosure if installed at the time of the test. All registers shall be taped or otherwise sealed during the test. 2. 1. Exceptions: A duct air leakage test shall not be required where the ducts and air handlers are located entirely within the building thermal envelope. Duct testing is not mandatory for buildings complying by Section 405 of this code.2. 1. R403.1 Controls. R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. R403.3.2.1 Sealed air handler. Air handlers shall have a manufacturer’s designation for an air leakage of no more than 2 percent of the design airflow rate when tested in accordance with ASHRAE 193. R403.3.3 Duct testing (Mandatory). Ducts shall be pressure tested to determine air leakage by one of the following methods: A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Piping insulation exposed to weather shall be protected from damage, including that caused by sunlight, moisture, equipment maintenance and wind, and shall provide shielding from solar radiation that can cause degradation of the material. Adhesive tape shall not be permitted. 1. 2. R403.5.1.1 Circulation systems. R403.5.1.2 Heat trace systems. Heated water circulation systems shall be provided with a circulation pump. The system return pipe shall be a dedicated return pipe or a cold water supply pipe. Gravity and thermosiphon circulation systems shall be prohibited. Controls for circulating hot water system pumps shall start the pump based on the identification of a demand for hot water within the occupancy. The controls shall automatically turn off the pump when the water in the circulation loop is at the desired temperature and when there is no demand for hot water. Electric heat trace systems shall comply with IEEE 515.1 or UL 515. Controls for such systems shall automatically adjust the energy input to the heat tracing to maintain the desired water temperature in the piping in accordance with the times when heated water is used in the occupancy. □ □ □ □ □ □ □ □ □ □ □ □ □ MANDATORY REQUIREMENTS - (Continued) 8/16/2020 10:20 PM EnergyGauge® USA 6.0.02 (Rev. 1) - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 3 of 5 R403.5.5 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3 ½ inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. R403.5.6 Water heater efficiencies (Mandatory). R403.5.6.1.1 Automatic controls. Service water-heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100°F to 140°F (38°C to 60°C). R403.5.6.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water-heating systems to be turned off. R403.5.6.2 Water-heating equipment. Water-heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water-heating category. Solar water heaters shall meet the criteria of Section R403.5.6.2.1. R403.5.6.2.1 Solar water-heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol. Collectors in installed solar water-heating systems should meet the following criteria: Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and Be installed at an orientation within 45 degrees of true south. 1. 2. R403.6 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential, or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation including: Natural, Infiltration or Mechanical means. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.7 Heating and cooling equipment (Mandatory). R403.7.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This Code does not allow designer safety factors, provisions for future expansion or other factors that affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. New or replacement heating and cooling equipment shall have an efficiency rating equal to or greater than the minimum required by federal law for the geographic location where the equipment is installed. When installed to function as a whole-house mechanical ventilation system, fans shall meet the efficacy requirements of Table R403.6.1. R403.6.1 Whole-house mechanical ventilation system fan efficacy. E x c e p t i o n : R403.6.2 Ventilation air. Residential buildings designed to be operated at a positive indoor pressure or for mechanical ventilation shall meet the following criteria: Where whole-house mechanical ventilation fans are integral to tested and listed HVAC equipment, they shall be powered by an electronically commutated motor. The design air change per hour minimums for residential buildings in ASHRAE 62.2, Ventilation for Acceptable Indoor Air Quality, shall be the maximum rates allowed for residential applications. No ventilation or air-conditioning system make-up air shall be provided to conditioned space from attics, crawlspaces, attached enclosed garages or outdoor spaces adjacent to swimming pools or spas. If ventilation air is drawn from enclosed space(s), then the walls of the space(s) from which air is drawn shall be insulated to a minimum of R-11 and the ceiling shall be insulated to a minimum of R-19, space permitting, or R-10 otherwise. 1. 2. 3. TABLE R403.6.1 WHOLE-HOUSE MECHANICAL VENTILATION SYSTEM FAN EFFICACY For SI: 1 cfm = 28.3 L/min.a. When tested in accordance with HVI Standard 916 Range hoods In-line fan Bathroom, utility room Bathroom, utility room FAN LOCATION AIRFLOW RATE MINIMUM MINIMUM EFFICACY AIRFLOW RATE MAXIMUM (CFM)(CFM/WATT) a Any Any 10 90 2.8 cfm/watt 2.8 cfm/watt 1.4 cfm/watt 2.8 cfm/watt Any Any <90 Any (CFM) □ □ □ □ □ □ □ □ □ MANDATORY REQUIREMENTS - (Continued) R403.10 Pools and permanent spa energy consumption (Mandatory). The energy consumption of pools and permanent spas shall be in accordance with Sections R403.10.1 through R403.10.5. R403.10.1 Heaters. The electric power to heaters shall be controlled by a readily accessible on-off switch that is an integral part of the heater mounted on the exterior of the heater, or external to and within 3 feet (914 mm) of the heater. Operation of such switch shall not change the setting of the heater thermostat. Such switches shall be in addition to a circuit breaker for the power to the heater. Gas-fired heaters shall not be equipped with continuously burning ignition pilots. R403.10.4 Gas- and oil-fired pool and spa heaters. All gas- and oil-fired pool and spa heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013, when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural or LP gas shall not have continuously burning pilot lights. Time switches or other control methods that can automatically turn off and on according to a preset schedule shall be installed for heaters and pump motors. Heaters and pump motors that have built-in time switches shall be in compliance with this section. Exceptions: Where public health standards require 24-hour pump operation. R403.10.2 Time switches. Pumps that operate solar- and waste-heat-recovery pool heating systems. Where pumps are powered exclusively from on-site renewable generation.3. 2. 1. R403.10.3 Covers. Outdoor heated swimming pools and outdoor permanent spas shall be equipped with a vapor-retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Where more than 70 percent of the energy for heating, computed over an operation season, is from site-recovered energy, such as from a heat pump or solar energy source, covers or other vapor-retardant means shall not be required. 8/16/2020 10:20 PM EnergyGauge® USA 6.0.02 (Rev. 1) - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 4 of 5 R403.8 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the IECC—Commercial Provisions in lieu of Section R403. R403.9 Snow melt and ice system controls (Mandatory) Snow- and ice-melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 50°F (10°C), and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F (4.8°C). R403.7.1.2 Heating equipment capacity. R403.7.1.2.1 Heat pumps. Heat pump sizing shall be based on the cooling requirements as calculated according to Section R403.7.1.1, and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load even if the design heating load is 1.15 times greater than the design cooling load. R403.7.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.7.1. R403.7.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.7.1. R403.7.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. R403.7.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.7, or the closest available size provided by the manufacturer’s product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. Design values for entering wet-bulb and dry-bulb temperatures shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. 2. Attached single- and multiple-family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. When signed and sealed by a Florida-registered engineer, in attached single- and multiple-family units, the capacity of equipment may be sized in accordance with good design practice. The published value for AHRI total capacity is a nominal, rating-test value and shall not be used for equipment sizing. Manufacturer’s expanded performance data shall be used to select cooling-only equipment. This selection shall be based on the outdoor design dry-bulb temperature for the load calculation (or entering water temperature for water-source equipment), the blower CFM provided by the expanded performance data, the design value for entering wet-bulb temperature and the design value for entering dry-bulb temperature. □ □ □ □ □ □ □ □ □ □ □ □ R404.1 Lighting equipment (Mandatory). Not less than 75 percent of the lamps in permanently installed lighting fixtures shall be high-efficacy lamps or not less than 75 percent of the permanently installed lighting fixtures shall contain only high-efficacy lamps. Exception: R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights. Low-voltage lighting. SECTION R404 R403.10.5 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions-Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. R403.11 Portable spas (Mandatory). The energy consumption of electric-powered portable spas shall be controlled by the requirements of APSP-14. ELECTRICAL POWER AND LIGHTING SYSTEMS Page 5 of 58/16/2020 10:20 PM EnergyGauge® USA 6.0.02 (Rev. 1) - FlaRes2017 FBC 6th Edition (2017) Compliant Software □ □ □ Project Name: Owner: Builder Name: Permit Office: Jurisdiction: 261100 Atlantic Beach Chesapeake Custom BuildersHalton Residence Street: City, State, Zip: Atlantic Beach , FL , 349 10th St Permit Number: Design Location: FL, MAYPORT_NS C H E C K AIR BARRIER CRITERIA A continuous air barrier shall be installed in the building envelope. The exterior thermal envelope contains a continuous air barrier. Breaks or joints in the air barrier shall be sealed. The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. The junction of the foundation and sill plate shall be sealed. The junction of the top plate and the top of exterior walls shall be sealed. Knee walls shall be sealed. The space between window/door jambs and framing, and skylights and framing shall be sealed. Rim joists shall include the air barrier. The air barrier shall be installed at any exposed edge of insulation. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Duct shafts, utility penetrations, and flue shafts opening to exterior or unconditioned space shall be sealed. Narrow cavities Shafts, penetrations Crawl space walls Floors (including above-garage and cantilevered floors) Rim joists Windows, skylights Walls Ceiling/attic General COMPONENT Garage separation Recessed lighting Plumbing and wiring S h o w e r / t u b HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub-floor or drywall. The air barrier shall be installed behind electrical or communication boxes or air-sealed boxes shall be installed. The air barrier installed at exterior walls adjacent to showers and tubs shall separate them from the showers and tubs. Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Recessed light fixtures installed in the building thermal envelope shall be sealed to the drywall. Air sealing shall be provided between the garage and conditioned spaces. When required to be sealed, concealed fire sprinklers shall only be sealed in a manner that is recommended by the manufacturer. Caulking or other adhesive sealants shall not be used to fill voids between fire sprinkler cover plates and walls or ceilings. C o n c e a l e d Electrical/phone box on exterior walls Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA INSULATION INSTALLATION CRITERIA EnergyGauge® USA 6.0.02 (Rev. 1) - FlaRes2017 FBC 6th Edition (2017) Compliant Software8/16/2020 10:20 PM Page 1 of 1 Air-permeable insulation shall not be used as a sealing material. The insulation in any dropped ceiling/soffit shall be aligned with the air barrier. Cavities within corners and headers of frame walls shall be insulated by completely filling the cavity with a material having a thermal resistance of R-3 per inch minimum. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Rim joists shall be insulated. Floor framing cavity insulation shall be installed to maintain permanent contact with the underside of subfloor decking, or floor framing cavity insulation shall be permitted to be in contact with the top side of sheathing, or continuous insulation installed on the underside of floor framing and extends from the bottom to the top of all perimeter floor framing members. and doors on exterior wall requirements Recessed light fixtures installed in the building thermal envelope shall be air tight and IC rated. sprinklers Where provided instead of floor insulation, insulation shall be permanently attached to the crawlspace Exterior walls adjacent to showers and tubs shall be insulated. 2017 - AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA a. In addition, inspection of log walls shall be in accordance with the provisions of ICC-400. Envelope Leakage Test Report (Blower Door Test) Residential Prescriptive, Performance or ERI Method Compliance 2017 Florida Building Code, Energy Conservation, 6th Edition Jurisdiction: 261100 Permit #: Job Information Builder: Chesapeake Custom Builders Community:Lot: NA Address: 349 10th St City: Atlantic Beach State: FL Zip: Air Leakage Test Results Passing results must meet either the Performance, Prescriptive, or ERI Method PRESCRIPTIVE METHOD-The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour at a pressure of 0.2 inch w.g. (50 Pascals) in Climate Zones 1 and 2. PERFORMANCE or ERI METHOD-The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding the selected ACH(50) value, as shown on Form R405-2017 (Performance) or R406-2017 (ERI), section labeled as infiltration, sub-section ACH50. ACH(50) specified on Form R405-2017-Energy Calc (Performance) or R406-2017 (ERI): 7.000 _________ x 60 ÷ ______________ = ____________30854 CFM(50) Building Volume ACH(50) PASS When ACH(50) is less than 3, Mechanical Ventilation installation must be verified by building department. Method for calculating building volume:_____________________________ Retrieved from architectural plans Code software calculated Field measured and calculated R402.4.1.2 Testing. Testing shall be conducted in accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g. (50 Pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statues.or individuals licensed as set forth in Section 489.105(3)(f), (g), or (i) or an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to thecode official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures. 2. Dampers including exhaust, intake, makeup air, back draft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures. 3. Interior doors, if installed at the time of the test, shall be open. 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed. 5. Heating and cooling systems, if installed at the time of the test, shall be turned off. 6. Supply and return registers, if installed at the time of the test, shall be fully open. Testing Company Company Name: ______________________________________ Phone: ________________________ I hereby verify that the above Air Leakage results are in accordance with the 2017 6th Edition Florida Building Code Energy Conservation requirements according to the compliance method selected above. Signature of Tester: ____________________________________ Date of Test: ______________________ Printed Name of Tester: _________________________________ License/Certification #: _____________________________ Issuing Authority: _________________________ 8/16/2020 10:20:39 PM EnergyGauge® USA 6.0.04 (Rev. 1) - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1 I I 0 lo I I I □ 0 • □ 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2020-Aug-16 22:24:28Right-Suite® Universal 2019 19.0.17 RSU17457 Page 1...ntial Manual J\Halton, 349 10th St, Atl Bch.rup Calc = MJ8 Front Door faces: S Job:Project Summary 8/7/2020Date: 1st Floor M. EllisBy: Energy Design Systems, Inc., 11727 Brady Rd, Jacksonville, FL 32223 Phone: 904-268-3670 Fax: 904-268-3670 Email: eds.jax@gmail.com Project Information Halton ResidenceFor:349 10th St, Atlantic Beach, FL Notes: Design Information Mayport Ns, FL, USWeather: Winter Design Conditions Summer Design Conditions Outside db °F38 Outside db °F94Inside db °F68 Inside db °F75Design TD °F30 Design TD °F19Daily range LRelative humidity %50Moisture difference gr/lb50 Heating Summary Sensible Cooling Equipment Load Sizing Structure Btuh21841 Structure Btuh19535DuctsBtuh4698DuctsBtuh3373Central vent (0 cfm)Btuh0 Central vent (0 cfm)Btuh0(none)(none)Humidification Btuh0 Blower Btuh0PipingBtuh0Equipment load Btuh26539 Use manufacturer's data yRate/swing multiplier 1.00 Infiltration Equipment sensible load Btuh22907 Method Latent Cooling Equipment Load SizingSimplifiedConstruction quality Average1 (Average)Fireplaces Structure Btuh2589DuctsBtuh1841Central vent (0 cfm)Btuh0 CoolingHeating (none)19731973Area (ft²)Equipment latent load Btuh44301992719927Volume (ft³)Air changes/hour 0.160.35 Equipment Total Load (Sen+Lat)Btuh27337Equiv. AVF (cfm)52117 Req. total capacity at 0.75 SHR ton2.5 Heating Equipment Summary Cooling Equipment Summary Make Amana Make AmanaTrade AMANA Trade AMANAModel ASZ140301K Cond ASZ140301KAHRI ref 202542852 Coil AVPTC37B14BAHRI ref 202542852Efficiency8.3 HSPF Efficiency 12.0 EER, 14.5 SEERHeating input Sensible cooling Btuh19320Heating output Btuh @ 47°F28000 Latent cooling Btuh8280Temperature rise °F28 Total cooling Btuh27600Actual air flow cfm920 Actual air flow cfm920Air flow factor cfm/Btuh0.035 Air flow factor cfm/Btuh0.040Static pressure in H2O0 Static pressure in H2O0Space thermostat Load sensible heat ratio 0.84Capacity balance point = 37 °F Backup:Input = 9 kW, Output = 29491 Btuh, 100 AFUE 4 wrightsoft~ Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2020-Aug-16 22:24:28Right-Suite® Universal 2019 19.0.17 RSU17457 Page 2...ntial Manual J\Halton, 349 10th St, Atl Bch.rup Calc = MJ8 Front Door faces: S Job:Project Summary 8/7/2020Date: 2nd Floor M. EllisBy: Energy Design Systems, Inc., 11727 Brady Rd, Jacksonville, FL 32223 Phone: 904-268-3670 Fax: 904-268-3670 Email: eds.jax@gmail.com Project Information Halton ResidenceFor:349 10th St, Atlantic Beach, FL Notes: Design Information Mayport Ns, FL, USWeather: Winter Design Conditions Summer Design Conditions Outside db °F38 Outside db °F94Inside db °F68 Inside db °F75Design TD °F30 Design TD °F19Daily range LRelative humidity %50Moisture difference gr/lb50 Heating Summary Sensible Cooling Equipment Load Sizing Structure Btuh7896 Structure Btuh9955DuctsBtuh2066DuctsBtuh1468Central vent (0 cfm)Btuh0 Central vent (0 cfm)Btuh0(none)(none)Humidification Btuh0 Blower Btuh2048PipingBtuh0Equipment load Btuh9962 Use manufacturer's data yRate/swing multiplier 1.00 Infiltration Equipment sensible load Btuh13471 Method Latent Cooling Equipment Load SizingSimplifiedConstruction quality Average1 (Average)Fireplaces Structure Btuh1423DuctsBtuh704Central vent (0 cfm)Btuh0 CoolingHeating (none)926926Area (ft²)Equipment latent load Btuh21271092710927Volume (ft³)Air changes/hour 0.160.37 Equipment Total Load (Sen+Lat)Btuh15597Equiv. AVF (cfm)3067 Req. total capacity at 0.80 SHR ton1.4 Heating Equipment Summary Cooling Equipment Summary Make Amana Make AmanaTrade AMANA Trade AMANAModel ASZ140181K Cond ASZ140181KAHRI ref 202542847 Coil AVPTC29B14BAHRI ref 202542847Efficiency8.5 HSPF Efficiency 12.5 EER, 15 SEERHeating input Sensible cooling Btuh12040Heating output Btuh @ 47°F17200 Latent cooling Btuh5160Temperature rise °F27 Total cooling Btuh17200Actual air flow cfm573 Actual air flow cfm573Air flow factor cfm/Btuh0.058 Air flow factor cfm/Btuh0.050Static pressure in H2O0 Static pressure in H2O0Space thermostat Load sensible heat ratio 0.86Capacity balance point = 26 °F Backup:Input = 10 kW, Output = 35827 Btuh, 100 AFUE 4 wrightsoft~ Job #: Performed for: Halton Residence 349 10th St Atlantic Beach, FL Exclusively for the use of: Emergency Heating & Air Scale: 1 : 96 Page 1 Right-Suite® Universal 2019 19.0.17 RSU17457 2020-Aug-16 22:27:08 ...Halton, 349 10th St, Atl Bch .r up N 1st Floor Laundry Powder Dining Hall 1 Kitchen Living Hall 2 Master Bath Toilet Bed 4Master Bed WIC 223 cfm 63 cfm 12 x 12 12 x 12 12 x 12 7 "9 " 1200 cfm 136 cfm 125 cfm125 cfm 35 cfm 80 cfm 6 " 6 "6 " 4 " 5 " 6 " 12 " 71 cfm 66 cfm 66 cfm 6 " 6 " 6 " 6 " 32 cfm 40 cfm 88 cfm 4 " 5 " 5 " 14 " 71 cfm 6 " Job #: Performed for: Halton Residence349 10th St Atlantic Beach, FL Exclusively for the use of:Emergency Heating & Air Scale: 1 : 96 Page 2 Right-Suite® Universal 2019 19.0.17 RSU17457 2020-Aug-16 22:27:08 ...Halton, 349 10th St, Atl Bch .r up N 2nd Floor Bed 2 WIC 2 Bath 2 Bed 3 WIC 3 Bath 3 Hall 4 170 cfm 122 cfm 141 cfm 190 cfm 29 cfm 44 cfm 5 " 4 " 7 "4 " 7 " 7 " 112 cfm5 " 800 cfm 12 x 12 12 x 12 9 " 12 " 12 x 12 9 " Bold/italic values have been manually overridden 2020-Aug-16 22:26:49 Right-Suite® Universal 2019 19.0.17 RSU17457 Page 1 ...ntial Manual D\Halton, 349 10th St, Atl Bch.rup Calc = MJ8 Front Door faces: S Job:Duct System Summary Date: 1st Floor By: Exclusively for the use of:, Emergency Heating & Air Project Information Halton ResidenceFor: 349 10th St, Atlantic Beach, FL CoolingHeating External static pressure in H2O0.30in H2O0.30 Pressure losses in H2O0in H2O0 Available static pressure in H2O0.30in H2O0.30 Supply / return available pressure 0.150 / 0.150 in H2O in H2O0.150 / 0.150 Lowest friction rate in/100ft0.236in/100ft0.236 Actual air flow cfm1200cfm1200 Total effective length (TEL)ft127 Supply Branch Detail Table Design Htg Clg Design Diam H x W Duct Actual Ftg.Eqv Name (Btuh)(cfm) (cfm)FR (in)(in)Matl Ln (ft)Ln (ft) Trunk st290.019.8VlFx0x06.00.2731361333971cBed 4-A st190.033.5VlFx0x06.00.2432232186503cDining-A st190.031.0VlFx0x05.00.2483229923cHall 1 st190.024.7VlFx0x06.00.26264661843hKitchen st190.025.5VlFx0x06.00.26064661843hKitchen-A st190.037.4VlFx0x05.00.23688872566cLaundry st190.025.0VlFx0x06.00.26165711974hLiving st190.024.1VlFx0x06.00.26365711974hLiving-A st290.017.8VlFx0x06.00.27878802239hMaster Bath st290.026.3VlFx0x06.00.2581251223642cMaster Bed st290.016.7VlFx0x06.00.2811251223642cMaster Bed-A st190.036.3VlFx0x04.00.23840401168cPowder st290.024.4VlFx0x04.00.2623435985hToilet st290.016.1VlFx0x05.00.28363601828cWIC Supply Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm)(cfm)FR (fpm)(in)(in)Material Trunk st1 Peak AVF 647 640 0.236 606 14.0 0x0 VinlFlx st2 Peak AVF 553 560 0.258 713 12.0 0x0 VinlFlx wr·g tsoft 2020-Aug-16 22:26:49 Right-Suite® Universal 2019 19.0.17 RSU17457 Page 2 ...ntial Manual D\Halton, 349 10th St, Atl Bch.rup Calc = MJ8 Front Door faces: S Return Branch Detail Table Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size (in) (cfm)(cfm)(ft)FR (fpm)(in)(in)Opening (in) Matl Trunk rb2 0x 12000 1200 0 0 0 0 x0 0 VlFx Bold/italic values have been manually overridden 2020-Aug-16 22:26:49 Right-Suite® Universal 2019 19.0.17 RSU17457 Page 3 ...ntial Manual D\Halton, 349 10th St, Atl Bch.rup Calc = MJ8 Front Door faces: S Job:Duct System Summary Date: 2nd Floor By: Exclusively for the use of:, Emergency Heating & Air Project Information Halton ResidenceFor: 349 10th St, Atlantic Beach, FL CoolingHeating External static pressure in H2O0.30in H2O0.30 Pressure losses in H2O0in H2O0 Available static pressure in H2O0.30in H2O0.30 Supply / return available pressure 0.150 / 0.150 in H2O in H2O0.150 / 0.150 Lowest friction rate in/100ft0.257in/100ft0.257 Actual air flow cfm800cfm800 Total effective length (TEL)ft117 Supply Branch Detail Table Design Htg Clg Design Diam H x W Duct Actual Ftg.Eqv Name (Btuh)(cfm) (cfm)FR (in)(in)Matl Ln (ft)Ln (ft) Trunk st390.019.3VlFx0x05.00.2741081122634hBath 2 st390.025.6VlFx0x05.00.2591201222872hBath 3 st390.022.9VlFx0x07.00.2661901854830cBed 2-A st390.021.0VlFx0x07.00.2701411393585cBed 3 st390.026.4VlFx0x07.00.2581691704025hHall 4-A st390.020.4VlFx0x04.00.27244441120cWIC 2 st390.026.8VlFx0x04.00.2572928727cWIC 3 Supply Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm)(cfm)FR (fpm)(in)(in)Material Trunk st3 Peak AVF 800 800 0.257 1019 12.0 0x0 VinlFlx Return Branch Detail Table Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size (in) (cfm)(cfm)(ft)FR (fpm)(in)(in)Opening (in) Matl Trunk rb1 0x 8000 800 0 0 0 0 x0 0 VlFx wr·g tsoft I I I I I I I I I I I I I I I I I I I I I I I -~ w - ACC" "'''" '" Products PlotID Length Product Plies Net Qty Fab Type BM-1 22-00-00 1 3/4" x 20" 2.0E Microllam® LVL 3 3 FF WALL HEIGHT 9'-3" 10'-1-1/8" Pl u m b i n g Dr o p s Pl u m b i n g Dr o p s 1 6 "I -J o i s t s T h i s A r e a Hangers: ----------- 21 - HU48 15 - HTU26 8 - THA426 1 - THAC426 HTU26 GREAT CARE MUST BE TAKEN WHEN SETTING FLAT TRUSSES TO INSURE THAT THEY ARE NOT SET BACKWARDS OR UPSIDE DOWN. REPAIRING A FLAT TRUSS SET IMPROPERLY MIGHT NOT BE POSSIBLE WHICH WILL RESULT IN IT NEEDING TO BE REMOVED AND REINSTALLED CORRECTLY. = Truss Left End BM-1 F1 9 F1 9 F1 9 F1 9 F1 9 F7 F1 8 F1 8 F1 8 F1 8 F1 8 F1 8 F1 8 F1 8 F1 7 F8 F8 F8 F8 F8 F8 F8 F8 F9 F9 F9 F9 F1 0F8 F1 6 F15 F13 F1 2 F1 1 F1 1 F1 4 F6F2F2 F4F4 F5 F1 F3 C2 C1 C1 C1 C1 C1 B4 B3 B2 B2 B1 B1 B1 B1 B1 A3 A2 A1 B1 HJ 1 H J 1 CJ 2 CJ 1 EJ 1 EJ 1 CJ 2 CJ 1 EJ 1 EJ 1 CJ2 CJ1 CJ2 CJ1 H J 1 CJ2 CJ1 CJ 2 CJ 1 EJ 1 EJ 1 EJ 1 EJ 1 EJ 1 EJ 1 D4 D3 D2 D1 D1 D1 D1 H J 1 CJ 2 CJ 1 EJ 1 EJ 1 EJ 1 CJ2 CJ1 FT 1 HTU26 HTU26 HTU26 HTU26 HTU26 HTU26 HTU26 No S o l n . HU 4 8 HTU26 HTU26 HTU26 HTU26 HTU26 HTU26 HTU26 HU 4 8 HU 4 8 HU 4 8 HU 4 8 HU 4 8 HU 4 8 HU 4 8 HU 4 8 HU 4 8 HU 4 8 HU 4 8 HU 4 8 HU 4 8 HU 4 8 HU 4 8 HU 4 8 HU 4 8 HU 4 8 THAC426 THA426 THA426 TH A 4 2 6 TH A 4 2 6 TH A 4 2 6 TH A 4 2 6 HU 4 8 THA426 HU 4 8 THA426 15 - 0 0 - 0 0 12 - 0 0 - 0 0 7- 0 6 - 0 0 19 - 0 6 - 0 0 34 - 0 6 - 0 0 13-02-006-00-0027-06-0018-10-0016-06-00 88-00-00 88-00-00 34 - 0 6 - 0 0 6-00-00 6- 0 0 - 0 0 2-00-00 2-00-00 2-00-00 2-00-00 2-00-00 2-00-00 2-00-00 2-00-00 2-00-00 6- 0 0 - 0 0 2-00-00 2-00-00 2- 0 0 - 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 6- 0 0 - 0 0 2-00-00 2-00-00 2-00-00 2-00-00 2-00-00 2-00-00 2- 0 0 - 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 1- 0 5 - 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 11 - 0 0 2- 0 0 - 0 0 14 - 0 4 - 0 0 14 - 0 4 - 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 2175 W. 18th Street Jacksonville, Fl 32209 Office: 904-356-5440 www.glecklerandsons.com Engineer of Record CHRIS SABOURIN 1205 BEACH BLVD JACKSONVILLE BEACH, FL 32250 904-712-5750 LICENSE NUMBER: 71461 DESIGN CRITERIA Building Code FBC 2017 Loading Roof Floor Top Chord Live Load 20.0 lb/ft² 40.0 lb/ft² Top Chord Dead Load 7.0 lb/ft² 10.0 lb/ft² Bottom Chord Live Load 0.0 lb/ft² 0.0 lb/ft² Bottom Chord Dead Load 10.0 lb/ft² 5.0 lb/ft² Wind Exp/Opening Cat B - Enclosed Wind Speed 130 mph DATE: 7/31/2020 Job #: E2747 ALL METAL CONNECTOR PLATES BY MITEK FL APPROVAL CODE FL2197-R6 ALL BEAMS ARE MICROLLAM 2900Fb-2.0E FL APPROVAL CODE FL6527-R9 Designer: Scott Moritz Customer Name Chesapeake Model Halton Residence Lot Subdivision Address 349 10th Street City State Zip Code Atlantic Beach ATTENTION: CONTRACTORS, CREWS, AND FRAMERS It is the responsibility of the installer (builder, building contractor, licensed contractor, erector or erection contractor) to properly receive, unload, store, handle, install and brace metal plate connected wood trusses to protect life and property. Refer to BCSI-B1 Summary Sheet - Guide for Handling, Installing, Restraining, and Bracing of Trusses. DO NOT CUT OR ALTER TRUSSES. Any Questions or discrepancies should be directed to Gleckler and Sons Building Supplies Components Plant at 907- 356-5440 prior to erection or modification of any trusses. Gleckler and Sons Building Supplies is not liable for any "Back Charges" unless approved by one of our representatives before the work creating the charge is performed. FL SHOP DRAWING / SUBMITTAL REVIEW SABO STRUCTURAL ENGINEERING LLC 10/21/2020 APPROVED CHRISTOPHER SABOURIN SUBMITTAL WAS REVIEWED FOR DESIGN CONFORMITY AND GENERAL CONFORMANCE TO CONTRACT DOCUMENTS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR CONFIRMING AND CORRELATING DIMENSIONS AT JOBSITE FOR TOLERANCE. CLEARANCE, QUANTITIES, FABRICATION PROCESSES AND TECHNIQUES OF CONSTRUCTION COORDINATION OF THEIR WORK WITH OTHER TRADES AND FULL COMPLIANCE WITH CONTRACT DOCUMENTS I" I '< " " '" " "' ' " ,, " "'" " "' ' " ? ~ ~ 0/0 1 0 ~ " 0 0 0 0 0 h ~ 0 0 V O 0 0 0 V ~ ~ I / V 0 V V ~ L/ v / 1/ ", v ~ V 0 / V V I::: ~ 0 \v / ~ I::: 0 0 0 0 1 ~ 0 0 0 0 0 -0 0 0 0 O 0 f:31:::a p / ~ 0 I::: 1" 0 " ' " " " l:J '" " -' ~ ~ □ ~I:>, 0 0 I' 0 0 0 ~ t 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 "" -'~ I~ l' ~ ~ I' ~ " r-------- I" /~ / 0 0 0 0 0 0 1' 0 0 0 o/'o 0 0 /~ I" I" ~ / i====-I/ ji: L i I"' ~ <] WALL HEIGHT 16'-7-3/4" 21'-11" 2 x 10 R o o f R a f t e r s T h i s A r e a Hangers: ----------- 3 - HTU26 = Truss Left End E2 H J 2 HJ 2 CJ4 CJ3 EJ2 EJ2 EJ2 CJ4 CJ3 EJ2 EJ2 CJ 4 CJ 3 CJ 4 CJ 3 G3G2G2G2G2G2G2G2G2G2G2 H J 3 CJ6 CJ5 EJ3 EJ3 EJ3 EJ3 EJ3 EJ3 EJ3 EJ3 CJ 6 CJ 5 G1 G2 H1H2H2H2 EJ4 E1 HT U 2 6 HT U 2 6 HTU26 7-05-00 27-06-00 25-02-00 60-01-00 19 - 0 6 - 0 0 15 - 0 0 - 0 0 34 - 0 6 - 0 0 60-01-00 20 - 0 2 - 0 0 14 - 0 4 - 0 0 34 - 0 6 - 0 0 6-00-00 2- 0 0 - 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 5-00-00 2- 0 0 - 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 1- 1 0 - 0 8 2- 0 0 - 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 2175 W. 18th Street Jacksonville, Fl 32209 Office: 904-356-5440 www.glecklerandsons.com Engineer of Record CHRIS SABOURIN 1205 BEACH BLVD JACKSONVILLE BEACH, FL 32250 904-712-5750 LICENSE NUMBER: 71461 DESIGN CRITERIA Building Code FBC 2017 Loading Roof Floor Top Chord Live Load 20.0 lb/ft² 40.0 lb/ft² Top Chord Dead Load 7.0 lb/ft² 10.0 lb/ft² Bottom Chord Live Load 0.0 lb/ft² 0.0 lb/ft² Bottom Chord Dead Load 10.0 lb/ft² 5.0 lb/ft² Wind Exp/Opening Cat B - Enclosed Wind Speed 130 mph DATE: 7/31/2020 Job #: E2747 ALL METAL CONNECTOR PLATES BY MITEK FL APPROVAL CODE FL2197-R6 ALL BEAMS ARE MICROLLAM 2900Fb-2.0E FL APPROVAL CODE FL6527-R9 Designer: Scott Moritz Customer Name Chesapeake Model Halton Residence Lot Subdivision Address 349 10th Street City State Zip Code Atlantic Beach ATTENTION: CONTRACTORS, CREWS, AND FRAMERS It is the responsibility of the installer (builder, building contractor, licensed contractor, erector or erection contractor) to properly receive, unload, store, handle, install and brace metal plate connected wood trusses to protect life and property. Refer to BCSI-B1 Summary Sheet - Guide for Handling, Installing, Restraining, and Bracing of Trusses. DO NOT CUT OR ALTER TRUSSES. Any Questions or discrepancies should be directed to Gleckler and Sons Building Supplies Components Plant at 907- 356-5440 prior to erection or modification of any trusses. Gleckler and Sons Building Supplies is not liable for any "Back Charges" unless approved by one of our representatives before the work creating the charge is performed. FL I&!.-'/,1 I // T7 '//7,1 '/,, '//77 '// 1//,;0 /,TT/ ~~ ' ~ / ~ 7 ~ 7 ' ' ~ /;/ 77 /77/ '777/ // 7 / / ' ~ ~ ~ ~ ~ ' TT?/ 1 777/ 'T7// '7// !77// r7// f._' ~ " f._ ~ f._ f._ f._ ' f._ f._ f._ ~ f._ f._ ~ " ~ ~ ~ ~ ~ ~ ~f._ '77/ 77/ :,,i ~ " ' ' ' ' ' k: I, k: <J C ,,. --- I I I ---,- 1 I I I I I I . I I I I - ~ 1, I I I I I I _:1 • •. I! · 1 7 I I I I I· I 0 I n 7 --- 0 -----i-- 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I t---,--~._____,~_, I ~-------1 I --- I r ---,-----L ~--------➔~~ ___ J __ - ,,__ __ ----------,, --I I j I -- C ,,... -, ( I ( I I l J SQUARE FOOTAGE INFORMATION: •TOT~L LlNOE.~ \20DF CCJVC:;fl.Ac.i,G' 2., 5o?,;;,r-, CONJ TION SPACE FIRST FLOOR SQ FT. CONJ:TION SPACE SECOND FLOOR SQ FT. 1,91'3 ':),f. ·TO"fAL. IMPE.tz,V\oU:; tOVE.RA6E 1115,F; -------------------------. C\"2.(p ',,f, 1 8> ,l"'. I B 9 <:>. F. -To TA. L CO VE~ A,6 'E L. c.".l i ~ I "Z-I:. UNCONDITIONED SPACE SQ FT. '3,214 .>,F' .• ·-1.).;~~.rr-. 'o' F, :; 4 1, • 2, S 0/ 0 • UNENCLOSED SPACE (PORCHES) SOFT :,>~14 '5,i=. :7.,1300 ko T 0'.:l \/;:. R-1. 6 LS -':l\'\ADCS 'T~i=~<,,~ SE~T6 ,t..4-17~(c.)(4') P1c.Qlll~Eh(".Z..) e;,HAo t:S ,-~e I=",, 'TD BE LOc.All::D 6N l']-tl; G \TE: A';, f'/S..P-.T' Of i\4E C,LD ,h..1\..A.NTIG eEAG!-i PE':>[bN 0TA N Dl,J.Z..P':l , ONE. Tl<-12:c MU~T EE W <:. A T'E;.D . 'f.l. 1,\-\-lN 1\-\\;: P-t'2-0N"T ~t2.D~ 7"t1,I'-.:> IS 'T\,\S A'R'f:A V,..\\ -n+ -tN t..D f I, C>F WE. f'IZoP E-P::TY LIN e I•_. A:O..l D, c.E. t--l, --re'.:' --r1-1 E 'oTr-<-1'::l.:: T if "::l\Oc:. \"11::..1..1-½, -ru.c c.:,r::e,o,4D "T'rz,e:.E:. w1LL e,e 'PLAN-rr1, Al'-\Y- : lf,.l. \4 E F, E [:; L. != \:: DN T H I: LOT, ~ 12-e, tc-T r O N _ .?...3-33(r:i(f) \=(.)~A. UST OfA.ffRO\/cD 5W..Dr: "TREES, -- ' . - . -I,{\ I • -I -..I> --I -- I 141.1>~' it - --I I Ci:.i LIST'f'Alz._(?_ - I P.A.110 r -.!) I • Coil C. f',b,V\c: \l-, . I t ,-l.t>\',IC r,, P-,~t,\ d} I ' I .,--I ·1 ~e>i-\C• I I <;i-oor 14,":>".>1 I I IV I / ! ,: ,_ _J I \.t> <! i .. 3-I "' I ('t'l !!J 0 I -"' I C• "' I I I \ 12.0 l I I 1.~• I - I~ I " 17 -,, ' . f fl.,c, •t:!:~---ll Pc:, iz,C.H n ':>1'1=.l's I ' . \) ' t-1 - -"' . "1 - ----o-n I I ' 'S.1.'S I I I I I f' __, I IY I I .al 1- 1 IJl I. I I [ -"1 I 00 I • I ' ctl I I I i I I I - I I I I • I I I I I I I I I I __ . I I i I ' 8 • co <JO i I ' ---,S.C> 'I ·-----~--' __ _,__ __ ,t, I -G . IJI N : ' • MPERVIOS AREA SQ FT. _;= -:-~JLLS,f.. • LOT AREA (EXCLUD!NG WETLANDS & BODIES OF WATER) SQ FT STRUCTURE HEIGHT AND# OF STORIES: • APPROXIMATE HEIGHT OF HIGHEST POINT OF ROOF ABOVE FINISHED FLOOR • fJUMBER OF STORIES TYPE OF CONSTRUCTION: • TYPE V (UNPROTECTED, UNSPRiNKLERED) 30.D' 'TWO MATERIAL INFORMATION: FLORIDA PRODUCT APPROVAL CERTIFIC.4TION TO FOLLOW BY CONTRACTOR ROOFltJG (MATERIAL SHALL MEET THE FOLLOWING SPECIFICATIOfJS) • ROOF UNDERLMMEl1T -ASTM 4895 TYPE 1 • ROOF FLASHING ()R,P, RAKE, CW. VALLEY)-26 GAUGE • ROOF SH!tJGLES - ( OPT101-,1AL) ASTM D3462 & ASTM D3161 TYPE1 WiND RESISTANCE MOD:FIED TO 110 MPH ASTM E108 CLASS-A FIRE RESISTMJCE RATING • SHlrlGLE N/l.lUNG-(4 NAILS PER SHINGLEj FER MANUFACTURER'S SPECIFICATIONS • '2:4 6iA.Ll6; E C.1,l,..LVt>-LUHC:"-('.OAT!:D M'1a:TAI.. r:z.,oc,r::-1 t--lC. WiNDOWS AND DOORS (SEE ATTACHED ENGINEERiNG AND/OR MASTERED ENGINEERING) • WINDOWS SINGLE HUNG ;;·y [ N '(L .,. I I"-' '5 ULA Tt= 0 . _ • WINDOWS FIXED GLASS -VI N '(L ~ INS l\ l,6. T 'e 0 • WINDOWSHORIZONTALSUD!NG..CV\·NYL.., tNSU\..ATED • SLIDING GLASS DOORS -VINYL 1 N<:,\..I u.·n::.D ) • GLASS B_OCK WINDOWS N. J... , • EXTERIOR DOORS -fl lbSIZ,C:! LC.';1'7) \ j,-\;'.\.l lt.l."t'G-0 • GARAGE DOOR ;cl 30 MPl-1 l'ZAi cD !"lt3E,.\<-C.A'.jt. -( 0 Pi\ o NA L P\ \::'T',C.-c-):···::-: ·-··- • SELF FLASHiNGWINDOWS PER FRC. SECT. R. 703.8i1) WIND ZONE INFORMATION NOTE THIS STRUCTURE HAS BEEN DESIGNED !N ACCORJANCE AND MEETS THE REQUiREMENTS o;: SECTION OF THE 2017 EDIT:ON OF THE FLORIDA BUILDING CODE. 2017 F.B.C.-R TH,S BUILCING ISB LOCATED IN THE WINO BORNE DEBRIS REGIO'~ • BUILDlfJG IS ENCLOSED . BAS:C\lilNDSPEED (MPH-3 SECOND GUSTS/ . RISK CATEGCR'/ • BUILDING CAl!:GORY ' Wl'IJ EXPOSURE :.~TEGORY 'B • INTE~~.I\L pq,:SSURE COcFFiCIENT ':.EI!. S"iR U Ci ll IV-L. METHOD FOR MEETING Wlfm BORNE DEBRIS PROTECTION DESIGN WIND PRE SSL RE (PSFi USED TO DESIGN COMPONENT 3 CLADJiflG MATERIALS NOT SPECIF:CALLY DESIGNED 3Y THE REGISTEREJ DESIGN PROFESSlot!AL SEE STRUCTURAL EfJGINEERING SHEETS FOR CCMPONEHTS AND CLADDllsG (Et!D ZONE 1\1,0 INTERIOR ZONE) iNFORMATION TABLE 301.2.1.2 WIND-BORNE DEBRIS PROTECTION FASTENING SCHEDULE FOB WOOD STRUCTURAL PANELS FASTENER SPACiNG (in ) '' Panel Span 2 ft . 2 ft. < Panel Span I 4 rt. < Pan.el Span <4ft. <6ft 2 ½ #6 VVood Screw_. 16 16 12 2 ½ #8 VVood Sere-,/ 16 16 O,::iuble-Heacied Nails'1 12 0 4 Si 1 inch= 254 mm 1 foot= 305 mm 6 ft. < Panel Span < 8 ft. 9 12 3 This table is based on maximum wind speed of 130 mp,\ (58 mis) and mean roof he'ght of 33 feet (10m) or less. Fastene1·s shai! be installed at opposing ends of the wood structural panel Whe~e screws a~e attached to masonryts1ucco, they shall be attached using vibraton-resistant ~.mchors having a minimum W!thcrawal capacity ot 490 lb (2180 kN) Nails shall be 1Cd common or 12d box double headed nails Exceed ~ 30 moh i'58 mis) INDEX OF DRAWINGS SHEETS ARCHITECTURAL SHEETS 1. CovE.12., s1+r:.~,-, srrE-~.l)1<.A1NA~t :PLAN 2. r~t-:11 ~ ~1ci·i-tT e Lt;..YA11otJ-S 3. }31:A.~ t L.e.~-r EL 'EVA11a N:5 4. F 1 ~s1' t S l:COl-J D ft.a:, 12i P LA1--l s 5 ~ E LE.c -rJZi I c.A L 'P LA 1-.ls 6~-Ot-Jr: 076tz.'(-fYP1aL SEC1'1or-1~ 7 --. . :\-7_ ,\ c:, A"[' ' • IYPICJ. L IV'{ti" 6fc124-{ 4, 1:;vl-Ju0 :.) l::e,, 1 k::'>-1 8. A O-£;H I r EC.1]J 12.z,. L ~co r:· :P u. N q . ·.:r Y P I c::t.. L F;os:_.~ r, 1:::-t..~~ H r t--19 1 0. --:::r -(p I C-AL--r Lt.01-l I Nt'.] f.2i:T'$.1 L0 STRUCTURAL SHEETS t~-r O~t::tJ..C/ S-1 S-2 S-3 5-4 SITE PLAN S.P.1 OF 1 SE-E.1)-41"? 'SHE.Et OCCUPANCY R-3 F.B.C. / 2017 TYPE OF CONSTRUCTION ~ TYPE V-8 UNPROTECTED □ TYPE V-A SPRINKLED FIRE PROTECTION □ TYPE V-A ONE HOUR FIRE PROTECTION ZONING DISTRICT □ RS-1 ~ RS-2 ATL4.1'\TIC! BEA.GH □ RS-3 □OTHER _____ _ ATTACHMENTS (PER BUILDER) 1. ------------------------------ 2. ------------------ 3. ------------------ 4. ---------------- 5. ------------------6. _______________ _ 7. ------. ------------ 8. ---------------- My REVISIONS BY • DRAW~ ~ µ !!- CHECKED DATE t-1 A~ • 1-. -z.o z.,o SCALE A5 ,.J Cl ..,.. 2D ' . I - JOB NO. ~<!) ~2 899-~ SHEET A-i io OF SHEETS ... -Q -' '9 - 0 -. IZ..I.. C,,, IE. PL T, 14_6\_"T_, -- -,""-, ' ··• ,__...-_;, i - 5~ -~~ "' I ' I I I I . i I I 1---, ~ I I ': (.) _, d) I I ··1-----' / R.I. I'" <'.: 1 IS. H CJO t::, / _V~N<', ' II ,I g ➔~t □IC I II II ' I . -. ,• /' Ii . .. ' c,1-· ' ·• '3 T LJ C. C O 5 I', I M C.0!'-..1 •FIN,~~~ _..,__...ci -------- p:' ·c..,ARA~E FL1Zi• + 1~7 11 AV\:. IV,,61 E Gi RAD 1=. IG.¾," 0 _I 0 - + i ).. ----------------------- .. REVISIONS Vl C en ea:: "vi IaJu ea:::0.E DRAWN 'r'\}-\ 12,, CHECKED DATE BY l-1A \1. -z;;:1.oZD l~ 1'-SCALE \ '' 4 =. i-D JOS.~· ?-D. -2-s '1-~ SHEET ·A-2.. 10 OF SHEETS ' .., 0 ~ ;o ~ I '2 . 4 11 +- - ) \ 0 ~ I yc ' l 1 • . ' \ . )> - - , . , -< . . r. , ; -r r p t O - 7J :z J :z ~ I c> . . • y , . ~ "" I } -i t (1 1 1 g y C , I • I - ~ t ti t / ) ) ; I I. l~ - , 'I I ! 1:1 •I ' ii )· ; 1r ' ' I I I i \ ' I - . [ ~ ~ ;D C> - \ rl 1 ~ . ~ :z D' 71 0 J l r • J' J i i -. : I i' ! r . D' ): , - -- 0 z: :: r y; I Cj !l i . .: f . . :r : "' £- '. x :1 ~ .l ! . ~ I I 3 fl l •- I 1- . r ' :J J d 0 • l • ,. . . . . _ _, -' - . -. . : i :_ , , A 1! I I / f . , / , / i I I I I II I • / II -, , J : .. . . JI );. . • 15 ' II i .I .c - - TU 01 t} ) I r- , . C , 0 (l j I I i . ' I // / I II ~: 11 · Jr n J I [I 11 11 I ~ r- - · , I \ .\ \ R , l l ! • ,' " " T \ . Ii : I' ' I , - . . .. ' r r \ - ' \ ' ' ~; ' I T T \ ~ \f \ ~ < '► - \ -0 z . 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D oL l T L . ! e T A 1 I 0 v . e, i , . , o u N o e . o C. O M P U T e f l - i '! J ' 0 L. l T LI S T . rt ! \ Wf a A T H t : . 1 2 - P r z . o o F O U T l . . e T 'l l ' w p @ J U l ' \ C T I O i ' - 1 E! , O > ( I I <!> _ _ : + - = - - - , , r : - - h - 1 - ~ -I r .. (]) Z] J I \ I I \ No T E . : f' \ 2 , E . · r t ~ t \ r- 0 1J R: : I S " " " ' I BL i = "' u ~ u e e • - r" ' ) 1- I t ~ C ~ , Li l ' l ~ C : , A.P ' - r - f : A . J I (e D . : : l r - ( o t t - \ L . . T r . s 'f eL 1 1 L D e F ; ) P- I t ! -- 8 , -9 - 1 p . 0) ' I . r - I I ~~t v I I I ta I I I I I I I 'I ) "' -E • L ,. <II> I l o V PU P L . E . ) ( 6. I Z . o U N D FA . \ . l \ ; .. 'T ., G i r l I NT E - 1 ' - i L l P ' T E P - i , qjl > . ~a o v. 01 . . r r 1 - e - r ;- ¢ - C. c l l . l N e i MO U N T \. . \ ~ H T fl ) ( T l J ( : Z , E • @l 1, . ' . l < H A U ! : f f ft > . N !- Q } - \: ' . ~ H A U ' < > T f A ~ / LI C , 1 - \ T ' C. O M e, 1 t- 1 I> . T \ o N • q, f ' , VP . P O P - I f" P , O o l " _ l' > c C , E . < ' : > ~ D ; * C. E l l . . l N . l ' 1 FA . N "'l L\ 6 1 - l i ' \ .. -• -- - ' - ' h l T " 4 ·' 2 . : 'S ' N 1 T C . \ - , 1= ~ ' I -, __ -- + - - - - - - · · ' i IQ - • \N , \ \ . . L . M o L I N i L- 1 6 t H T f l ) ( T U l " , E . : l! : J ~ e t !; " o ~ e . o t. . l Gd • \ i FI X T L I I Z . ~ . . q l' , E C . E < o ~ e t : > 'E " ' ( e t : , / 1 . \ . l . L. I C , 1 - \ 1 ; .I ? > . f l ) I T L . l ~ e . ;@ PU ' : : > 1 - 1 e. u , - r o t - . l : $ L I hi - I T < ; , ' N I T ( . , ~ . . '\ > ! > -Z . . W A . Y L-1 c, I I T ~W I T C : . 1 - \ '\ , . . . - ; W A Y L\ c - , H T ,: , w 1 - r c . l - l ► iE . L . E . P H o N E O U ' T l . t : i ► TE . L E . . G o M P U T = ~ \. ' \ O D E . I - I . -" ' -· · , A - 0 1- " _.., , ~ ( ) f: , . ~ :. " l I - k _, - v , i n J> ~ ;, u o r-1 0 I I I <;; m "" <; n I m I Y z :; ; ?C -< .. . . , 9 V m m ,_ , . _ 0 U1 .. . A I -· t S f . . _ _ I ( ) JJ ~ § C ) ~ i . ~ :+ - : ~ 1-J : \. . I C - , H T 'f l ) I . T U J Z . 5 , P>. Oo o f i - , P.> 1:: L. L. P . e, , JX X : 1 2 t; : , c ; , o ! Z - , e, 1 : 1 . . \ . . . Cl . 1 1 1 ' 1 £ ~ ~ po u e . 1 . - 1 : : 1" 1 . - 6 0 0 1 . . 1 l1 H T ' b · x : · · '" ' l . _ . . C. E \ l . \ N ( - , l" l > N "' / . , - , , . "': > ', ' \ / I T C.f l - . \ '. ' ' . . ·~ - -' - - r - , . Ft . o u i i . ~ " ' ; , C . i : : , N T \. . . . I C - i i - 1 1 ~ - - _ l ~ \ N I T C . H . I Pt 2 - . t . · W \ 1 2 - . S Fl . l ' T U \ 2 - 1 : CL C 1 • PV ' l c . F r- ~ M 0 '5 . P . ': > M 0 \ l - t E. D E T i C. TO P - Im lk ! ' , , B O H M o N O ) ( I P E . 1: > e r e c . . i o P - ~ AM FA l l \ . T f' l 2 . 0 T l i C . ' T l ' 1 ~ I rr m \. . . , E , D , eD > < r IX 1 t . . 1 1 Z i e . - S . RH R p 12 , 0 1 ' . ) o :' : l E D HA L1 c : > 1 ' - l . J2 ; 1 = - , s . 1 o c i - i c e De s i g n s 34 4 iO 1b . s- r . In c . ·- h 1 ~- ~ t 1 , 1 c.. . e~ ~ H , Fu . . - 34 5 5 Th a l i a Ro a d Ja c k s o n v i l l e . 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CO P ~ 3 " ' i 0 ' l - l\ J J , J l \ f B I D R Co 1 s t r u c t i o n fr o m th e s e pl a n s sh o u l d no t li e ur i d e r t c ' l k e n wi t h o u t th e as s i s t a n c e o f a co n s t r u c t i o n pr o f e s s i o n a l A ~ Is s u a n c e of pl a n s rn th i s of f i c e sh a l l no t re l i e v e t i e bu i l d e r of re s p o n s i b i l i t y to re v i e w an d \' e r i f y al l no t e s , di m e n s i o n s an d ad h e r e n c e to ap p l i c a b l e bu i l d i n g co d e s pr i o r to co r r m e n c e m e n t of an y co n s t r u c t i o n B D, An y di s c r e p a n c y or er r o r in no t e s , di m e n s i o n s or ad h e r e n c e to ap p l i c a b l e bu i l d i n g co d e s sh a ! I be br o u g h t to th e al t e r a : i o n of :h i s of f i G e fn r co r r e r . t l n n be f ( l r e co m m p , n r . 0 m e n t of cl n co n s t r u c t i o n . 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B E R Co n s t r u c t i o n fr o m th e s e pl a n s sh o u l d no t be un d e r t a k e n wi t h o u t th e as s i s t a n c e of a co n s : r u c t 1 o n pr o f e s s i o n a l A u Is s u a n c e of pl a n s m th i s of f i c e sh o l l no t re l i e v e th e bu i l d e r of re s p o n s i b 1 l 1 t y to re v i e w an d ve r i f y al l no t e s , di m e n s i o n s an d ad h e r e n c e t: i ap p l i c a b l e bu i l d i n g co d e s pr i o r to co m m e n c e m e n ' . of an y co n s t r u c t i o n . ,, ~ "' 0 z ~ An y di s c r e p a n c y or er r o r in no t e s , di m e n s i o n s or ad h e r e 1 1 c e to B D, ci p p l i c a b l e bu i l d i n g co d e s sh a l l be br o u g h t to th e al t e r a t i o n of th i s of f i c . e fo r co r r l : : ! r . t i o n be f o r e co m m r : m c e r n F : J n t of <m r. o n s t n 1 d o n An y re v i s i o n s or ch a n g e s , no t re l a t e d to th e co r r e c t i o n of er r o r , th a t . ar e ma d e af t e r th e fi n a l pl a n s ha v e be e n co m p l e t e d sh a l l be su b j e c t AM . 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VINYL SOFFIT PR01ECTION OF PROJECTIONS LESS THAN 5' FROM PROPERTY LINE SEE ELEV. 2x4 BLOCKING e.1. •z 11 eA1'. r INe INST Al.U:D FRI TO e UNDER PAPER fl METAL LA C.ONT. Pr lx4 METAL FLASHINe INSTAU..ED ON TOP OF ROOF FELT 4 PRIOR TO TILES '°"1ER CHANNel. FLASHINe --- ER BUILDING PAP!:R 4 BUii.DiNS LATI-1 COMT.Pr lx,4--~ FLAT CONC. Tl o/ P.T. FURRINS STRIPS MINERAL SURFACE MODIFIED IT\JMEN, 1:20 MM. THICK, w/ Fl61:R6 REINFORCEMENT, EO>SE:l'{'<ND PENETRATIONS TO BE :=l"'-.,::V w/ PLASTIC CEMENT O'IIEI<. SOIi FELT ON 5/8 CDX 5TRLJC,,"RJR,¾. PL YHOOD w/ Pl-YCl-lP5 ~" 1-llDE CONT. RO FLA5HINe NAILED TO SIDE OF lx4 ....,,._ ____ __, FACE OF 51-ieATiilNe I PRIOR FING TO WALL FLA61-i ICE4-~ WATER 51-!IEl-D IF Fl-ASI-IING VALLEY FLA61-ilN SCAl-E, ~" • 1'-011 ',L------ REVISIONS BY . . . . . .• . . . .... ""' -·' ------------ -.(' ill CHECKED . . .. · OATE 11-\A{Z,, 2--.-, 1.0-Z,O OF A~:~- .. 10 ' SHEETS WINDOW INSTALLATION (METHOD B-1) WINDOW INSTALLATION (METHOD A-1) • /i..l"Pt.'!'.WEA.,1-11;~ ~Anre.12. - Ov'e~IFrD;·,;;HE;&,.TI':i\\,l6; " . WEATHER RESITIVE BARRIER (l'IRB) APPLIED PRIOR TO 1HE ~NOOW INSTALLATION. WEA1HER RESlllvE BARRIER (VIRB) APPLIED PRIOR TO 1HE ~NDOW INSTALLATION. • R:>IJ) BARRS\1.-i JN. f .. .. .·- SIEl:.S. IN WAlIR 9-IEOOING fA9ilON, STARTNG AT ll£ BASE OF TI-IE WALL & ~NC TOWARDS THE TOP. !NSTilU. THE ~ TO TI-tE: FACE r# l1£ SJ;EATHIMG. Q) APPL V Sill. FW~NG APA. y JAMEi Fl..ASlffiG © APPL V BEAD f£ SEAl.N<T AROUtD lHE PERIMETER OF' 1HE BAO( SlllE (INlERIOR SURFACE) CF WINDOW MOONTING FLANGE. IMME01ATELY INSTAU.. WINDOW USING PAN HEAD SCREWS TO FACRJTAl[ INSPEC11CH.. {6) N'PL Y BEAD OF SEAL.NIT ACROSS TI£ FACE OF IIOONTING FLANGE AT HEAD (Z) APPLY HEAD FLASHNG tmDOWE PRElttrusL Y APPLIED '!#fAP[, IJ.l.OIMNG ~ TC LAY Fl.Al OYER HEAD FLA9ilNG, APPLY NEW SHEATHING TAPE 0\9 DIAGONAL CUT -SEE ~A""'"- FLASHING APPLIED BEHIND 1HE MOUNTING FLANGE. SECTION A 1HROUGH IMNDOW JAMB ,d -~T BEAD B£1llfiN MOUNTtlG fl.ANGE AND FLASHING. @Ap~ Y A 1:• NOM. DIA. BEAD OF SEALANT TO 11£ BACKSIDE (INTERIOR) Of 11£ MOUNTING FLANGE AROUND 'THE ENTIRE P~lilrmt. PLACE BEAi) IN LINE WITH AHY PRE-PUNCHED HOl.£S OR SLOTS. AEIIB !NSTAI LATION SEAL AU. CORt£RS OF' MECHANICALLY JOINED FRAMES TO SEAL FRAME SEAM ~NCTURE. ~--f!,AS ING 1'T HEAD ElClENDS 1• BEYOND JAMB FLASHING. x::~r-------..._~<ZJ HEAD Fl ASH<NG '' APPLY A CONT. SEA!. ALONG WOUMllNG n.ANGE iltT 1HE HEAD. FLASHING GOES O'VER MOUNllNG FU.NGE. EMBED BOTTOM OF 1-EAO FLASHING AGAINST SEALANT (Ft.ASHNG l)(E$ OYER SEALAN1'). EXlEND HEAD FlASHING BEYON) EACH JAMB FLASHING. F"51EN IN Pl.ACE. ~ (j)IN WATER SHEDOING FASHION~ STARTING AT Tl-£ BAS[ OF lHE WALL & WCRK!NG lOWARDS 1HE l'Cf', INSTALL TH[ YiRB TO THE FACE or 1)£ SHEAlHING. (ZI APPLY SIU. Fl...AStlNG APPLY BEAD Cf' SUJ.ANT AT BACI< or M"'10W FLANGE ,t SET WINDOW USINC PAN HEAD SCREWS TO FACILITATE INSPECTION. @APPLY BEAD OF SEALANT AT SIDE JAMBS. EXTEND 8 Jr' ~ APPLY JAIIB FLASI-ING APPLY BEAD CF SEALANT AT HEAD (Z) APPLY H£1,0 IUSHING @REWO'JE f'RE\JIOOSl.Y APPL.JED TAPE. AU..O'IVING 'tliRB TO LAY FLAT OVER HEAD FLASHING. APPLY NEW SHEAlHtiC TAPE O\£R DIAGONAL CUT -SEE DIAGRAM. FLASHING APPLIED O\oER 1HE FACE OF THE MOUNTING FLANGE. SEAL n£ WINDOW FRAME TO OPENING. APPLY A "• NOU, DIA. TO 1HE BACKSIDE (lfl'ERIOR) CE TH£ WINDOW FLANGE. tf LINE '11TH ANY PRE-PUNOIEO HOL!S OR SlOTS. ~JAMB FLASHING APPLY CONT. SUL. TO Tl-i£ MOUNTING Fl.ANGES AT THE TOP (HEAD) AND S1D£S (JAMBS) CF 'MNOOW. EXTEND SEALANT AT JAMBS B 7'.• ABO~ 1HE R.O. AT 1£AI>. EWBED JAMS FLASHING INTO SEAJJ,NT ANO f' AS10f IN PLACE: {f'LASHINC G(£'S 0\0 SEAl..ANl). SEC]QN A THROOGH WMDOW JAMB . . . ,d _,.-----3---- FlASHNG ~~ BEAil BmEEN FU&IING NI> MOUHllNG FtHIGE. ~EAD fl.ASHING EMBED BOTTIJ.I Cf' THE l-£AD FLA9-IINO AG>JNST TI£ PRE'tiOUSLY N'PlJED SEALANT (FU9-t1NG GOES <MR SEMNITl. EXltNO l-£AD FUS-l)Nt\ E!E'l'0M) EACH JAMB FLASHING. FASTEN IN Pl.ACL . Al00t-lO .\.:lo 1".151;, ... ..:. __ ..:. ____ ..:._· __ c..c:_ •. ·c:..._·_ +--111-1 • 11--!STb.L.L 'Doo]•;::J~LUl1e>~,t-~~---"'11 · •· L '-' "" 1 .... J.-e."·•·t·,n.,, ,:; .. ec=,,.··· · .. ~•~~,-~n~~~~--~-~-~-~-~~I Mb.'~-F. ex "'fC:::-t:;· --,-1£ 1 • !::IF'i-vlr. 'T\Clrn . • s.e--r· · 'TH12it:5\"DLP:n.;r_:.: ... : bi:D oF S~U.. t-lT . ~;-/\ppi:.. y· e;e:ti:\:mr··cr , l '' Co"'ci"' n"" i: F" . ._,..,. ... -·----'-, ' . 7 ___ .)::,',;, ... ,.,-, I .. ~ .... CJ l"'I I " '-. : •--·l:lf4;'S::.-CE:.:r:14EE5Wa:t:.t1, _ _ --»· .. · ~:= :S::r£P 0+;:1·i;-----N,:r: ~ :· -~-:::;.~ •M' : ,: NC>Te~A. T \.ff·\f?.~QJ':'e,c.-:r: ·--pc;::)1t.S-:;·ee1Tr-cr~~-Di:-~ . .IAMl!:i -SHALC~l''.:~:r;·•..,. _~. -i----"' QJ1,Dli'?~Y ~~'SJ'SIANf .. . \"\A Te: t2, IA, L. • . ~ ~ . '~ l'f.l;;,T4_\.,L. 4 11 N1oe;:..:._1--~ .. ' . . 5 ~ t:r0-A1::>1J1= ~\}.\~~ •· ~ .JAMB FLASHING ElOENO ~B Fl..J..SHING TO O\€RLAP SILL FLASHINC. EXTEND JAWl:I FLA9-IING 8 "'• (220MM) ~OVE ROIJGli OPENING AT HE-'O. APPl'Y TAPE AT CORNERS TO TEMPORARILY Ha.D rLAS-!ING N PLACE UNTIL lflRB IS APPLIED. INTERIOR VIEW TOP I.EFT CORNER Of 'MNOOW @ .JA'IB FLASHING --ii--.L. EXTDll JAWl3 Fl..ASHtlG TO """1AP SU FLASHING. EXTINO JAMB Fl.AS-IINO 8 Jll ABO'vE ROUGH -ME.Mt;;BUFJE:'"·Fl]l;£Flt D Vi: ~ LJ).f f!I·:t",i ::t:ce:>_&. . I II . . fl<t,.t,,(S V-4 .. - - -.. ·} \ _, ... : ... ::: SHIW AND AOJJST 'MNCOW 10 AQ-IIE\£ ~NIE. PLUMB, AND I.E',E.. CONDmON. USE cc:mosON RESISTANT FASl[NERS. FASTEN WINDOWS PER 'MND01¥ MANUrAC11JRER f.A.SrotER SPEClflCATIONS. CDWEAU:!!:8 RESISTANT BARRlfR ~1'8) AT A -45 DEE ANGLE. CAREF'l.lll Y OJT '!HE BARRIER ON .A. DIA(,()N,\L GEN1l'I' RAISE lHE TOP EDGE Cf" lHE BARRIER UP AND TAPE lHE TOP CORNERS AND CENTER TO 1HE OO'ERIOR Mi!B SURFACE: ABO\£. !iQJ1;;_ NO WJI.B. REQUIRED O C.M.U. EXTERIOR '---~. E LAT!-! AT 7" ola, w/ MlN 3/4" PENETRATION INTO~. .. ·. L OPSollNG AT l£AO. lUCK TOP Of JAMB FLASHINO UNDER THE n» OF JIR8 AT THE HEAD. SEE DIAGRAM. ED-I ,, .. . -.,.,..,___ :f~HGiU~D~~ ; I t; ~--· MATE~ _ ·,j SHY AHO ADJ.JST MNDOW TO A0-11EVE sctJARE. PUJMB. AND l.5fl. CCNDl110N. USE CORROSION RESISTANT F~TINERS. FASTEN 'MNOOWS PER 'MNOOW MANUFAC'TURER SPEQF1CA1DIS, ©gA]lfll RESISTANT BARRIER ~B~ AT A 45 DE CLE, CAREF'ULLY CUT 1HE BARRIER ON A DIAGONAL aarn.. Y RNSE lHE TCII tDG£ €J: 'Ill£ BARRIER UP AND TAPE 11£ ~ ~NERS AND CENTER TO THE EXTERKR WRB SURF ACE ABOVE. ~ NO W.R.B. REQUAED O C.M.U. EXTERIOR INTERIOR VIEW TOP LEFT CORNER Of WINDOW -"-·---~ SEALANT ~================l:l:ll' _· 126e>~--~f~1ii~c:.:i-~-f-Ns-iiL-c~r ,oN. Pe.f~ILt=N;:r.s····-· _·'f>_c.l,._ FSC • 101. '2.,4 ~-F. B.C:::¥;'1021.S-:-·:· !11"----u,lA;E~ ~E!>l€iT At,.;T PAFe.R.t!::R ( :! L.A"fS.Fe& Fl:EGt,:~RiOJ, -•:. -,..-· I1:l" 5-TUCCO {f-'jlN.J -4-+-"'~;:.., MID-WALL General Notes: 1: Stucco~•--""" 10. 7/a'', 3-coat plication. 2. Stucco on masonry shall be min. 1/2", 2-coat application or 518", 3-coat application. 3; WRB should extend down, over the upper flange · · of weep screed or accessory in a shingle-lap fashion, • FBC-R703.14 requires flashing or oj:her approved drain,ail:e~rtem (similar~ the detail abo~e) at _the base of framed walls over masolll)I ~al(s: One:picce an'!1,W__?-piece access · e ava1lable to meet this requ1rement. / _,,_ DRAINAGE RI~, ~ z l ~ --:, ,.,.!_E; .. o~~~~-~ ... -=M>IBNDEDY r: raised off concrete and aligned with the face of the foundation. Care must be taken to construct foundatii>n walls .··-· -~ RNATI~ I ----·-··"· - • The tennination of the stucco at the base of a wood structure shall he per AS A weep screed shall be installed per ASTM Standard !063-03. See below: / straight and · In areas where the bottom of the wood structural panel is exposed, it shall have an 'E 'rior' Bond Classification (' osure 1' is not rated for long-tenn el<posure) or be otherv,ist; protected a own. in the .. ALTERNATIVE ill . on, or as approved by the Building Official. BOAF Inforinal lntcrpreta ' n Number 26S6; attached, may be used b e Building Official for guidance as to the intent of the Florida Build" Code. · • • 6 '-{f', f.:Jl'.J, ~-------~--1'-I ,· ,-i. '>'-C.o-CU 0,-,--,,_...---------------+-:,,f---'1- • \A.I I~ LL S \-1 E. r.:; c1 l I'\ (1 • -. --------+-+------~,Ill ·\-lo\.) 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T' \-1 I i'\ (-, f: l-:Z.. c TU 1'2-. i'l Fl NI":>\-\ r-ouN PAT'I e:,N 0Ll[Z;t="A,,CE., 'Ti;[ 11 -1<,------,"-- 1 Y2 ('_ la:\--1 E.t-\ T ,,.,__ __ Al'\C\J.Cl[Z., i=,01-T ~1<,a!JT Si"'if.>ePDt:.D ,,--~~ -z.x · f'. -r. . . '::> I '-'-f' L.A TE.. • -. t • 6\1,IC.l~ 4/or,, MASD • f--1 E:TA. L Tl E:. , ---~...-------1>-,.,..=b' • FLi:..S\:\\'f-\4. /_PEP-. M~THD • ':>TE c. L LI N T c:.L , -~_..--..,,_____:__~~t/ • WEEP \-lo L €.. ~(pe:=:t2.~c:;,=o:r.>:e.~==~~~ • ':> E; I\ I:./... HT, ---r==:Y • P-,1'-, I c. I', ..\ is. c-1 D \(Els-\ c,'i:.(Z., ·SEAL.. ~N. T. , e,r,z.l C.\', SI LL . • fl.AS\-\\ \4-::'i .(PE.V-. M • WI:: !:f' \\ OL\c. • f l 3 ~"-xi y,_..,,, Met">--L \:LA~J1 ~ ~f "t WAit=~ P~r f!>R1C~ c~--... --------!~.' ... ---~ ,, (-.......,__, • T:'l/s1t-,'1 D(Z-, E..quila.t... VP./f'ofl-. ----v---1H1 ;:::::) ·Bi.. t<.t2. l E'?,. (\:J ,~"\"'.')'++---• z l< · i \\..IC.\-1 J:.\[Z, ~?1'.r.:.E..(M1N~---_J;;;~~ll>tj • \NALL s \-\ \=:::.I!,\ t-1 l 1'\ b\ .-----t;;;;ttL'":::...>-,., a ME1t,.L 1IE7,(fe11-.. 11'-'PE:.~---_.._ '• r.,,r,z.1c.1,-, 4/orz_ Mb..'::>ON\2-Y 1-i==I Ve::.Ne:e:rz.. .. • -- ~ / /· ~--~nr=TiT- _ 1 tt=. t==t 1-'.i-..,,-------,.'-~ C..M U ":,,EJv\-\-,/ A,-LL =\\\!='==I ,--' . ' ·. ' ' ~ of'T10NA-L MciN'ot..lTHt / :--C:oNC, l"'<!>c"JTLf":l-C. .Y>/ :: / . 6\t.\'"1;:Jt:; L l:iPi:1 E: -.. · ' , •• •• ,' ' / A , I tc -( • 1.,- 1 • ... ,!_ •• · -, , . ~.t-.:-"/--:-t-~ '-.01'-'C, ,-0 = ' N~-, ' .. I-:: ~----. f~-· .. -~... ~ -4 : ":___/'. ~ '-· . I .. 0 (OP1Dl4A L) A?~tt -rYP I(',~ h: -~:P~ 1c'"is/17-t~?ft~;.,\/1=-1--l E EP:i. f~6.~J:U.t1 C7__~~-~T: REVISIONS BY u.l v z w 0 -J\ • ' :5 l:l.l ~ u_ "Z \-' :r. ~ t.U ~ µl ~ 't£" ill ~ \-~ ':I ~ 0 ~I 0 ill - {) ~ \- ~ ~ -z ~ ~ ~ -' li '""t" Ji ~ ~ DRAWJ 1Z. \ . ~ CHECKED DATE . Mt. \'Z. , '2. , ?.o 2.0 A'5 SCALE Hc-reD JOB NO. "Z,O -z.. B q '1 -R AE:io io OF SHEETS PPI20-0004 LEGACY Geotechn/ca/ & Materials Engineering & Testing Calibration & l'roduct Testing ENGINEERING, INC 6424 Beach Boul~vard Jacksonville, FL 32216 E: dpotter@legacyengineerlnginc.com Phone 904-721-1100 Dispatch 904-735-1100 Cell 904·322-4797 PRIVATE PROVIDER CONTACT INFORMATION Services to be provided: D Plan Review D Inspections (Foundation/Slab) D Inspections (Above Slab) D Inspections (Mechanical) D Inspections (Plumbing) D Inspections (Electrical) af Inspections (Complete Permit) NOTE: Private Provider to perform all inspections in the category selected. Name of Firm: Legacy Engineering, Inc. Primary Contact: David Potter Phone#: 904-868-0112 OWNER & PROJECT INFORMATION Permit Number: ________________ _ Address: 349 10th Street, Atlantic Beach, FL 32233 CONTRACTOR CONTACT INFORMATION Primary Contact: _K_.C_. B_a_rry,:_ ______ _ Posi tion: Managing Member Phone#: 904-686-4148 Secondary Contact: ___________ _ Position: ______________ _ Phone#: _______________ _ -c2f' Residenti al D Commercial Property Owner: Murray Halton Jr. '2f Individual O Corporation O Partnership Primary Contact: _K_.C_._B_a_r-'ry'-----------Phone#: 904-686-4148 I have elected to use one or more private providers to provide building code plans review and/or inspection services on the building that is the subject of the enclosed permit app l ication, as authorized bys. 553.791, Florida Statutes . I understand that the local building official may not review the plans submitted or perform the required building inspections to determine comp liance with the applicable codes, except to the extent specified in said law. Instead, plans review and/or required building i nspections will be performed by licensed or certified personnel identified in the application. The law requires minimum insurance requirements for such personnel, but I understand that I may require mor e insurance to protect my interests. By executing this form, I acknowledge that I have made inquiry regarding the competence of the licensed or certified personnel and the level of their insurance and am satisfied that my interests are adequately protected. I agree to indemnify, defend, and hold harmless the local government, the local bui lding official, and their building code enforcement personnel from any and all claims arising from my use of these licensed or certified personnel to perform building code inspection services with respect to the building that is the subject of the enclosed permit application. I understand the Building Official retains authority to review plans, make required inspections, and enforce the applicable codes · within his or her charge pursuant to the standards estab lished by s. 553.791, Florida Statutes. If I make any changes to the listed private providers or the services to be provided by those private providers, I shall, within 1 business day after any change, update this notice to reflect such changes. The building plans review and/or inspection services provided by the private provider is limited to building code compliance an d does not include review for fire code, land use, environmental or other codes. and accurate to the best of my Knowledge . NOTARY AS TO OWNER Before me this cU. day of ~ ,20 ~ K.C. Barry Print Name 10/26/20 Date CR O S S S E C T I O N A - A N. T . S . A A SITE DRAINAGE PLAN SHEET NO.REVISIONS349 10TH STREET FOR CHESAPEAKE CUSTOM BUILDERS2670 ROSSELLE STREET, SUITE 8 JACKSONVILLE, FLORIDA 32204 C.A. NO. 29643PHONE: (904) 551-4945 ALPHA SOUTHEAST C-1 11 . 2 11.2 10 . 6 10.6 AL L AM E R I C A N SU R V E Y O R S OF FL O R I D A , IN C . lA N D SU R V E Y O R S - 37 5 1 SA N JO S E Pl A C E . SU I T E 15 - JA C K S O N ' I I L L E . FL O R I D A . 32 2 5 7 - 9r H / 2 7 9 - 0 0 8 8 - LI C E N S E D lA N D BU S I N E S S NO . 38 5 7 TH E LA N D SH O W N HE R E O N IS IN TH E SP E C I A L FL O O D HA Z A R D ZO N E •x • AS SH O W N ON FL O O D IN S U R A N C E RA T E MA P 04 0 9 J FO R TH E CI T Y OF JA C K S O N V I L L E , FL O R I D A , DA T E D 1 1 - 0 2 - 1 8 DE N O T E S FO U N D 1 /2 " O ~ ~ P ~ . J 1 ~ ~ S E NO l E D YN - DE N O T E S WA T E R VN . V f . :i ; c - DE N O T E S FI R E HY D R A N T - - . r - DE N 0 1 E S DIR E C O O N OF FL O W cO ' - DE N O T E S WO O D PO W E R PO L E CR B - DE N O T E S CA B L E RI S E R BO X (O O . O O J . - . . . - DE N O T E S TO P O G R A P H I C SP O T EL E V A T I O N (H A R D SH O l ) (0 0 . o J _ _ . , - DE N O T E S TO P O G R A P H I C SP O T EL E V A T I O N (G R O U N D SH O l ) FN D 5/ 8 " IR O N RO D NO I. D . TO P AR E A (9 . 0 ) = 82 8 BO T T O M AR E A (8 . 0 ) = 22 1 DO W N SP O U T (T Y P . ) 6" PE R F O R A T E D PI P E TO P AR E A (9 . 0 ) = BO T T O M AR E A (8 . 5 ) = YA R D DR A I N TO P 8. 5 N8 9 " 5 7 ' 1 O" W SO U R C E BE N C H M A R K · NA I L & DI S K ON NO R T H W E S T CO R N E R OF TE N T H & EA S T CO A S T DR I V E - PO S T E D A - 4 5 EL E V A T I O N : (1 0 . 3 6 ) EL E V A T I O N S SH O W N HE R E O N RE F E R TO NA V O OF 19 8 8 99 . B B ' ( A ) 10 0 . 0 0 ' ( P ) BE N C H M A R K · SE T NA I L & DI S K LB 36 7 2 EL E V A T I O N : (8 . 3 6 ) LO C A T E D S0 2 ' 4 0 ' 1 4 " E - 1 1 . 5 4 ' FR O M PR O P E R T Y CO R N E R EL E V A T I O N S SH O W N HE R E O N RE F E R TO NA V O OF 19 8 8 . _ CR O W N OF Rc l A D (8 . 1 1 ) 10 T H ST (4 0 ' RI G H T OF WA Y ) DI M E N S I O N S SH O W N HE R E O N AR E PE R FO U N D A T I O N PL A N LO T 26 HA L T O N RE S I D E N C E , RT LO T SI Z E 7, 5 0 0 ± SQ . FT . DR I V E W A Y TO R/ W LE A D WA L K AP P R O X I M A T E SI D E W A L K RI G H T - O F -W A Y LE N G T H TO T A L IM P E R V I O U S AR E A PV C PI P E (T Y P . ) 2 3 1 ± SQ . FT . 2 5 7 ± SQ . FT . 2 1 7 ± SQ . FT . 50 . 0 0 ' FT . 3, 2 1 4 ± SQ . FT . (I M P R O V E M E N T S NO T LO C A T E D ) . _ CR O W N OF RO A D (B . 1 5 ) ... . ,, , N "' ( . ) >- - 0 0 . . . J Il l .. . J 60 0 . 0 0 ' ( P ) 4' WI D E OV E R F L O W WE I R 8. 9 43 % MA P SH O W I N G PLOT PLAN OF LO T 26 , BL O C K 13 AS SHOWN ON MAP OF AT L A N T I C BEACH AS RE C O R D E D IN PL A T BO O K 5 PA G E 69 OF TH£ CURRENT PUBUC RECORDS OF DWAL COUNTY, FLA. C£ R n F l £ D TO: ON£ £LEVEN CONSTRUCnON, LLC F. F . EL E V 0:: : : O S: --- u i5 I - ii : Vl b < ( ~ LL . I DRAINAGE NOTE: 1. THE COVERED PORCH AND STOOP SHALL BE SLOPED AT MIN. 1% AWAY FROM STRUCTURE. AT THE CONNECTION POINT OF THE PORCH AND STOOP.THE TYPICAL ELEVATION DROP SHALL BE 4 INCHES. 2. GROUND ELEV. AT FOUNDATION SHALL BE MIN. 6IN BELOW F.F. ELEV . 3. CONTRACTOR SHALL BE REQUIRED TO BE WITHIN +/-0.1 FT OF DESIGN ELEVATIONS. 4. DOWNSPOUTS ARE TO BE CONNECTED TO UNDERGROUND DRAINAGE 6" SOCK DRAIN PIPE WITH POP-UP EMITTERS PLACED AT PROPERTY LINE. 5. GUTTERS ARE SHOWN FOR ILLUSTRATION PURPOSES ONLY. GUTTERS SHALL BE DESIGNED PER MANUFACTURER'S RECOMMENDATION. DR A I N A G E LEGEND )M OO. O PROPOSED SPOT EL. ~ PRE-FLOW ARROW ~ POST-FLOW ARROW (0 0 . 0 ) 0 EXIST. SPOT EL. TREE PROTECTION X TO BE REMOVED PROPOSED SHALLOW SWALE - - ~ SOCK DRAIN PIPE WITH POP-UP POI" EMITTER GRAPHIC SCALE 2L~_J----------L_JD--1~0 ( IN FEET ) 1 inch = 30 ft. PRINTEDCOPIESCFlHISDDCl.lEITARE NOTCCJrlSIDEREDSIIIEDANDSfAl.fll -""llHESIGNAl\JREt.l.JSTIEYERFIED QN~El.fCTRONICCOPIES. PLOT DATE: 10 12 2020 DRAWN BY: KG DESIGNED BY: RDP CHECKED BY: RDP SCALE: AS NOTED JOB NO.: 71801 .DD 6904 Parke East Blvd. Tampa, FL 33610-4115 MiTek USA, Inc. RE: E2747 - Halton Residence Design Code: FBC2017/TPI2014 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 37.0 psf Design Program: MiTek 20/20 8.3 1 of 2 This package includes 53 individual, 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. General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Floor Load: N/A psf Site Information: Lot/Block: . Customer Info: Chesapeake Project Name: Halton Residence Model: . Subdivision: . Address: 349 10th Street, . State: FLCity: Atlantic Beach Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: Chris Sabourin License #: 71461 Address: 235 9th Ave N , . City: JACKSONVILLE BEACH State: FL July 31,2020 ORegan, Philip The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Gleckler and Sons Building Supplies. Truss Design Engineer's Name: ORegan, Philip My license renewal date for the state of Florida is February 28, 2021. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. No. Seal# Truss Name 1 T20896100 A1 Date 7/31/202 T20896101 A2 7/31/203 T20896102 A3 7/31/204 T20896103 B1 7/31/205 T20896104 B2 7/31/206 T20896105 B3 7/31/207 T20896106 B4 7/31/208 T20896107 C1 7/31/209 T20896108 C2 7/31/2010 T20896109 CJ1 7/31/2011 T20896110 CJ2 7/31/2012 T20896111 CJ3 7/31/2013 T20896112 CJ4 7/31/2014 T20896113 CJ5 7/31/20 No. Seal# Truss Name 15 T20896114 CJ6 Date 7/31/2016 T20896115 D1 7/31/2017 T20896116 D2 7/31/2018 T20896117 D3 7/31/2019 T20896118 D4 7/31/2020 T20896119 E1 7/31/2021 T20896120 E2 7/31/2022 T20896121 EJ1 7/31/2023 T20896122 EJ2 7/31/2024 T20896123 EJ3 7/31/2025 T20896124 EJ4 7/31/2026 T20896125 F1 7/31/2027 T20896126 F2 7/31/2028 T20896127 F3 7/31/20 This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 6904 Parke East Blvd. Tampa, FL 33610-4115 MiTek USA, Inc. RE: E2747 - Halton Residence 2 of 2 Site Information: Lot/Block: . Customer Info: Chesapeake Project Name: Halton Residence Model: . Subdivision: . Address: 349 10th Street, . State: FLCity: Atlantic Beach No. Seal# Truss Name 29 T20896128 F4 Date 7/31/2030 T20896129 F5 7/31/2031 T20896130 F6 7/31/2032 T20896131 F7 7/31/2033 T20896132 F8 7/31/2034 T20896133 F9 7/31/2035 T20896134 F10 7/31/2036 T20896135 F11 7/31/2037 T20896136 F12 7/31/2038 T20896137 F13 7/31/2039 T20896138 F14 7/31/2040 T20896139 F15 7/31/2041 T20896140 F16 7/31/2042 T20896141 F17 7/31/2043 T20896142 F18 7/31/2044 T20896143 F19 7/31/2045 T20896144 FT1 7/31/2046 T20896145 G1 7/31/2047 T20896146 G2 7/31/2048 T20896147 G3 7/31/2049 T20896148 H1 7/31/2050 T20896149 H2 7/31/2051 T20896150 HJ1 7/31/2052 T20896151 HJ2 7/31/2053 T20896152 HJ3 7/31/20 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 512 =3x6 =2x4 =3x6 =4x6 =3x10 =3x6 =2x4 1 9 8 72 3 4 13 14 15 5 6 2-0-0 -2-0-0 4-3-8 9-11-8 5-8-0 5-8-0 6-5-8 16-5-0 6-3-12 16-5-0 10-1-4 10-1-4 5- 3 - 9 0- 4 - 1 4- 5 - 1 3 4- 5 - 1 3 Scale = 1:39.9 Plate Offsets (X, Y):[2:0-3-0,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.20 8-12 >966 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.41 8-12 >467 180 BCLL 0.0*Rep Stress Incr YES WB 0.25 Horz(CT) 0.01 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight: 82 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 5-3-13 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-5-8, 7= Mechanical Max Horiz 2=157 (LC 12) Max Uplift 2=-149 (LC 12), 7=-133 (LC 9) Max Grav 2=709 (LC 21), 7=608 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43, 2-3=-994/247, 3-4=-660/138, 4-13=-560/158, 13-14=-560/158, 14-15=-560/158, 5-15=-560/158, 5-6=0/0, 5-7=-570/213 BOT CHORD 2-9=-331/894, 8-9=-331/894, 7-8=-13/27 WEBS 3-8=-374/190, 4-8=-31/137, 5-8=-180/655 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.0psf; BCDL=5.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior (2) -2-0-11 to 0-7-13, Interior (1) 0-7-13 to 9-11-8, Exterior (2) 9-11-8 to 14-2-7, Interior (1) 14-2-7 to 16-5-0 zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 5 degree rotation about its center. 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 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 133 lb uplift at joint 7 and 149 lb uplift at joint 2. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Halton Residence T20896100A1Half Hip 1 1E2747 Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:38 Page: 1 ID:kCYUqQYaeLw7gfEkZ2TmwjysaAR-LhVPReJM6fSgpPnucFScwzk9Z6Mcq_b5K9qDRCysYL0 This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I I ::r::: Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 512 =3x6 =5x6 =3x4 =3x4 =3x4 =3x6 =2x4 1 9 8 72 13 3 14 4 15 5 6 2-0-0 -2-0-0 4-0-12 12-0-12 4-4-4 16-5-0 8-0-0 8-0-0 8-1-12 8-1-12 8-3-4 16-5-0 4- 5 - 1 3 0- 4 - 1 3- 8 - 1 3- 8 - 1 Scale = 1:39.8 Plate Offsets (X, Y):[3:0-3-0,0-2-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.11 9-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.23 9-12 >847 180 BCLL 0.0*Rep Stress Incr YES WB 0.34 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight: 77 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-8-2 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-5-8, 7= Mechanical Max Horiz 2=134 (LC 12) Max Uplift 2=-155 (LC 12), 7=-148 (LC 9) Max Grav 2=709 (LC 21), 7=608 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43, 2-13=-908/176, 3-13=-832/189, 3-14=-767/220, 4-14=-767/220, 4-15=-27/0, 5-15=-27/0, 5-6=0/0, 5-7=-124/77 BOT CHORD 2-9=-225/768, 8-9=-166/511, 7-8=-166/511 WEBS 3-9=-9/142, 4-9=-73/349, 4-7=-649/222 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.0psf; BCDL=5.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior (2) -2-0-11 to 0-7-13, Interior (1) 0-7-13 to 8-0-0, Exterior (2) 8-0-0 to 12-0-12, Interior (1) 12-0-12 to 16-5-0 zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 5 degree rotation about its center. 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 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 155 lb uplift at joint 2 and 148 lb uplift at joint 7. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Halton Residence T20896101A2Half Hip 1 1E2747 Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:40 Page: 1 ID:kCYUqQYaeLw7gfEkZ2TmwjysaAR-lGAY3fLFPaqFgtWTHN0JYcMdxKOl1IsX072u1XysYKz This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I I ::r::: Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 512 =3x4 =4x6 =3x4 =3x4 =3x4 =4x6 =4x6 =3x4 NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 1 10 19 9 20 8 21 22 7 2 3 14 1516 4 17 18 5 6 2-0-0 -2-0-0 5-0-12 11-0-12 5-4-4 16-5-0 6-0-0 6-0-0 4-11-0 11-0-12 5-4-4 16-5-0 6-1-12 6-1-12 3- 7 - 1 3 0- 4 - 1 2- 1 0 - 1 2- 1 0 - 1 Scale = 1:39.7 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.06 8-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.13 8-10 >999 180 BCLL 0.0*Rep Stress Incr NO WB 0.66 Horz(CT) 0.03 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight: 78 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-8-11 oc purlins, except end verticals, and 2-0-0 oc purlins (3-11-1 max.): 3-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-5-8, 7= Mechanical Max Horiz 2=110 (LC 8) Max Uplift 2=-191 (LC 8), 7=-189 (LC 5) Max Grav 2=1063 (LC 17), 7=1230 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43, 2-3=-1934/216, 3-14=-1745/209, 14-15=-1745/209, 15-16=-1745/209, 4-16=-1745/209, 4-17=-1606/232, 17-18=-1606/232, 5-18=-1606/232, 5-6=0/0, 5-7=-1094/240 BOT CHORD 2-10=-214/1733, 10-19=-232/1606, 9-19=-232/1606, 9-20=-232/1606, 8-20=-232/1606, 8-21=-11/59, 21-22=-11/59, 7-22=-11/59 WEBS 3-10=0/357, 4-10=0/168, 4-8=-583/219, 5-8=-249/1742 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.0psf; BCDL=5.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 5 degree rotation about its center. 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 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 189 lb uplift at joint 7 and 191 lb uplift at joint 2. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) "NAILED" indicates Girder: 3-10d (0.148" x 3") toe-nails per NDS guidelines. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 250 lb down and 155 lb up at 6-0-0 on top chord, and 161 lb down at 6-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-3=-54, 3-5=-54, 5-6=-54, 7-11=-20 Concentrated Loads (lb) Vert: 3=-203 (B), 5=-97 (B), 7=-54 (B), 10=-116 (B), 14=-79 (B), 15=-79 (B), 17=-79 (B), 18=-79 (B), 19=-47 (B), 20=-47 (B), 21=-47 (B), 22=-47 (B) Job Truss Truss Type Qty Ply Halton Residence T20896102A3Half Hip Girder 1 1E2747 Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:41 Page: 1 ID:ZLwm4TdLDBgGOahuvIaA9_ysaAL-lGAY3fLFPaqFgtWTHN0JYcMg3KPY1DsX072u1XysYKz This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I I ::r::: Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 512 =3x6 =2x4 =3x10 =4x6 =3x4 =2x4 =3x6 1 8 7 62 17 531615 4 2-0-0 -2-0-0 3-2-8 8-2-8 3-2-8 11-5-0 5-0-0 5-0-0 5-0-0 16-5-0 8-2-8 8-2-8 8-2-8 16-5-0 4- 6 - 1 3 0- 4 - 1 3- 9 - 1 Scale = 1:35 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.08 8-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.17 8-11 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.19 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight: 70 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 5-1-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-5-8, 6=0-5-8 Max Horiz 2=57 (LC 11) Max Uplift 2=-167 (LC 12), 6=-84 (LC 12) Max Grav 2=725 (LC 1), 6=600 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43, 2-3=-1094/276, 3-15=-852/195, 4-15=-845/204, 4-16=-847/215, 5-16=-855/206, 5-17=-1075/289, 6-17=-1115/282 BOT CHORD 2-8=-211/984, 7-8=-214/1011, 6-7=-214/1011 WEBS 4-8=-71/487, 5-8=-317/152, 3-8=-286/139 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.0psf; BCDL=5.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior (2) -2-0-11 to 0-7-13, Interior (1) 0-7-13 to 8-2-8, Exterior (2) 8-2-8 to 11-2-8, Interior (1) 11-2-8 to 16-5-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 5 degree rotation about its center. 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 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84 lb uplift at joint 6 and 167 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Halton Residence T20896103B1Common61E2747Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:41 Page: 1 ID:CO6t1mZCPf2_Ippw6l_?SwysaAQ-DTkwG?MtAuy6I05gr5XY4pvuDklimoahFnoRZzysYKy This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I I :::r::: Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 512 =3x6 =2x4 =3x10 =4x6 =3x4 =2x4 =3x6 71 9 8 62 531716 4 2-0-0 18-5-0 2-0-0 -2-0-0 3-2-8 8-2-8 3-2-8 11-5-0 5-0-0 5-0-0 5-0-0 16-5-0 8-2-8 8-2-8 8-2-8 16-5-0 4- 6 - 1 3 0- 4 - 1 3- 9 - 1 Scale = 1:38.5 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.08 9-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.16 9-15 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.18 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight: 73 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 5-4-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-5-8, 6=0-5-8 Max Horiz 2=-55 (LC 10) Max Uplift 2=-162 (LC 12), 6=-162 (LC 12) Max Grav 2=718 (LC 1), 6=718 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43, 2-3=-1074/239, 3-16=-832/164, 4-16=-824/173, 4-17=-824/173, 5-17=-832/164, 5-6=-1074/239, 6-7=0/43 BOT CHORD 2-9=-132/966, 8-9=-156/966, 6-8=-156/966 WEBS 4-9=-28/479, 5-9=-286/141, 3-9=-286/141 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.0psf; BCDL=5.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior (2) -2-0-11 to 0-7-13, Interior (1) 0-7-13 to 8-2-8, Exterior (2) 8-2-8 to 11-2-8, Interior (1) 11-2-8 to 18-5-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 5 degree rotation about its center. 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 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 162 lb uplift at joint 2 and 162 lb uplift at joint 6. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Halton Residence T20896104B2Common21E2747Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:41 Page: 1 ID:CO6t1mZCPf2_Ippw6l_?SwysaAQ-DTkwG?MtAuy6I05gr5XY4pvvoklrmodhFnoRZzysYKy This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I I ::r::: Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 512 =3x6 =2x4 =3x10 =4x6 =3x4 =2x4 =3x6 71 9 8 62 16 17 53 4 0-5-0 8-5-0 2-0-0 -2-0-0 2-0-0 18-5-0 3-0-0 8-0-0 3-0-0 11-5-0 5-0-0 5-0-0 5-0-0 16-5-0 8-2-8 8-2-8 8-2-8 16-5-0 4- 5 - 1 3 0- 4 - 1 3- 8 - 1 Scale = 1:38.6 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.08 9-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.16 9-15 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.18 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight: 73 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 5-4-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-5-8, 6=0-5-8 Max Horiz 2=-54 (LC 10) Max Uplift 2=-162 (LC 12), 6=-162 (LC 12) Max Grav 2=718 (LC 1), 6=718 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43, 2-16=-1074/253, 3-16=-1004/265, 3-4=-837/187, 4-5=-837/187, 5-17=-1004/265, 6-17=-1074/253, 6-7=0/43 BOT CHORD 2-9=-162/966, 8-9=-180/966, 6-8=-180/966 WEBS 4-9=-36/470, 5-9=-279/159, 3-9=-279/159 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.0psf; BCDL=5.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior (2) -2-0-11 to 0-7-13, Interior (1) 0-7-13 to 8-2-8, Exterior (2) 8-2-8 to 12-5-7, Interior (1) 12-5-7 to 18-5-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 5 degree rotation about its center. 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 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 162 lb uplift at joint 2 and 162 lb uplift at joint 6. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Halton Residence T20896105B3Hip11E2747Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:42 Page: 1 ID:CO6t1mZCPf2_Ippw6l_?SwysaAQ-hfIIULNVwB4zwAgsPo2nd1R4X754VFxqTRX_5QysYKx This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I I :::r::: Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 512 =3x4 =4x6 =3x4 =3x4 =2x4 =4x8 =3x4 NAILED NAILED NAILED NAILED 6191787 52 3 16 4 2-0-0 18-5-0 2-0-0 -2-0-0 4-5-0 10-5-0 6-0-0 6-0-0 6-0-0 16-5-0 4-1-8 10-3-4 6-1-12 6-1-12 6-1-12 16-5-0 3- 7 - 1 3 0- 4 - 1 2- 1 0 - 1 Scale = 1:41.4 Plate Offsets (X, Y):[2:0-2-0,0-1-6], [4:0-5-4,0-2-0], [5:0-2-0,0-1-6] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.07 7-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.15 7-9 >999 180 BCLL 0.0*Rep Stress Incr NO WB 0.17 Horz(CT) 0.05 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight: 70 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-5-11 oc purlins, except 2-0-0 oc purlins (2-11-15 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-5-8, 5=0-5-8 Max Horiz 2=-43 (LC 23) Max Uplift 2=-199 (LC 8), 5=-198 (LC 8) Max Grav 2=1166 (LC 1), 5=1162 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43, 2-3=-2199/219, 3-16=-1994/218, 4-16=-1994/218, 4-5=-2186/218, 5-6=0/43 BOT CHORD 2-9=-122/1978, 9-17=-126/1981, 8-17=-126/1981, 7-8=-126/1981, 5-7=-132/1966 WEBS 3-9=0/435, 4-9=-57/85, 4-7=0/430 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.0psf; BCDL=5.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 5 degree rotation about its center. 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 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 199 lb uplift at joint 2 and 198 lb uplift at joint 5. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) "NAILED" indicates Girder: 3-10d (0.148" x 3") toe-nails per NDS guidelines. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 250 lb down and 155 lb up at 6-0-0, and 250 lb down and 155 lb up at 10-5-0 on top chord, and 161 lb down at 6-0-0, and 161 lb down at 10-4-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-3=-54, 3-4=-54, 4-6=-54, 10-13=-20 Concentrated Loads (lb) Vert: 3=-203 (F), 4=-203 (F), 9=-116 (F), 7=-116 (F), 16=-159 (F), 17=-94 (F) Job Truss Truss Type Qty Ply Halton Residence T20896106B4Hip Girder 1 1E2747 Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:42 Page: 1 ID:1YT8Ipez_Vo70kG4T05PiBysaAK-hfIIULNVwB4zwAgsPo2nd1RyG74SVF8qTRX_5QysYKx This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I I Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 512 =3x4 =2x4 =5x6 =4x6 =3x4 =2x4 =3x4 71 9 8 62 3 5 1716 4 2-0-0 22-1-0 2-0-0 -2-0-0 4-8-6 10-0-8 4-8-6 14-8-14 5-4-2 5-4-2 5-4-2 20-1-0 6-1-0 13-1-0 7-0-0 7-0-0 7-0-0 20-1-0 5- 4 - 0 0- 4 - 1 4- 6 - 4 Scale = 1:44.2 Plate Offsets (X, Y):[2:0-1-2,Edge], [6:0-1-2,Edge], [9:0-3-0,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.06 8-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.14 8-15 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.17 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight: 92 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-8-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-5-8, 6=0-5-8 Max Horiz 2=-65 (LC 10) Max Uplift 2=-182 (LC 12), 6=-182 (LC 12) Max Grav 2=854 (LC 1), 6=854 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43, 2-3=-1431/293, 3-16=-1262/259, 4-16=-1207/269, 4-17=-1207/268, 5-17=-1262/259, 5-6=-1431/292, 6-7=0/43 BOT CHORD 2-9=-181/1284, 8-9=-80/864, 6-8=-206/1284 WEBS 4-8=-63/437, 5-8=-283/143, 4-9=-63/437, 3-9=-283/143 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.0psf; BCDL=5.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior (2) -2-0-11 to 0-7-13, Interior (1) 0-7-13 to 10-0-8, Exterior (2) 10-0-8 to 13-0-8, Interior (1) 13-0-8 to 22-1-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 5 degree rotation about its center. 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 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 182 lb uplift at joint 2 and 182 lb uplift at joint 6. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Halton Residence T20896107C1Common51E2747Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:42 Page: 1 ID:CO6t1mZCPf2_Ippw6l_?SwysaAQ-hfIIULNVwB4zwAgsPo2nd1R5C778VF7qTRX_5QysYKx This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I I ::r:: Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 512 =3x10 =2x4 =7x8 =4x6 =7x6 =2x4 =3x10 HTU26 HTU26 HTU26 HTU26 HTU26 HTU26 HTU26 71 62 9 15 16 17 8 18 19 2014 53 4 2-0-0 22-1-0 2-0-0 -2-0-0 4-8-6 10-0-8 4-8-6 14-8-14 5-4-2 5-4-2 5-4-2 20-1-0 6-1-0 13-1-0 7-0-0 7-0-0 7-0-0 20-1-0 5- 4 - 0 0- 4 - 1 4- 6 - 4 Scale = 1:44.2 Plate Offsets (X, Y):[2:0-11-9,0-1-5], [6:0-11-9,0-1-5], [8:0-3-0,0-4-4], [9:0-4-0,0-5-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.17 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.32 8-9 >764 180 BCLL 0.0*Rep Stress Incr NO WB 0.66 Horz(CT) 0.06 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight: 216 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP DSS WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-5-8, 6=0-5-8 Max Horiz 2=-65 (LC 23) Max Uplift 2=-622 (LC 8), 6=-710 (LC 8) Max Grav 2=3180 (LC 1), 6=3816 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43, 2-3=-7469/1359, 3-4=-7323/1342, 4-5=-7481/1328, 5-6=-7652/1350, 6-7=0/43 BOT CHORD 2-14=-1173/6865, 9-14=-1173/6865, 9-15=-757/4803, 15-16=-757/4803, 16-17=-757/4803, 8-17=-757/4803, 8-18=-1169/7061, 18-19=-1169/7061, 19-20=-1169/7061, 6-20=-1169/7061 WEBS 4-9=-584/3235, 3-9=-241/132, 4-8=-561/3472, 5-8=-328/125 NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 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 7-10; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.0psf; BCDL=5.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Plates checked for a plus or minus 5 degree rotation about its center. 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 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 622 lb uplift at joint 2 and 710 lb uplift at joint 6. 9) Use Simpson Strong-Tie HTU26 (20-10d Girder, 11-10dx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-3-8 oc max. starting at 6-0-12 from the left end to 18-4-4 to connect truss(es) to front face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 580 lb down and 104 lb up at 10-4-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-4=-54, 4-7=-54, 2-6=-20 Concentrated Loads (lb) Vert: 14=-1210 (F), 15=-588 (F), 16=-1168 (F), 17=-580 (F), 18=-580 (F), 19=-580 (F), 20=-580 (F) Job Truss Truss Type Qty Ply Halton Residence T20896108C2Common Girder 1 2E2747 Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:43 Page: 1 ID:1YT8Ipez_Vo70kG4T05PiBysaAK-hfIIULNVwB4zwAgsPo2nd1R?b76hV7OqTRX_5QysYKx This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I I ::r:: Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 5 12 =3x4 1 8 4 2 3 2-0-0 -2-0-0 3-10-15 3-10-15 3-10-15 2- 9 - 6 0- 4 - 1 1- 1 1 - 1 0 Scale = 1:22 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.02 4-7 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MP Weight: 16 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-5-8, 3= Mechanical, 4= Mechanical Max Horiz 2=84 (LC 12) Max Uplift 2=-107 (LC 12), 3=-26 (LC 12) Max Grav 2=283 (LC 1), 3=77 (LC 1), 4=65 (LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=0/35, 2-8=0/43, 2-3=-170/69 BOT CHORD 2-4=-76/148 NOTES 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.0psf; BCDL=5.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior (2) -2-0-11 to 0-7-13, Interior (1) 0-7-13 to 3-10-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 26 lb uplift at joint 3 and 107 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Halton Residence T20896109CJ1Jack-Open 8 1E2747 Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:43 Page: 1 ID:gagFF6aq9yArvzO6gTVE?8ysaAP-9rsghhO7hVCqXKF2yWZ09E_GyXZ6Ekzzi5HYdsysYKw This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I :::r:: Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 5 12 =3x4 1 4 2 3 1-10-15 1-10-15 2-0-0 -2-0-0 1-10-15 1- 1 1 - 6 0- 4 - 1 1- 1 - 1 0 Scale = 1:20.1 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.00 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) 0.00 4-7 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MP Weight: 9 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-5-8, 3= Mechanical, 4= Mechanical Max Horiz 2=60 (LC 12) Max Uplift 2=-125 (LC 12), 3=-4 (LC 9), 4=-5 (LC 1) Max Grav 2=241 (LC 1), 3=16 (LC 17), 4=26 (LC 12) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43, 2-3=-143/89 BOT CHORD 2-4=-97/145 NOTES 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.0psf; BCDL=5.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior (2) -2-0-11 to 0-7-13, Interior (1) 0-7-13 to 1-10-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125 lb uplift at joint 2, 5 lb uplift at joint 4 and 4 lb uplift at joint 3. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Halton Residence T20896110CJ2Jack-Open 8 1E2747 Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:43 Page: 1 ID:gagFF6aq9yArvzO6gTVE?8ysaAP-9rsghhO7hVCqXKF2yWZ09E_GyXZzEkzzi5HYdsysYKw This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I I I I Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 5 12 =3x4 1 8 4 2 3 2-0-0 -2-0-0 3-10-15 3-10-15 3-10-15 2- 9 - 6 0- 4 - 1 1- 1 1 - 1 0 Scale = 1:22 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.02 4-7 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MP Weight: 16 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-5-8, 3= Mechanical, 4= Mechanical Max Horiz 2=84 (LC 12) Max Uplift 2=-107 (LC 12), 3=-26 (LC 12) Max Grav 2=283 (LC 1), 3=77 (LC 1), 4=65 (LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=0/35, 2-8=0/43, 2-3=-170/69 BOT CHORD 2-4=-76/148 NOTES 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.0psf; BCDL=5.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior (2) -2-0-11 to 0-7-13, Interior (1) 0-7-13 to 3-10-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 26 lb uplift at joint 3 and 107 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Halton Residence T20896111CJ3Jack-Open 4 1E2747 Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:43 Page: 1 ID:4uqyJJP2SfPqEpJQsWFyRBysaAd-9rsghhO7hVCqXKF2yWZ09E_GyXZ6Ekzzi5HYdsysYKw This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I :::r:: Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 5 12 =3x4 1 4 2 3 1-10-15 1-10-15 2-0-0 -2-0-0 1-10-15 1- 1 1 - 6 0- 4 - 1 1- 1 - 1 0 Scale = 1:20.1 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.00 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) 0.00 4-7 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MP Weight: 9 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-5-8, 3= Mechanical, 4= Mechanical Max Horiz 2=60 (LC 12) Max Uplift 2=-125 (LC 12), 3=-4 (LC 9), 4=-5 (LC 1) Max Grav 2=241 (LC 1), 3=16 (LC 17), 4=26 (LC 12) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43, 2-3=-143/89 BOT CHORD 2-4=-97/145 NOTES 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.0psf; BCDL=5.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior (2) -2-0-11 to 0-7-13, Interior (1) 0-7-13 to 1-10-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125 lb uplift at joint 2, 5 lb uplift at joint 4 and 4 lb uplift at joint 3. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Halton Residence T20896112CJ4Jack-Open 4 1E2747 Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:43 Page: 1 ID:4uqyJJP2SfPqEpJQsWFyRBysaAd-9rsghhO7hVCqXKF2yWZ09E_GyXZzEkzzi5HYdsysYKw This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I I I I Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 5 12 =3x4 1 8 4 2 3 2-0-0 -2-0-0 2-10-15 2-10-15 2-10-15 2- 4 - 6 0- 4 - 1 1- 6 - 1 0 Scale = 1:21 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.00 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) 0.00 4-7 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-5-8, 3= Mechanical, 4= Mechanical Max Horiz 2=72 (LC 12) Max Uplift 2=-112 (LC 12), 3=-12 (LC 9) Max Grav 2=257 (LC 1), 3=47 (LC 1), 4=45 (LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=0/14, 2-8=0/43, 2-3=-159/81 BOT CHORD 2-4=-89/150 NOTES 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.0psf; BCDL=5.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior (2) -2-0-11 to 0-7-13, Interior (1) 0-7-13 to 2-10-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 lb uplift at joint 3 and 112 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Halton Residence T20896113CJ5Jack-Open 2 1E2747 Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:43 Page: 1 ID:4uqyJJP2SfPqEpJQsWFyRBysaAd-9rsghhO7hVCqXKF2yWZ09E_GyXZzEkzzi5HYdsysYKw This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I I Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 5 12 =3x4 1 4 2 3 0-10-15 0-10-15 2-0-0 -2-0-0 0-10-15 1- 6 - 6 0- 4 - 1 0- 8 - 1 0 Scale = 1:22.9 Plate Offsets (X, Y):[2:0-0-10,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 7 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MP Weight: 6 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 0-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-5-8, 3= Mechanical, 4= Mechanical Max Horiz 2=48 (LC 12) Max Uplift 2=-175 (LC 12), 3=-31 (LC 1), 4=-62 (LC 1) Max Grav 2=271 (LC 1), 3=33 (LC 12), 4=59 (LC 12) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43, 2-3=-96/71 BOT CHORD 2-4=-84/112 NOTES 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.0psf; BCDL=5.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior (2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 175 lb uplift at joint 2, 62 lb uplift at joint 4 and 31 lb uplift at joint 3. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Halton Residence T20896114CJ6Jack-Open 2 1E2747 Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:43 Page: 1 ID:Z4OKWfQgDzXhszucPEmBzOysaAc-9rsghhO7hVCqXKF2yWZ09E_GyXaNEkzzi5HYdsysYKw This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I I I I I Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 512 =3x4 =2x4 =3x4 =3x4 =2x4 1 7 6 2 3 11 4 5 2-0-0 -2-0-0 5-9-14 12-0-0 6-2-2 6-2-2 5-9-14 12-0-0 6-2-2 6-2-2 6- 1 - 1 3 0- 4 - 1 5- 4 - 1 Scale = 1:40.7 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.03 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.07 7-10 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.40 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight: 59 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-5-8, 6= Mechanical Max Horiz 2=184 (LC 12) Max Uplift 2=-110 (LC 12), 6=-103 (LC 12) Max Grav 2=548 (LC 1), 6=442 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43, 2-3=-639/26, 3-11=-79/0, 4-11=-47/33, 4-5=-9/0, 4-6=-141/119 BOT CHORD 2-7=-150/544, 6-7=-150/544 WEBS 3-7=0/262, 3-6=-591/159 NOTES 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.0psf; BCDL=5.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior (2) -2-0-11 to 0-7-13, Interior (1) 0-7-13 to 12-0-0 zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 110 lb uplift at joint 2 and 103 lb uplift at joint 6. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Halton Residence T20896115D1Monopitch41E2747Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:44 Page: 1 ID:gagFF6aq9yArvzO6gTVE?8ysaAP-e2Q3v1OlSpKh9UpFWD5FiSXPPxqez5x7xl05AIysYKv This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I I ::r::: Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 512 =3x6 =2x4 =4x6 =3x10 =3x4 =2x4 1 8 7 2 3 4 12 5 6 2-0-0 -2-0-0 4-4-0 10-0-0 2-0-0 12-0-0 5-8-0 5-8-0 1-10-4 12-0-0 10-1-12 10-1-12 5- 3 - 1 3 0- 4 - 1 4- 6 - 1 4- 6 - 1 Scale = 1:37.2 Plate Offsets (X, Y):[2:0-3-0,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.18 8-11 >753 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.38 8-11 >368 180 BCLL 0.0*Rep Stress Incr YES WB 0.21 Horz(CT) 0.01 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight: 65 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size) 2=0-5-8, 7= Mechanical Max Horiz 2=158 (LC 12) Max Uplift 2=-121 (LC 12), 7=-93 (LC 12) Max Grav 2=549 (LC 21), 7=442 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43, 2-3=-593/139, 3-4=-241/10, 4-12=-165/41, 5-12=-165/41, 5-6=0/0, 5-7=-544/143 BOT CHORD 2-8=-242/526, 7-8=-3/0 WEBS 3-8=-400/220, 4-8=-76/135, 5-8=-122/522 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.0psf; BCDL=5.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior (2) -2-0-11 to 0-7-13, Interior (1) 0-7-13 to 10-0-0, Exterior (2) 10-0-0 to 12-0-0 zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 5 degree rotation about its center. 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 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 lb uplift at joint 7 and 121 lb uplift at joint 2. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Halton Residence T20896116D2Half Hip 1 1E2747 Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:44 Page: 1 ID:gagFF6aq9yArvzO6gTVE?8ysaAP-e2Q3v1OlSpKh9UpFWD5FiSXMwxkSz8?7xl05AIysYKv This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I I :::r::: Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 512 =3x4 =5x6 =3x4 =3x4 =2x4 1 7 62 11 3 12 13 4 5 2-0-0 -2-0-0 4-0-0 12-0-0 8-0-0 8-0-0 3-10-4 12-0-0 8-1-12 8-1-12 4- 5 - 1 3 0- 4 - 1 3- 8 - 1 3- 8 - 1 Scale = 1:33.3 Plate Offsets (X, Y):[2:0-3-0,0-1-8], [3:0-3-0,0-2-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.10 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.23 7-10 >591 180 BCLL 0.0*Rep Stress Incr YES WB 0.20 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight: 56 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 5-7-6 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size) 2=0-5-8, 6= Mechanical Max Horiz 2=134 (LC 12) Max Uplift 2=-129 (LC 12), 6=-94 (LC 9) Max Grav 2=549 (LC 21), 6=442 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43, 2-11=-493/91, 3-11=-418/104, 3-12=-378/144, 12-13=-378/144, 4-13=-378/144, 4-5=0/0, 4-6=-458/203 BOT CHORD 2-7=-152/386, 6-7=-5/5 WEBS 3-7=-177/176, 4-7=-203/534 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.0psf; BCDL=5.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior (2) -2-0-11 to 0-7-13, Interior (1) 0-7-13 to 8-0-0, Exterior (2) 8-0-0 to 12-0-0 zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 5 degree rotation about its center. 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 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 6 and 129 lb uplift at joint 2. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Halton Residence T20896117D3Half Hip 1 1E2747 Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:44 Page: 1 ID:gagFF6aq9yArvzO6gTVE?8ysaAP-e2Q3v1OlSpKh9UpFWD5FiSXKyxnkz827xl05AIysYKv This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I I I Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 512 =3x4 =5x6 =3x4 =4x6 =2x4 NAILED NAILED NAILED NAILED NAILED 1 7 14 15 6 2 3 11 12 13 4 5 2-0-0 -2-0-0 6-0-0 6-0-0 6-0-0 12-0-0 0-1-0 6-2-12 5-9-4 12-0-0 6-1-12 6-1-12 3- 7 - 1 3 0- 4 - 1 2- 1 0 - 1 2- 1 0 - 1 Scale = 1:37 Plate Offsets (X, Y):[3:0-3-0,0-2-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.04 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.07 6-7 >877 180 BCLL 0.0*Rep Stress Incr NO WB 0.12 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight: 55 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-5-8, 6= Mechanical, 7=0-5-8 Max Horiz 2=110 (LC 25) Max Uplift 2=-116 (LC 8), 6=-87 (LC 5), 7=-97 (LC 5) Max Grav 2=346 (LC 17), 6=346 (LC 18), 7=827 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43, 2-3=-135/35, 3-11=-46/15, 11-12=-46/15, 12-13=-46/15, 4-13=-46/15, 4-5=0/0, 4-6=-251/127 BOT CHORD 2-7=-38/77, 7-14=-23/89, 14-15=-23/89, 6-15=-23/89 WEBS 3-7=-543/204, 4-7=-65/26 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.0psf; BCDL=5.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 5 degree rotation about its center. 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 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 87 lb uplift at joint 6, 116 lb uplift at joint 2 and 97 lb uplift at joint 7. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) "NAILED" indicates Girder: 3-10d (0.148" x 3") toe-nails per NDS guidelines. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 250 lb down and 155 lb up at 6-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-3=-54, 3-4=-54, 4-5=-54, 6-8=-20 Concentrated Loads (lb) Vert: 3=-203 (B), 7=-69 (B), 11=-79 (B), 12=-79 (B), 14=-47 (B), 15=-47 (B) Job Truss Truss Type Qty Ply Halton Residence T20896118D4Half Hip Girder 1 1E2747 Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:44 Page: 1 ID:ZLwm4TdLDBgGOahuvIaA9_ysaAL-e2Q3v1OlSpKh9UpFWD5FiSXJQxpRzAQ7xl05AIysYKv This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I I :::r::: Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 512 =3x4 =2x4 =5x6 =3x4 =3x4 =4x8 =2x4 =3x4 =3x4 =3x4 =2x4 =3x4 111 14 13 12 2 10 93 4 8 75 6 2-0-0 -2-0-0 2-0-0 22-1-0 2-1-7 12-1-15 2-1-7 10-0-8 2-6-15 7-11-1 2-6-15 14-8-14 5-4-2 20-1-0 5-4-2 5-4-2 6-1-0 13-1-0 7-0-0 20-1-0 7-0-0 7-0-0 5- 0 - 3 0- 4 - 1 2- 1 1 - 1 3 2- 1 1 - 1 3 0- 7 - 1 4 3- 7 - 1 1 0- 6 - 1 3 4- 2 - 7 Scale = 1:46.3 Plate Offsets (X, Y):[2:0-1-2,Edge], [10:0-1-2,Edge], [14:0-3-0,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.07 12-20 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.15 12-20 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.14 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight: 98 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-5-8, 10=0-5-8 Max Horiz 2=-60 (LC 10) Max Uplift 2=-182 (LC 12), 10=-182 (LC 12) Max Grav 2=854 (LC 1), 10=854 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43, 2-3=-1413/287, 3-4=-1269/256, 4-5=-1188/248, 5-6=-1210/257, 6-7=-1214/260, 7-8=-1192/251, 8-9=-1270/259, 9-10=-1412/289, 10-11=0/43 BOT CHORD 2-14=-170/1265, 13-14=-104/952, 12-13=-104/952, 10-12=-201/1263 WEBS 6-12=-39/360, 9-12=-199/118, 6-14=-39/361, 3-14=-207/118, 6-13=-2/28 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.0psf; BCDL=5.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior (2) -2-0-11 to 0-7-13, Interior (1) 0-7-13 to 9-11-10, Exterior (2) 9-11-10 to 12-11-10, Interior (1) 12-11-10 to 22-1-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=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) Plates checked for a plus or minus 5 degree rotation about its center. 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. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 182 lb uplift at joint 2 and 182 lb uplift at joint 10. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Halton Residence T20896119E1Common Structural Gable 1 1E2747 Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:45 Page: 1 ID:Z4OKWfQgDzXhszucPEmBzOysaAc-e2Q3v1OlSpKh9UpFWD5FiSXLNxodz947xl05AIysYKv This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I I ::r:: Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 512 =3x6 =4x6 =5x8 =3x4 =3x4 =4x6 =3x6 NAILED NAILED NAILED NAILED NAILED NAILED 1 79 20 21 22 8 62 3 16 17 4 18 19 5 2-0-0 -2-0-0 2-0-0 22-1-0 4-0-8 10-0-8 4-0-8 14-1-0 6-0-0 6-0-0 6-0-0 20-1-0 6-1-12 20-1-0 6-3-8 6-3-8 7-7-12 13-11-4 3- 7 - 1 3 0- 4 - 1 2- 1 0 - 1 Scale = 1:44 Plate Offsets (X, Y):[9:0-4-0,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.17 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.37 8-9 >645 180 BCLL 0.0*Rep Stress Incr NO WB 0.25 Horz(CT) 0.06 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight: 88 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 9-6:2x4 SP DSS WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-6 oc purlins, except 2-0-0 oc purlins (3-5-2 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-5-8, 6=0-5-8 Max Horiz 2=43 (LC 7) Max Uplift 2=-225 (LC 8), 6=-225 (LC 8) Max Grav 2=1362 (LC 1), 6=1364 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43, 2-3=-2714/272, 3-16=-2512/265, 16-17=-2512/265, 4-17=-2512/265, 4-18=-2494/263, 18-19=-2494/263, 5-19=-2494/263, 5-6=-2729/265, 6-7=0/43 BOT CHORD 2-9=-180/2449, 9-20=-302/2809, 20-21=-302/2809, 21-22=-302/2809, 8-22=-302/2809, 6-8=-181/2462 WEBS 3-9=0/638, 5-8=0/647, 4-9=-417/157, 4-8=-435/158 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.0psf; BCDL=5.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 5 degree rotation about its center. 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 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 225 lb uplift at joint 2 and 225 lb uplift at joint 6. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) "NAILED" indicates Girder: 3-10d (0.148" x 3") toe-nails per NDS guidelines. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 250 lb down and 155 lb up at 6-0-0, and 250 lb down and 155 lb up at 14-1-0 on top chord, and 161 lb down at 6-0-0, and 161 lb down at 14-0-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-3=-54, 3-5=-54, 5-7=-54, 10-13=-20 Concentrated Loads (lb) Vert: 3=-203 (F), 5=-203 (F), 9=-116 (F), 8=-116 (F), 4=-79 (F), 16=-79 (F), 19=-79 (F), 20=-47 (F), 21=-47 (F), 22=-47 (F) Job Truss Truss Type Qty Ply Halton Residence T20896120E2Hip Girder 1 1E2747 Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:45 Page: 1 ID:opRkPkXK6kgPRL4LRdQIrIysaAT-6E_R6NPND6SXneOR4wcUFf3WAL05ibdG9PmeikysYKu This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I I Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 5 12 =3x4 1 4 2 8 3 2-0-0 -2-0-0 6-0-0 6-0-0 6-0-0 3- 7 - 1 3 0- 4 - 1 2- 1 0 - 1 Scale = 1:24.1 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.05 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(CT) -0.11 4-7 >662 180 BCLL 0.0*Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MP Weight: 22 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-5-8, 3= Mechanical, 4= Mechanical Max Horiz 2=109 (LC 12) Max Uplift 2=-105 (LC 12), 3=-52 (LC 12) Max Grav 2=350 (LC 1), 3=133 (LC 1), 4=105 (LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43, 2-8=-188/41, 3-8=-58/40 BOT CHORD 2-4=-43/138 NOTES 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.0psf; BCDL=5.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior (2) -2-0-11 to 0-7-13, Interior (1) 0-7-13 to 5-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 lb uplift at joint 3 and 105 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Halton Residence T20896121EJ1Jack-Open 13 1E2747 Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:45 Page: 1 ID:gagFF6aq9yArvzO6gTVE?8ysaAP-6E_R6NPND6SXneOR4wcUFf3Z2LA4ieTG9PmeikysYKu This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 5 12 =3x4 1 4 2 8 3 2-0-0 -2-0-0 6-0-0 6-0-0 6-0-0 3- 7 - 1 3 0- 4 - 1 2- 1 0 - 1 Scale = 1:24.1 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.05 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(CT) -0.11 4-7 >662 180 BCLL 0.0*Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MP Weight: 22 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-5-8, 3= Mechanical, 4= Mechanical Max Horiz 2=109 (LC 12) Max Uplift 2=-105 (LC 12), 3=-52 (LC 12) Max Grav 2=350 (LC 1), 3=133 (LC 1), 4=105 (LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43, 2-8=-188/41, 3-8=-58/40 BOT CHORD 2-4=-43/138 NOTES 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.0psf; BCDL=5.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior (2) -2-0-11 to 0-7-13, Interior (1) 0-7-13 to 5-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 lb uplift at joint 3 and 105 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Halton Residence T20896122EJ2Jack-Open 5 1E2747 Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:45 Page: 1 ID:Z4OKWfQgDzXhszucPEmBzOysaAc-6E_R6NPND6SXneOR4wcUFf3Z2LA4ieTG9PmeikysYKu This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 5 12 =3x4 =2x4 =2x4 1 65 2 3 4 2-0-0 -2-0-0 5-0-0 5-0-0 5-0-0 3- 2 - 1 3 0- 4 - 1 2- 5 - 1 Scale = 1:24.4 Plate Offsets (X, Y):[2:0-0-14,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.03 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.05 6-9 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MP Weight: 21 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-5-8, 5= Mechanical Max Horiz 2=100 (LC 12) Max Uplift 2=-104 (LC 12), 5=-30 (LC 12) Max Grav 2=317 (LC 1), 5=163 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43, 2-3=-179/50, 3-4=-9/0, 3-6=-126/131 BOT CHORD 2-6=-61/143, 5-6=0/0 NOTES 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.0psf; BCDL=5.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior (2) -2-0-11 to 0-7-13, Interior (1) 0-7-13 to 5-0-0 zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 2 and 30 lb uplift at joint 5. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Halton Residence T20896123EJ3Jack-Closed 8 1E2747 Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:45 Page: 1 ID:1Gyij?RJ_GfYT6TpzxHQWcysaAb-6E_R6NPND6SXneOR4wcUFf3cSLCoieTG9PmeikysYKu This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 5 12 =3x6 =2x4 =2x4 HTU26 HTU26 1 7 4 2 3 5-0-0 5-0-0 2- 5 - 1 0- 4 - 1 2- 5 - 1 Scale = 1:25.4 Plate Offsets (X, Y):[1:0-4-1,0-0-15] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.05 4-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.09 4-6 >582 180 BCLL 0.0*Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MP Weight: 22 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-9-11 oc bracing. REACTIONS (size) 1=0-5-8, 4= Mechanical Max Horiz 1=63 (LC 21) Max Uplift 1=-102 (LC 8), 4=-132 (LC 8) Max Grav 1=744 (LC 1), 4=666 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-99/45, 2-3=-9/0, 2-4=-160/67 BOT CHORD 1-7=-28/6, 4-7=0/0 NOTES 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.0psf; BCDL=5.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 lb uplift at joint 1 and 132 lb uplift at joint 4. 7) Use Simpson Strong-Tie HTU26 (20-10d Girder, 11-10dx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 1-0-12 from the left end to 3-0-12 to connect truss(es) to front face of bottom chord. 8) Fill all nail holes where hanger is in contact with lumber. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-54, 2-3=-54, 1-4=-20 Concentrated Loads (lb) Vert: 6=-524 (F), 7=-524 (F) Job Truss Truss Type Qty Ply Halton Residence T20896124EJ4Jack-Closed Girder 1 1E2747 Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:46 Page: 1 ID:rQJ__2V3a6QhB2wzKCOqltysaAV-aQYpKjQ0_QaOOozdee7jntckBlPQR5iQO3VCEBysYKt This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I I :::r::: Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =3x4 =3x6 =3x4 =3x6 =3x4 5 4 1 2 3 1-9-0 4-0-0 4-0-0 1- 5 - 0 1- 5 - 0 Scale = 1:21.4 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.24 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.23 Vert(CT) -0.03 4-5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.09 Horz(CT) 0.00 4 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight: 25 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 4= Mechanical, 5=0-5-0 Max Grav 4=303 (LC 1), 5=303 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5=-72/0, 3-4=-72/0, 1-2=0/0, 2-3=0/0 BOT CHORD 4-5=0/309 WEBS 2-4=-375/0, 2-5=-375/0 NOTES 1) Plates checked for a plus or minus 5 degree rotation about its center. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 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. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 4-5=-10, 1-3=-100 Concentrated Loads (lb) Vert: 2=-194 Job Truss Truss Type Qty Ply Halton Residence T20896125F1Floor Girder 1 1E2747 Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:46 Page: 1 ID:ZLwm4TdLDBgGOahuvIaA9_ysaAL-aQYpKjQ0_QaOOozdee7jntcnKlY8R4FQO3VCEBysYKt This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I I I I 1 Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =7x6 =3x4 =3x4 =2x4 =3x4 =3x4 =3x4 =2x4 9 8 7 6 10 1 2 3 4 5 1-0-12 1-2-4 0-1-81-8-0 0-2-8 0-2-8 0-10-0 2-8-4 0-10-0 3-6-4 0-4-0 0-6-8 1-3-12 1-10-4 1-5-4 4-11-8 1- 8 - 0 1- 5 - 0 1- 5 - 0 0- 3 - 0 1- 8 - 0 1- 8 - 0 Scale = 1:38.1 Plate Offsets (X, Y):[4:0-1-8,Edge], [5:0-1-8,Edge], [7:0-1-8,Edge], [8:0-1-8,Edge], [10:0-1-8,0-1-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.02 9 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.09 Vert(CT) -0.03 9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) -0.01 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight: 30 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 4-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-3-8, 6=0-5-8 Max Grav 2=294 (LC 1), 6=226 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 6-10=-221/0, 5-10=-221/0, 1-2=0/0, 2-3=-152/0, 3-4=-149/0, 4-5=-149/0 BOT CHORD 8-9=0/0, 7-8=0/149, 6-7=0/9 WEBS 3-8=-151/0, 4-7=-170/0, 2-8=0/230, 5-7=0/229 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 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. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Halton Residence T20896126F2Floor21E2747Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:46 Page: 1 ID:59MNt7cjStYPnQ6hLb2xdmysaAM-aQYpKjQ0_QaOOozdee7jntcoFlaKR4?QO3VCEBysYKt This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I I I I I~ VJ I 11 I I I I I Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =3x4 =3x6 =3x6 =3x4 4 3 1 5 2 2-0-0 2-6-0 2-6-0 1- 5 - 0 1- 5 - 0 Scale = 1:21.6 Plate Offsets (X, Y):[3:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.49 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.05 Vert(CT) 0.00 3-4 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) n/a - n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight: 18 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 2-6-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 3= Mechanical, 4=0-3-8 Max Grav 3=129 (LC 1), 4=127 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-116/0, 2-3=-118/0, 1-5=0/0, 2-5=0/0 BOT CHORD 3-4=0/0 WEBS 2-4=0/0 NOTES 1) Plates checked for a plus or minus 5 degree rotation about its center. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 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. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 3-4=-10, 1-2=-100 Concentrated Loads (lb) Vert: 5=-8 Job Truss Truss Type Qty Ply Halton Residence T20896127F3Floor Girder 1 1E2747 Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:46 Page: 1 ID:ZLwm4TdLDBgGOahuvIaA9_ysaAL-aQYpKjQ0_QaOOozdee7jntcjRlbzR5iQO3VCEBysYKt This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I I I I Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =7x6 =3x6 =3x6 4 3 1 2 1-7-12 0-4-0 0-4-0 1-10-12 2-2-12 1- 8 - 0 1- 5 - 0 1- 5 - 0 0- 3 - 0 1- 8 - 0 1- 8 - 0 Scale = 1:23 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.10 Vert(CT) -0.02 4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight: 16 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 1=0-3-8, 3= Mechanical Max Grav 1=97 (LC 1), 3=97 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-3=-89/0, 1-2=-9/0 BOT CHORD 3-4=0/0 WEBS 1-3=0/13 NOTES 1) Plates checked for a plus or minus 5 degree rotation about its center. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 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. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Halton Residence T20896128F4Floor21E2747Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:46 Page: 1 ID:ZLwm4TdLDBgGOahuvIaA9_ysaAL-aQYpKjQ0_QaOOozdee7jntcptla7R5FQO3VCEBysYKt This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I I I I I I I Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =3x4 =3x6 =3x4 =3x4 =2x4 =2x4 =4x6 =4x6 =3x4 =2x4THA426 9 8 7 6 1012 11 3 4 5 0-11-12 0-1-8 1-8-0 1-0-121-10-0 0-10-0 4-0-4 0-10-0 4-10-4 1-4-4 3-2-4 1-5-4 6-3-8 1-10-0 1-10-0 1- 8 - 0 1- 8 - 0 Scale = 1:38.2 Plate Offsets (X, Y):[3:0-1-8,Edge], [4:0-1-8,Edge], [5:0-1-8,Edge], [7:0-1-8,Edge], [8:0-1-8,Edge], [10:0-1-8,0-1-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.83 Vert(LL) -0.09 8-9 >838 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.79 Vert(CT) -0.12 8-9 >606 240 BCLL 0.0 Rep Stress Incr NO WB 0.28 Horz(CT) 0.00 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight: 40 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 6=0-5-8, 9=1-10-0 Max Grav 6=379 (LC 1), 9=532 (LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=0/49, 6-10=-436/0, 5-10=-435/0, 1-2=0/0, 2-11=-380/0, 3-11=-380/0, 3-4=-380/0, 4-5=-380/0 BOT CHORD 8-9=0/381, 7-8=0/380, 6-7=0/18 WEBS 3-8=-94/0, 4-7=-314/0, 5-7=0/597, 2-8=-2/53, 2-9=-654/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 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. 4) CAUTION, Do not erect truss backwards. 5) Use Simpson Strong-Tie THA426 (Single Chord Girder) or equivalent at 1-8-4 from the left end to connect truss (es) to front face of top chord. 6) Fill all nail holes where hanger is in contact with lumber. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 6-9=-10, 1-5=-100 Concentrated Loads (lb) Vert: 11=-203 (F) Job Truss Truss Type Qty Ply Halton Residence T20896129F5Floor Girder 1 1E2747 Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:46 Page: 1 ID:F28yyTo_eNikumdG3v_5DWysZmI-aQYpKjQ0_QaOOozdee7jntce9lPHR1GQO3VCEBysYKt This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I I I I ~ H H I I Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =3x4 =3x6 =3x4 =3x4 =2x4 =2x4 =3x4 =3x4 =3x4 =2x4 9 8 7 6 101234 5 0-11-12 0-1-8 1-8-0 1-0-12 1-10-0 0-10-0 4-0-4 0-10-0 4-10-4 1-5-4 6-3-8 3-2-4 3-2-4 1- 8 - 0 1- 8 - 0 Scale = 1:36 Plate Offsets (X, Y):[3:0-1-8,Edge], [4:0-1-8,Edge], [5:0-1-8,Edge], [7:0-1-8,Edge], [8:0-1-8,Edge], [10:0-1-8,0-1-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.44 Vert(LL) -0.05 8-9 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.43 Vert(CT) -0.07 8-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(CT) 0.00 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight: 40 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 6=0-5-8, 9= Mechanical Max Grav 6=326 (LC 1), 9=332 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=-20/0, 6-10=-360/0, 5-10=-359/0, 1-2=0/0, 2-3=-295/0, 3-4=-295/0, 4-5=-295/0 BOT CHORD 8-9=0/207, 7-8=0/295, 6-7=0/15 WEBS 3-8=-100/0, 4-7=-266/0, 5-7=0/459, 2-8=0/143, 2-9=-355/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 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) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Halton Residence T20896130F6Floor11E2747Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:47 Page: 1 ID:ZLwm4TdLDBgGOahuvIaA9_ysaAL-2c5BX3RelkiF0xYpBLeyK49vt8rDAVYZdjFlmdysYKs This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I I H f-------1 I I I t'SJ vJ I Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =2x4 =2x4 =3x6 =3x6 =2x4 =3x6 =3x4 =2x4 =2x4 =3x4 =2x4 =3x6 =3x4 =3x6 =3x4 THA426 14 13 12 11 10 9 15 1 2 3 4 5 6 7 8 0-1-8 1-8-2 1-10-0 1-8-0 1-8-2 0-10-0 6-8-2 0-10-0 7-6-2 5-10-2 5-10-2 5-10-2 13-4-4 1- 8 - 0 1- 8 - 0 Scale = 1:33.9 Plate Offsets (X, Y):[4:0-1-8,Edge], [5:0-1-8,Edge], [11:0-1-8,Edge], [12:0-1-8,Edge], [15:0-1-8,0-1-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.50 Vert(LL) -0.09 10-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.72 Vert(CT) -0.11 10-11 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.33 Horz(CT) 0.02 9 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight: 76 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 9= Mechanical, 14=0-5-8 Max Grav 9=746 (LC 1), 14=719 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 14-15=-70/0, 1-15=-70/0, 8-9=-74/0, 1-2=-3/0, 2-3=-1274/0, 3-4=-1274/0, 4-5=-1536/0, 5-6=-1290/0, 6-7=-1290/0, 7-8=0/0 BOT CHORD 13-14=0/744, 12-13=0/1536, 11-12=0/1536, 10-11=0/1536, 9-10=0/770 WEBS 4-12=-57/104, 5-11=-79/82, 5-10=-422/0, 6-10=-233/4, 7-10=0/670, 7-9=-1013/0, 4-13=-498/0, 3-13=-223/15, 2-13=0/683, 2-14=-975/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 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) CAUTION, Do not erect truss backwards. 6) Use Simpson Strong-Tie THA426 (Single Chord Girder) or equivalent at 11-3-4 from the left end to connect truss (es) to front face of top chord. 7) Fill all nail holes where hanger is in contact with lumber. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 9-14=-10, 1-8=-100 Concentrated Loads (lb) Vert: 7=-29 (F) Job Truss Truss Type Qty Ply Halton Residence T20896131F7Floor Girder 1 1E2747 Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:47 Page: 1 ID:Vk1WV9fblow_eurG1jceFPysaAJ-2c5BX3RelkiF0xYpBLeyK49uy8mcATtZdjFlmdysYKs This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I I I I H I I I I I tzSk1 ~ I Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =2x4 =2x4 =3x6 =3x4 =2x4 =3x6 =3x4 =2x4 =2x4 =3x4 =2x4 =3x6 =3x4 =3x6 =3x4 14 13 12 11 10 9 15 1 2 3 4 5 6 7 8 0-1-8 1-8-21-10-0 1-8-0 1-8-2 0-10-0 7-6-2 0-10-0 6-8-2 5-10-2 5-10-2 5-10-2 13-4-4 1- 8 - 0 1- 8 - 0 Scale = 1:33.9 Plate Offsets (X, Y):[4:0-1-8,Edge], [5:0-1-8,Edge], [11:0-1-8,Edge], [12:0-1-8,Edge], [15:0-1-8,0-1-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.39 Vert(LL) -0.08 10-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.60 Vert(CT) -0.10 10-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(CT) 0.02 9 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight: 76 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 9= Mechanical, 14=0-5-8 Max Grav 9=721 (LC 1), 14=714 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 14-15=-70/0, 1-15=-70/0, 8-9=-73/0, 1-2=-3/0, 2-3=-1265/0, 3-4=-1265/0, 4-5=-1519/0, 5-6=-1265/0, 6-7=-1265/0, 7-8=0/0 BOT CHORD 13-14=0/739, 12-13=0/1519, 11-12=0/1519, 10-11=0/1519, 9-10=0/740 WEBS 4-12=-68/93, 5-11=-68/93, 5-10=-460/0, 6-10=-227/10, 7-10=0/676, 7-9=-974/0, 4-13=-460/0, 3-13=-228/10, 2-13=0/678, 2-14=-969/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 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) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Halton Residence T20896132F8Floor91E2747Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:47 Page: 1 ID:ZLwm4TdLDBgGOahuvIaA9_ysaAL-2c5BX3RelkiF0xYpBLeyK49vf8oaATwZdjFlmdysYKs This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I I I I H I I I I ltz:Sk1~l Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =2x4 =2x4 =3x6 =3x6 =2x4 =4x6 =3x4 =2x4 =2x4 =3x4 =2x4 =3x6 =3x4 =4x6 =3x4 =4x6 =2x4 16 15 14 13 12 11 10 17 912345678 1-0-140-1-8 1-10-0 1-8-0 1-8-2 0-10-0 6-8-2 0-10-0 7-6-2 0-3-8 14-10-8 5-10-2 5-10-2 7-0-14 14-7-0 1- 8 - 0 1- 5 - 0 1- 5 - 0 0- 3 - 0 1- 8 - 0 Scale = 1:33.9 Plate Offsets (X, Y):[4:0-1-8,Edge], [5:0-1-8,Edge], [9:0-3-0,Edge], [10:0-1-8,Edge], [13:0-1-8,Edge], [14:0-1-8,Edge], [17:0-1-8,0-1-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.57 Vert(LL) -0.13 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.84 Vert(CT) -0.16 12-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(CT) -0.02 9 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight: 85 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 9=0-3-0, 16=0-5-8 Max Grav 9=792 (LC 1), 16=786 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 16-17=-70/0, 1-17=-70/0, 9-10=-4/2, 1-2=-3/0, 2-3=-1426/0, 3-4=-1426/0, 4-5=-1820/0, 5-6=-1706/0, 6-7=-1706/0, 7-8=-587/0, 8-9=-589/0 BOT CHORD 15-16=0/822, 14-15=0/1820, 13-14=0/1820, 12-13=0/1820, 11-12=0/1258, 10-11=0/0 WEBS 4-14=-42/139, 5-13=-114/70, 5-12=-376/84, 6-12=-255/0, 7-12=0/577, 7-11=-865/0, 4-15=-616/0, 3-15=-215/33, 2-15=0/779, 2-16=-1078/0, 8-11=-156/0, 9-11=0/933 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 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) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Halton Residence T20896133F9Floor41E2747Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:47 Page: 1 ID:ZLwm4TdLDBgGOahuvIaA9_ysaAL-2c5BX3RelkiF0xYpBLeyK49ts8kkAS0ZdjFlmdysYKs This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I I I I H I I I I lgSI21~1 Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =2x4 =2x4 =3x6 =4x6 =2x4 =4x8 =3x4 =2x4 =2x4 =3x4 =2x4 =4x6 =4x6 =5x6 =3x4 =4x6 =2x4 THA426 THA426 16 15 14 13 12 11 10 17 912345678 1-0-140-1-8 1-10-0 1-8-0 1-8-2 0-10-0 6-8-2 0-10-0 7-6-2 0-3-8 14-10-8 5-10-2 5-10-2 7-0-14 14-7-0 1- 8 - 0 1- 5 - 0 1- 5 - 0 0- 3 - 0 1- 8 - 0 Scale = 1:33.9 Plate Offsets (X, Y):[4:0-1-8,Edge], [5:0-1-8,Edge], [9:0-3-0,Edge], [10:0-1-8,Edge], [13:0-1-8,Edge], [14:0-1-8,Edge], [17:0-1-8,0-1-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.54 Vert(LL) -0.14 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.49 Vert(CT) -0.19 12-13 >918 240 BCLL 0.0 Rep Stress Incr NO WB 0.61 Horz(CT) -0.02 9 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight: 85 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP DSS(flat) WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 9=0-3-0, 16=0-5-8 Max Grav 9=1068 (LC 1), 16=1043 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 16-17=-70/0, 1-17=-70/0, 9-10=-6/2, 1-2=-3/0, 2-3=-2045/0, 3-4=-2045/0, 4-5=-2752/0, 5-6=-2591/0, 6-7=-2591/0, 7-8=-802/0, 8-9=-804/0 BOT CHORD 15-16=0/1122, 14-15=0/2752, 13-14=0/2752, 12-13=0/2752, 11-12=0/1812, 10-11=0/0 WEBS 8-11=-138/0, 4-14=-72/137, 5-13=-111/101, 5-12=-444/15, 6-12=-567/0, 7-12=0/1009, 7-11=-1303/0, 4-15=-1133/0, 3-15=-218/16, 2-15=0/1189, 2-16=-1474/0, 9-11=0/1274 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 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. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. 6) Use Simpson Strong-Tie THA426 (Single Chord Girder) or equivalent at 5-6-12 from the left end to connect truss (es) to back face of top chord, skewed 0.0 deg.to the right, sloping 0.0 deg. down. 7) Use Simpson Strong-Tie THA426 (Single Chord Girder) or equivalent at 9-4-4 from the left end to connect truss (es) to back face of top chord. 8) Fill all nail holes where hanger is in contact with lumber. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 10-16=-10, 1-9=-100 Concentrated Loads (lb) Vert: 4=-279 (B), 6=-255 (B) Job Truss Truss Type Qty Ply Halton Residence T20896134F10Floor Girder 1 1E2747 Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:47 Page: 1 ID:1YT8Ipez_Vo70kG4T05PiBysaAK-2c5BX3RelkiF0xYpBLeyK49tP8qLAPUZdjFlmdysYKs This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I I I I H I I I I I ~ rsllZSla 1 Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =2x4 =2x4 =3x6 =3x4 =2x4 =3x6 =3x6 =3x4 7 6 5 8 1 2 3 4 0-1-8 1-10-0 1-3-6 1-8-2 5-5-0 5-5-0 1- 8 - 0 1- 8 - 0 Scale = 1:29 Plate Offsets (X, Y):[5:Edge,0-1-8], [8:0-1-8,0-1-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) 0.00 6-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.14 Vert(CT) -0.02 6-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight: 36 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 5-5-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 5= Mechanical, 7=0-5-8 Max Grav 5=284 (LC 1), 7=278 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 7-8=-68/0, 1-8=-68/0, 4-5=-285/0, 1-2=-3/0, 2-3=-218/0, 3-4=-218/0 BOT CHORD 6-7=0/231, 5-6=0/0 WEBS 2-7=-300/0, 2-6=-16/0, 3-6=-182/0, 4-6=0/316 NOTES 1) Plates checked for a plus or minus 5 degree rotation about its center. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 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. 4) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Halton Residence T20896135F11Floor21E2747Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:48 Page: 1 ID:gagFF6aq9yArvzO6gTVE?8ysaAP-WpfZlOSGW1q6e570l39BsIh8uYFvvzsjsN_JJ3ysYKr This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I I I I H I I I I Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =3x4 =2x4 =2x4 =2x4 =2x4 =2x4 =2x4 =2x4 =2x4 =3x4 =3x4 10 9 8 7 6 11 1 2 3 4 5 0-1-8 5-5-0 5-5-0 1- 8 - 0 1- 8 - 0 Scale = 1:26.2 Plate Offsets (X, Y):[6:Edge,0-1-8], [11:0-1-8,0-1-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horiz(TL) 0.00 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MR Weight: 30 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 5-5-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 6=5-5-0, 7=5-5-0, 8=5-5-0, 9=5-5-0, 10=5-5-0 Max Grav 6=68 (LC 1), 7=147 (LC 1), 8=148 (LC 1), 9=141 (LC 1), 10=58 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 10-11=-51/0, 1-11=-51/0, 5-6=-61/0, 1-2=-8/0, 2-3=-8/0, 3-4=-8/0, 4-5=-8/0 BOT CHORD 9-10=0/8, 8-9=0/8, 7-8=0/8, 6-7=0/8 WEBS 2-9=-129/0, 3-8=-134/0, 4-7=-135/0 NOTES 1) All plates are 2x4 MT20 unless otherwise indicated. 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 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) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Halton Residence T20896136F12Floor Supported Gable 1 1E2747 Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:48 Page: 1 ID:gagFF6aq9yArvzO6gTVE?8ysaAP-WpfZlOSGW1q6e570l39BsIh9MYHxv?jjsN_JJ3ysYKr This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I I H I I Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =3x4 =3x6 =3x4 =3x6 =3x4 THA426 THA426 5 4 1 6 2 3 1-8-0 1-10-0 4-0-0 4-0-0 1- 8 - 0 1- 8 - 0 Scale = 1:28.4 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.40 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.22 Vert(CT) -0.03 4-5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.09 Horz(CT) 0.00 4 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight: 27 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 4=0-5-8, 5= Mechanical Max Grav 4=312 (LC 1), 5=379 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5=-117/0, 3-4=-70/0, 1-6=0/0, 2-6=0/0, 2-3=0/0 BOT CHORD 4-5=0/283 WEBS 2-4=-361/0, 2-5=-374/0 NOTES 1) Plates checked for a plus or minus 5 degree rotation about its center. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 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. 4) Use Simpson Strong-Tie THA426 (Single Chord Girder) or equivalent at 0-9-12 from the left end to connect truss (es) to front face of top chord. 5) Use Simpson Strong-Tie THA426 (Single Chord Girder) or equivalent at 1-10-4 from the left end to connect truss (es) to back face of top chord, skewed 0.0 deg.to the left, sloping 0.0 deg. down. 6) Fill all nail holes where hanger is in contact with lumber. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 4-5=-10, 1-3=-100 Concentrated Loads (lb) Vert: 2=-184 (B), 6=-94 (F) Job Truss Truss Type Qty Ply Halton Residence T20896137F13Floor Girder 1 1E2747 Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:48 Page: 1 ID:ZLwm4TdLDBgGOahuvIaA9_ysaAL-WpfZlOSGW1q6e570l39BsIh4IYEjv_kjsN_JJ3ysYKr This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I I I I I I I I Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =3x4 =3x6 =3x4 =3x6 =3x4 5 4 1 2 3 1-6-0 3-6-0 3-6-0 1- 8 - 0 1- 8 - 0 Scale = 1:22.4 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.16 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.12 Vert(CT) -0.02 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 4 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight: 25 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 4= Mechanical, 5= Mechanical Max Grav 4=179 (LC 1), 5=179 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5=-62/0, 3-4=-62/0, 1-2=0/0, 2-3=0/0 BOT CHORD 4-5=0/106 WEBS 2-4=-147/0, 2-5=-147/0 NOTES 1) Plates checked for a plus or minus 5 degree rotation about its center. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Halton Residence T20896138F14Floor11E2747Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:48 Page: 1 ID:gagFF6aq9yArvzO6gTVE?8ysaAP-WpfZlOSGW1q6e570l39BsIh80YGHv?ejsN_JJ3ysYKr This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =3x4 =3x6 =3x4 =3x6 =3x4 THA426 THA426 5 4 1 6 2 3 1-8-0 1-6-8 3-8-8 3-8-8 1- 8 - 0 1- 8 - 0 Scale = 1:33.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.42 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.19 Vert(CT) -0.02 4-5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.09 Horz(CT) 0.00 4 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight: 26 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 4= Mechanical, 5= Mechanical Max Grav 4=304 (LC 1), 5=355 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5=-120/0, 3-4=-54/0, 1-6=0/0, 2-6=0/0, 2-3=0/0 BOT CHORD 4-5=0/252 WEBS 2-5=-333/0, 2-4=-344/0 NOTES 1) Plates checked for a plus or minus 5 degree rotation about its center. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 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. 4) Use Simpson Strong-Tie THA426 (Single Chord Girder) or equivalent at 1-10-4 from the left end to connect truss (es) to front face of top chord. 5) Use Simpson Strong-Tie THA426 (Single Chord Girder) or equivalent at 0-9-12 from the left end to connect truss (es) to back face of top chord. 6) Fill all nail holes where hanger is in contact with lumber. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 4-5=-10, 1-3=-100 Concentrated Loads (lb) Vert: 2=-184 (F), 6=-94 (B) Job Truss Truss Type Qty Ply Halton Residence T20896139F15Floor Girder 1 1E2747 Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:48 Page: 1 ID:ZLwm4TdLDBgGOahuvIaA9_ysaAL-WpfZlOSGW1q6e570l39BsIh43YFDv_tjsN_JJ3ysYKr This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I I I I I I Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =3x4 =3x6 =3x6 =3x4 =3x4 =3x6 =2x4 =2x4 Special 7 6 5 819234 1-5-6 1-8-2 0-1-81-10-0 0-3-8 1-8-8 1-5-0 1-5-0 4-0-0 5-8-8 1- 8 - 0 1- 8 - 0 Scale = 1:30.9 Plate Offsets (X, Y):[4:0-1-8,Edge], [7:Edge,0-1-8], [8:0-1-8,0-1-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.31 Vert(LL) 0.00 5-6 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.11 Vert(CT) -0.02 5-6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.12 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight: 39 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 5-8-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size) 5=4-3-8, 6=4-3-8 Max Uplift 5=-100 (LC 3) Max Grav 5=55 (LC 4), 6=803 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=0/0, 5-8=-68/0, 4-8=-68/0, 1-9=0/354, 2-9=0/354, 2-3=0/354, 3-4=-3/0 BOT CHORD 6-7=0/0, 5-6=-151/0 WEBS 1-6=-478/0, 3-5=0/200, 3-6=-390/0, 2-6=-206/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint 5. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 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) CAUTION, Do not erect truss backwards. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 294 lb down at 0-1-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 5-7=-10, 1-4=-100 Concentrated Loads (lb) Vert: 1=-253 (F) Job Truss Truss Type Qty Ply Halton Residence T20896140F16Floor Girder 1 1E2747 Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:48 Page: 1 ID:1YT8Ipez_Vo70kG4T05PiBysaAK-WpfZlOSGW1q6e570l39BsIh6jYGWv_MjsN_JJ3ysYKr This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I I l l Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 3x6 FP 3x6 FP =3x4 =3x6 =3x4 =3x4 =4x6 =4x6 =3x4 =3x4 =3x4 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 3312345678 9 10 11 12 13 14 15 16 0-11-12 0-1-81-8-0 0-10-41-10-0 0-1-12 5-11-12 0-10-0 4-0-4 0-10-0 4-10-4 0-11-12 5-10-0 3-2-4 3-2-4 14-7-12 20-7-8 1- 8 - 0 1- 8 - 0 Scale = 1:42.4 Plate Offsets (X, Y):[16:0-1-8,Edge], [30:0-1-8,Edge], [31:0-1-8,Edge], [33:0-1-8,0-1-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.44 Vert(LL) -0.04 31-32 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.43 Vert(CT) -0.06 31-32 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(CT) 0.00 29 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight: 107 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size) 17=14-9-8, 18=14-9-8, 19=14-9-8, 20=14-9-8, 21=14-9-8, 22=14-9-8, 23=14-9-8, 24=14-9-8, 25=14-9-8, 26=14-9-8, 27=14-9-8, 29=14-9-8, 32= Mechanical Max Grav 17=49 (LC 1), 18=151 (LC 1), 19=147 (LC 1), 20=147 (LC 1), 21=145 (LC 1), 22=144 (LC 1), 23=152 (LC 1), 24=144 (LC 1), 25=152 (LC 1), 26=128 (LC 1), 27=216 (LC 1), 29=333 (LC 1), 32=327 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-32=-20/0, 17-33=-45/0, 16-33=-45/0, 1-2=0/0, 2-3=-285/0, 3-4=-285/0, 4-5=-285/0, 5-6=0/2, 6-7=0/2, 7-8=0/2, 8-9=0/2, 9-10=0/2, 10-11=0/2, 11-12=-2/0, 12-13=-2/0, 13-14=-2/0, 14-15=-2/0, 15-16=-2/0 BOT CHORD 31-32=0/203, 30-31=0/285, 29-30=-2/0, 28-29=-2/0, 27-28=-2/0, 26-27=-2/0, 25-26=-2/0, 24-25=-2/0, 23-24=-2/0, 22-23=-2/0, 21-22=0/2, 20-21=0/2, 19-20=0/2, 18-19=0/2, 17-18=0/2 WEBS 3-31=-99/0, 4-30=-288/0, 5-30=0/513, 2-31=0/106, 2-32=-349/0, 5-29=-422/0, 15-18=-136/0, 14-19=-134/0, 13-20=-133/0, 12-21=-132/0, 11-22=-131/0, 10-23=-139/0, 9-24=-131/0, 8-25=-136/0, 7-26=-123/0, 6-27=-171/0 NOTES 1) All plates are 2x4 MT20 unless otherwise indicated. 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) Refer to girder(s) for truss to truss connections. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 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) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Halton Residence T20896141F17Floor11E2747Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:49 Page: 1 ID:59MNt7cjStYPnQ6hLb2xdmysaAM-_?DxykSuHLzzGFiCJmgQPVEEQyXiePes41ksrWysYKq This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 H H I I I I I H I VS] I Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 MT20HS 3x10 FP 3x6 FP =3x4 =4x6 =4x6 =2x4 =4x8 =3x4 =2x4 =3x6 =3x4 =2x4 =2x4 =3x4 =2x4 =3x6 =3x4 =2x4 =4x8 =4x6 =4x6 =2x4 =2x4 22 21 20 19 18 17 16 15 14 2312345678 9 10 11 12 13 0-1-81-8-01-6-4 1-6-41-10-0 0-10-0 10-3-12 0-10-0 11-1-12 9-5-12 20-7-8 9-5-12 9-5-12 1- 8 - 0 1- 8 - 0 Scale = 1:39 Plate Offsets (X, Y):[6:0-1-8,Edge], [7:0-1-8,Edge], [13:0-1-8,Edge], [14:Edge,0-1-8], [17:0-1-8,Edge], [18:0-1-8,Edge], [23:0-1-8,0-1-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.57 Vert(LL) -0.24 17-18 >999 360 MT20HS 187/143 TCDL 10.0 Lumber DOL 1.00 BC 0.84 Vert(CT) -0.34 17-18 >728 240 MT20 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(CT) 0.07 14 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight: 116 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) *Except* 20-14:2x4 SP DSS(flat) WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 14=0-5-8, 22= Mechanical Max Grav 14=1114 (LC 1), 22=1121 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-22=-64/0, 14-23=-61/0, 13-23=-61/0, 1-2=0/0, 2-3=-2150/0, 3-4=-2150/0, 4-5=-3428/0, 5-6=-3428/0, 6-7=-3686/0, 7-8=-3427/0, 8-9=-3427/0, 9-10=-3427/0, 10-11=-2149/0, 11-12=-2149/0, 12-13=-2/0 BOT CHORD 21-22=0/1112, 20-21=0/2906, 19-20=0/2906, 18-19=0/3686, 17-18=0/3686, 16-17=0/3686, 15-16=0/2907, 14-15=0/1112 WEBS 6-18=-140/170, 7-17=-140/171, 7-16=-646/102, 8-16=-246/28, 10-16=0/671, 10-15=-977/0, 11-15=-189/0, 12-15=0/1337, 12-14=-1520/0, 6-19=-644/102, 5-19=-247/27, 4-19=0/673, 4-21=-975/0, 3-21=-190/0, 2-21=0/1337, 2-22=-1524/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Plates checked for a plus or minus 5 degree rotation about its center. 5) Refer to girder(s) for truss to truss connections. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 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) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Halton Residence T20896142F18Floor81E2747Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:49 Page: 1 ID:59MNt7cjStYPnQ6hLb2xdmysaAM-_?DxykSuHLzzGFiCJmgQPVECRyQKeJWs41ksrWysYKq This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I I I I I I I I H I lZS!ZSk1 ~ I Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =3x6 =4x10 =5x6 =4x8 =3x6 =4x6 =3x4 =3x4 =3x6 =3x4 =4x8 =4x6 =3x6 20 19 18 17 16 15 14 13 22211 2 3 4 5 6 7 8 9 10 11 12 0-3-0 1-6-4 1-10-0 0-6-12 0-1-8 1-8-0 0-10-0 9-5-12 0-10-0 10-3-12 8-7-12 8-7-12 9-5-12 19-9-8 1- 8 - 0 1- 8 - 0 Scale = 1:36.1 Plate Offsets (X, Y):[6:0-1-8,Edge], [7:0-1-8,Edge], [12:0-1-8,Edge], [16:0-1-8,Edge], [17:0-1-8,Edge], [20:Edge,0-1-8], [22:0-1-8,0-1-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.62 Vert(LL) -0.22 15-16 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.50 Vert(CT) -0.30 15-16 >791 240 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(CT) 0.05 13 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight: 114 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP DSS(flat) WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 13=0-5-8, 20=0-3-8 Max Grav 13=1065 (LC 1), 20=1059 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 20-21=0/6, 1-21=0/6, 13-22=-61/0, 12-22=-61/0, 1-2=0/0, 2-3=-1612/0, 3-4=-1612/0, 4-5=-3006/0, 5-6=-3006/0, 6-7=-3361/0, 7-8=-3200/0, 8-9=-3200/0, 9-10=-2035/0, 10-11=-2035/0, 11-12=-2/0 BOT CHORD 19-20=0/513, 18-19=0/2429, 17-18=0/3361, 16-17=0/3361, 15-16=0/3361, 14-15=0/2733, 13-14=0/1059 WEBS 6-17=-105/192, 7-16=-161/135, 7-15=-542/164, 8-15=-253/14, 9-15=0/601, 9-14=-900/0, 10-14=-190/0, 11-14=0/1259, 11-13=-1447/0, 6-18=-707/0, 5-18=-233/35, 4-18=0/744, 4-19=-1053/0, 3-19=-195/0, 2-19=0/1417, 2-20=-1173/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 2x4 MT20 unless otherwise indicated. 3) Plates checked for a plus or minus 5 degree rotation about its center. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Halton Residence T20896143F19Floor51E2747Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:49 Page: 1 ID:59MNt7cjStYPnQ6hLb2xdmysaAM-_?DxykSuHLzzGFiCJmgQPVEBhyWZeIws41ksrWysYKq This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I I H H >-------------< ~ I I I I Ifr5JZS0~I Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 =3x4 =4x6 =3x10 =2x4 =4x6 =3x10 =2x4 =3x4 =3x10 =2x4 =2x4 =3x10 =4x6 =2x4 HTU26 HTU26 HTU26 HTU26 HTU26 HTU26 HTU26 14 13 20 12 11 10 23 9 8 18 19 21 22 1 15 2 16 3 4 5 17 6 7 3-5-12 16-4-0 3-7-8 19-11-8 4-2-3 12-10-4 4-2-3 8-8-1 4-5-15 4-5-15 3-5-12 16-4-0 3-7-8 19-11-8 4-2-3 8-8-1 4-2-3 12-10-4 4-5-15 4-5-15 1- 8 - 0 Scale = 1:34.3 Loading (psf)Spacing 1-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)40.0 Plate Grip DOL 1.00 TC 0.71 Vert(LL) -0.01 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.35 Vert(CT) -0.02 9 >999 240 BCLL 0.0*Rep Stress Incr NO WB 0.16 Horz(CT) 0.00 8 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Wind(LL) 0.01 13-14 >999 240 Weight: 226 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* 14-1:2x6 SP No.2 BRACING TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-7, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 8=0-5-8, 10=13-0-0, 11=13-0-0, 13=13-0-0, 14=13-0-0 Max Horiz 14=16 (LC 7) Max Grav 8=1111 (LC 1), 10=2633 (LC 1), 11=2131 (LC 1), 13=2459 (LC 1), 14=1447 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-14=-1171/0, 1-15=-41/3, 2-15=-41/3, 2-16=-41/3, 3-16=-41/3, 3-4=0/161, 4-5=0/161, 5-17=0/161, 6-17=0/161, 6-7=-108/0, 7-8=-699/0 BOT CHORD 14-18=0/275, 18-19=0/275, 13-19=0/275, 13-20=-1/27, 12-20=-1/27, 11-12=-1/27, 11-21=-1/27, 21-22=-1/27, 10-22=-1/27, 10-23=0/1038, 9-23=0/1038, 8-9=0/1038 WEBS 5-10=-1228/0, 1-13=-245/0, 2-13=-1384/0, 3-13=-13/15, 3-11=-1225/0, 3-10=-198/0, 6-10=-1279/0, 6-9=-113/0, 6-8=-991/0 NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 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) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.0psf; BCDL=3.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) Plates checked for a plus or minus 5 degree rotation about its center. 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 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28 has/ have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Use Simpson Strong-Tie HTU26 (20-10d Girder, 11-10dx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 1-10-12 from the left end to 13-10-12 to connect truss(es) to back face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 1-15=-150, 15-17=-309, 8-14=-5 Concentrated Loads (lb) Vert: 1=-744, 7=-412, 12=-437 (B), 18=-437 (B), 19=-437 (B), 20=-437 (B), 21=-437 (B), 22=-437 (B), 23=-341 (B) Trapezoidal Loads (lb/ft) Vert: 17=-309-to-6=-264, 6=-264-to-7=-150 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 1-15=-140, 15-17=-278, 8-14=-5 Concentrated Loads (lb) Vert: 1=-644, 7=-356, 12=-377 (B), 18=-377 (B), 19=-377 (B), 20=-377 (B), 21=-377 (B), 22=-377 (B), 23=-292 (B) Trapezoidal Loads (lb/ft) Vert: 17=-278-to-6=-239, 6=-239-to-7=-140 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-15=-110, 15-17=-183, 8-14=-15 Concentrated Loads (lb) Vert: 1=-342, 7=-189, 12=-301 (B), 18=-301 (B), 19=-301 (B), 20=-301 (B), 21=-301 (B), 22=-301 (B), 23=-220 (B) Job Truss Truss Type Qty Ply Halton Residence T20896144FT1Flat Girder 1 2E2747 Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:50 Page: 1 ID:Vk1WV9fblow_eurG1jceFPysaAJ-SBnK94TW2f5qtPHOtUBfyjnK0MuANtC?JhTPNyysYKp Continued on page 2 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I I I I I Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 Trapezoidal Loads (lb/ft) Vert: 17=-183-to-6=-162, 6=-162-to-7=-110 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (lb/ft) Vert: 1-15=-85, 5-15=-158, 5-17=-166, 8-14=-3 Horz: 7-8=9 Concentrated Loads (lb) Vert: 1=-342, 7=-189, 12=106 (B), 18=106 (B), 19=106 (B), 20=106 (B), 21=96 (B), 22=97 (B), 23=90 (B) Trapezoidal Loads (lb/ft) Vert: 17=-166-to-6=-145, 6=-145-to-7=-93 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (lb/ft) Vert: 1-15=-93, 15-16=-166, 16-17=-158, 8-14=-3 Horz: 7-8=-7 Concentrated Loads (lb) Vert: 1=-342, 7=-189, 12=106 (B), 18=106 (B), 19=106 (B), 20=106 (B), 21=96 (B), 22=97 (B), 23=90 (B) Trapezoidal Loads (lb/ft) Vert: 17=-158-to-6=-137, 6=-137-to-7=-85 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (lb/ft) Vert: 1-15=-110, 15-17=-183, 8-14=-5 Horz: 7-8=4 Concentrated Loads (lb) Vert: 1=-342, 7=-189, 12=108 (B), 18=108 (B), 19=108 (B), 20=108 (B), 21=98 (B), 22=99 (B), 23=92 (B) Trapezoidal Loads (lb/ft) Vert: 17=-183-to-6=-163, 6=-163-to-7=-110 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (lb/ft) Vert: 1-15=-110, 15-17=-183, 8-14=-5 Horz: 7-8=-13 Concentrated Loads (lb) Vert: 1=-342, 7=-189, 12=108 (B), 18=108 (B), 19=108 (B), 20=108 (B), 21=98 (B), 22=99 (B), 23=92 (B) Trapezoidal Loads (lb/ft) Vert: 17=-183-to-6=-163, 6=-163-to-7=-110 8) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (lb/ft) Vert: 1-15=-90, 15-17=-163, 8-14=-3 Horz: 7-8=11 Concentrated Loads (lb) Vert: 1=-342, 7=-189, 12=106 (B), 18=106 (B), 19=106 (B), 20=106 (B), 21=96 (B), 22=97 (B), 23=90 (B) Trapezoidal Loads (lb/ft) Vert: 17=-163-to-6=-142, 6=-142-to-7=-90 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (lb/ft) Vert: 1-15=-95, 15-17=-168, 8-14=-3 Horz: 7-8=11 Concentrated Loads (lb) Vert: 1=-342, 7=-189, 12=106 (B), 18=106 (B), 19=106 (B), 20=106 (B), 21=96 (B), 22=97 (B), 23=90 (B) Trapezoidal Loads (lb/ft) Vert: 17=-168-to-6=-147, 6=-147-to-7=-95 10) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (lb/ft) Vert: 1-15=-110, 15-17=-183, 8-14=-5 Horz: 7-8=6 Concentrated Loads (lb) Vert: 1=-342, 7=-189, 12=108 (B), 18=108 (B), 19=108 (B), 20=108 (B), 21=98 (B), 22=99 (B), 23=92 (B) Trapezoidal Loads (lb/ft) Vert: 17=-183-to-6=-163, 6=-163-to-7=-110 11) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (lb/ft) Vert: 1-15=-110, 15-17=-183, 8-14=-5 Horz: 7-8=6 Concentrated Loads (lb) Vert: 1=-342, 7=-189, 12=108 (B), 18=108 (B), 19=108 (B), 20=108 (B), 21=98 (B), 22=99 (B), 23=92 (B) Trapezoidal Loads (lb/ft) Vert: 17=-183-to-6=-163, 6=-163-to-7=-110 12) Dead: Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90 Uniform Loads (lb/ft) Vert: 1-15=-110, 15-17=-183, 8-14=-5 Concentrated Loads (lb) Vert: 1=-342, 7=-189, 12=-195 (B), 18=-195 (B), 19=-195 (B), 20=-195 (B), 21=-195 (B), 22=-195 (B), 23=-146 (B) Trapezoidal Loads (lb/ft) Vert: 17=-183-to-6=-162, 6=-162-to-7=-110 13) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (lb/ft) Vert: 1-15=-140, 15-17=-278, 8-14=-5 Horz: 7-8=3 Concentrated Loads (lb) Vert: 1=-644, 7=-356, 12=56 (B), 18=56 (B), 19=56 (B), 20=56 (B), 21=48 (B), 22=49 (B), 23=50 (B) Trapezoidal Loads (lb/ft) Vert: 17=-278-to-6=-239, 6=-239-to-7=-140 14) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (lb/ft) Vert: 1-15=-140, 15-17=-278, 8-14=-5 Horz: 7-8=-9 Concentrated Loads (lb) Vert: 1=-644, 7=-356, 12=56 (B), 18=56 (B), 19=56 (B), 20=56 (B), 21=48 (B), 22=49 (B), 23=50 (B) Trapezoidal Loads (lb/ft) Vert: 17=-278-to-6=-239, 6=-239-to-7=-140 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (lb/ft) Vert: 1-15=-140, 15-17=-278, 8-14=-5 Horz: 7-8=5 Concentrated Loads (lb) Vert: 1=-644, 7=-356, 12=56 (B), 18=56 (B), 19=56 (B), 20=56 (B), 21=48 (B), 22=49 (B), 23=50 (B) Trapezoidal Loads (lb/ft) Vert: 17=-278-to-6=-239, 6=-239-to-7=-140 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (lb/ft) Vert: 1-15=-140, 15-17=-278, 8-14=-5 Horz: 7-8=5 Concentrated Loads (lb) Vert: 1=-644, 7=-356, 12=56 (B), 18=56 (B), 19=56 (B), 20=56 (B), 21=48 (B), 22=49 (B), 23=50 (B) Trapezoidal Loads (lb/ft) Vert: 17=-278-to-6=-239, 6=-239-to-7=-140 17) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (lb/ft) Vert: 1-15=-85, 5-15=-158, 5-17=-166, 8-14=-3 Horz: 7-8=9 Concentrated Loads (lb) Vert: 1=-342, 7=-189, 12=-222 (B), 18=-222 (B), 19=-222 (B), 20=-222 (B), 21=-218 (B), 22=-214 (B), 23=-165 (B) Trapezoidal Loads (lb/ft) Vert: 17=-166-to-6=-145, 6=-145-to-7=-93 18) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (lb/ft) Vert: 1-15=-93, 15-16=-166, 16-17=-158, 8-14=-3 Horz: 7-8=-7 Concentrated Loads (lb) Vert: 1=-342, 7=-189, 12=-222 (B), 18=-222 (B), 19=-222 (B), 20=-222 (B), 21=-218 (B), 22=-214 (B), 23=-165 (B) Trapezoidal Loads (lb/ft) Vert: 17=-158-to-6=-137, 6=-137-to-7=-85 19) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (lb/ft) Vert: 1-15=-110, 15-17=-183, 8-14=-5 Horz: 7-8=4 Concentrated Loads (lb) Vert: 1=-342, 7=-189, 12=-220 (B), 18=-220 (B), 19=-220 (B), 20=-220 (B), 21=-216 (B), 22=-212 (B), 23=-163 (B) Trapezoidal Loads (lb/ft) Vert: 17=-183-to-6=-163, 6=-163-to-7=-110 20) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (lb/ft) Vert: 1-15=-110, 15-17=-183, 8-14=-5 Horz: 7-8=-13 Concentrated Loads (lb) Vert: 1=-342, 7=-189, 12=-220 (B), 18=-220 (B), 19=-220 (B), 20=-220 (B), 21=-216 (B), 22=-212 (B), 23=-163 (B) Trapezoidal Loads (lb/ft) Vert: 17=-183-to-6=-163, 6=-163-to-7=-110 21) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (lb/ft) Vert: 1-15=-90, 15-17=-163, 8-14=-3 Horz: 7-8=11 Concentrated Loads (lb) Vert: 1=-342, 7=-189, 12=-222 (B), 18=-222 (B), 19=-222 (B), 20=-222 (B), 21=-218 (B), 22=-214 (B), 23=-165 (B) Trapezoidal Loads (lb/ft) Vert: 17=-163-to-6=-142, 6=-142-to-7=-90 22) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (lb/ft) Vert: 1-15=-95, 15-17=-168, 8-14=-3 Horz: 7-8=11 Concentrated Loads (lb) Vert: 1=-342, 7=-189, 12=-222 (B), 18=-222 (B), 19=-222 (B), 20=-222 (B), 21=-218 (B), 22=-214 (B), 23=-165 (B) Trapezoidal Loads (lb/ft) Vert: 17=-168-to-6=-147, 6=-147-to-7=-95 23) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (lb/ft) Vert: 1-15=-110, 15-17=-183, 8-14=-5 Horz: 7-8=6 Concentrated Loads (lb) Vert: 1=-342, 7=-189, 12=-220 (B), 18=-220 (B), 19=-220 (B), 20=-220 (B), 21=-216 (B), 22=-212 (B), 23=-163 (B) Trapezoidal Loads (lb/ft) Vert: 17=-183-to-6=-163, 6=-163-to-7=-110 24) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Job Truss Truss Type Qty Ply Halton Residence T20896144FT1Flat Girder 1 2E2747 Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:50 Page: 2 ID:Vk1WV9fblow_eurG1jceFPysaAJ-SBnK94TW2f5qtPHOtUBfyjnK0MuANtC?JhTPNyysYKp Continued on page 3 I I I Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 Uniform Loads (lb/ft) Vert: 1-15=-110, 15-17=-183, 8-14=-5 Horz: 7-8=6 Concentrated Loads (lb) Vert: 1=-342, 7=-189, 12=-220 (B), 18=-220 (B), 19=-220 (B), 20=-220 (B), 21=-216 (B), 22=-212 (B), 23=-163 (B) Trapezoidal Loads (lb/ft) Vert: 17=-183-to-6=-163, 6=-163-to-7=-110 25) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (lb/ft) Vert: 1-15=-140, 15-17=-278, 8-14=-5 Horz: 7-8=3 Concentrated Loads (lb) Vert: 1=-644, 7=-356, 12=-350 (B), 18=-350 (B), 19=-350 (B), 20=-350 (B), 21=-346 (B), 22=-344 (B), 23=-251 (B) Trapezoidal Loads (lb/ft) Vert: 17=-278-to-6=-239, 6=-239-to-7=-140 26) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (lb/ft) Vert: 1-15=-140, 15-17=-278, 8-14=-5 Horz: 7-8=-9 Concentrated Loads (lb) Vert: 1=-644, 7=-356, 12=-350 (B), 18=-350 (B), 19=-350 (B), 20=-350 (B), 21=-346 (B), 22=-344 (B), 23=-251 (B) Trapezoidal Loads (lb/ft) Vert: 17=-278-to-6=-239, 6=-239-to-7=-140 27) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (lb/ft) Vert: 1-15=-140, 15-17=-278, 8-14=-5 Horz: 7-8=5 Concentrated Loads (lb) Vert: 1=-644, 7=-356, 12=-350 (B), 18=-350 (B), 19=-350 (B), 20=-350 (B), 21=-346 (B), 22=-344 (B), 23=-251 (B) Trapezoidal Loads (lb/ft) Vert: 17=-278-to-6=-239, 6=-239-to-7=-140 28) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (lb/ft) Vert: 1-15=-140, 15-17=-278, 8-14=-5 Horz: 7-8=5 Concentrated Loads (lb) Vert: 1=-644, 7=-356, 12=-350 (B), 18=-350 (B), 19=-350 (B), 20=-350 (B), 21=-346 (B), 22=-344 (B), 23=-251 (B) Trapezoidal Loads (lb/ft) Vert: 17=-278-to-6=-239, 6=-239-to-7=-140 Job Truss Truss Type Qty Ply Halton Residence T20896144FT1Flat Girder 1 2E2747 Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:50 Page: 3 ID:Vk1WV9fblow_eurG1jceFPysaAJ-SBnK94TW2f5qtPHOtUBfyjnK0MuANtC?JhTPNyysYKp I I I Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 512 =3x6 =3x4 =3x4 =3x4 =3x4 =3x4 =3x10 =4x6 =3x6 =3x6 =3x6 =5x6 =3x10 =3x4 =3x4 =3x6 =7x6 =3x4 =4x8 =3x4 23137 36 35 34 33 32 31 3029 28 27 26 25 24 222 21 42 55 4438 48 20 19 39 47 43 183 45 17 40 46 16 154 41 5 146 1375756128 119 10 0-1-6 22-11-5 0-11-2 11-7-1 1-6-15 34-5-0 2-0-0 -2-0-0 2-0-0 36-5-0 4-5-14 10-7-14 4-10-2 32-10-1 5-0-10 27-11-15 5-7-7 17-2-8 5-7-7 22-9-15 6-2-1 6-2-1 2-6-12 19-9-4 5-8-10 25-5-14 8-3-6 17-2-8 8-11-2 8-11-2 8-11-2 34-5-0 8- 0 - 1 0- 4 - 1 3- 9 - 6 0- 3 - 8 0- 3 - 8 0- 8 - 7 0- 1 1 - 1 5 3- 1 - 9 4- 1 - 8 0- 7 - 1 4 4- 9 - 5 2- 4 - 1 5 7- 2 - 5 Scale = 1:68.5 Plate Offsets (X, Y):[2:0-0-6,Edge], [14:0-3-0,0-3-0], [18:0-3-0,0-3-0], [22:0-3-8,Edge], [22:0-3-13,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.13 37-51 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.28 37-51 >863 180 BCLL 0.0*Rep Stress Incr YES WB 0.92 Horz(CT) 0.03 33 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight: 238 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-5-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 2-37,35-37. JOINTS 1 Brace at Jt(s): 39, 45, 46 REACTIONS (size) 2=0-5-8, 22=14-9-8, 24=14-9-8, 25=14-9-8, 26=14-9-8, 27=14-9-8, 28=14-9-8, 30=14-9-8, 31=14-9-8, 32=14-9-8, 33=14-9-8, 52=14-9-8 Max Horiz 2=-119 (LC 10) Max Uplift 2=-188 (LC 12), 22=-113 (LC 12), 24=-9 (LC 8), 25=-34 (LC 21), 26=-190 (LC 21), 27=-24 (LC 12), 28=-80 (LC 12), 30=-40 (LC 12), 31=-31 (LC 12), 32=-131 (LC 21), 33=-72 (LC 12), 52=-113 (LC 12) Max Grav 2=860 (LC 1), 22=223 (LC 22), 24=216 (LC 22), 25=13 (LC 22), 26=47 (LC 12), 27=80 (LC 22), 28=546 (LC 1), 30=364 (LC 1), 31=475 (LC 1), 32=7 (LC 12), 33=329 (LC 1), 52=223 (LC 22) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43, 2-55=-1356/267, 3-55=-1318/282, 3-4=-1141/237, 4-5=-1049/240, 5-6=-1042/234, 6-7=-363/143, 7-56=-314/136, 8-56=-303/138, 8-9=-306/157, 9-10=-285/162, 10-11=-310/174, 11-12=-325/178, 12-57=-294/153, 13-57=-319/149, 13-14=-283/129, 14-15=0/473, 15-16=-7/560, 16-17=-23/547, 17-18=-42/531, 18-19=0/298, 19-20=-9/268, 20-21=-35/296, 21-22=-45/246, 22-23=0/43 BOT CHORD 2-37=-163/1216, 36-37=-66/805, 35-36=-66/805, 34-35=-328/151, 33-34=-328/151, 32-33=-329/152, 31-32=-329/152, 30-31=-329/152, 29-30=-329/152, 28-29=-329/152, 27-28=-248/101, 26-27=-248/101, 25-26=-248/101, 24-25=-248/101, 22-24=-248/101 WEBS 10-35=-11/157, 35-48=-80/787, 47-48=-85/780, 46-47=-71/724, 41-46=-92/856, 14-41=-47/557, 14-45=-351/49, 42-45=-298/36, 28-42=-332/63, 28-44=-329/101, 43-44=-335/101, 18-43=-214/70, 6-40=-674/197, 39-40=-654/183, 38-39=-684/207, 35-38=-691/208, 6-37=-1/484, 3-37=-263/129, 9-38=-11/2, 8-39=-49/39, 7-40=-22/33, 11-48=-63/7, 12-47=-88/77, 13-46=-183/51, 31-41=-425/65, 15-45=-279/60, 16-42=-50/30, 20-24=-144/59, 19-25=-9/47, 26-43=-48/221, 17-44=-64/37, 27-44=-61/35, 30-45=-340/75, 32-46=-16/75, 33-47=-182/102, 34-48=-81/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.0psf; BCDL=5.0psf; h=25ft; B=45ft; L=34ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior (2) -2-0-11 to 1-4-10, Interior (1) 1-4-10 to 17-2-8, Exterior (2) 17-2-8 to 20-7-13, Interior (1) 20-7-13 to 36-5-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=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) All plates are 2x4 MT20 unless otherwise indicated. 5) Plates checked for a plus or minus 5 degree rotation about its center. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Job Truss Truss Type Qty Ply Halton Residence T20896145G1Common Structural Gable 1 1E2747 Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:51 Page: 1 ID:VTW5xLRxlanO5G2?Xfof3pysaAa-SBnK94TW2f5qtPHOtUBfyjnPsMouNhP?JhTPNyysYKp Continued on page 2 This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I I Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 188 lb uplift at joint 2, 80 lb uplift at joint 28, 31 lb uplift at joint 31, 113 lb uplift at joint 22, 9 lb uplift at joint 24, 34 lb uplift at joint 25, 190 lb uplift at joint 26, 24 lb uplift at joint 27, 40 lb uplift at joint 30, 131 lb uplift at joint 32, 72 lb uplift at joint 33 and 113 lb uplift at joint 22. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Halton Residence T20896145G1Common Structural Gable 1 1E2747 Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:51 Page: 2 ID:VTW5xLRxlanO5G2?Xfof3pysaAa-SBnK94TW2f5qtPHOtUBfyjnPsMouNhP?JhTPNyysYKp I I I Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 512 =3x6 =2x4 =3x4 =3x6 =5x6 =4x6 =3x10 =5x6 =3x6 =3x4 =2x4 =3x6 91 14 13 12 11 10 82 2421 73 64 22 23 5 2-0-0 -2-0-0 2-0-0 36-5-0 5-4-4 22-6-12 5-4-4 17-2-8 5-8-3 11-10-4 5-8-3 28-2-15 6-2-1 34-5-0 6-2-1 6-2-1 8-3-6 17-2-8 8-3-6 25-5-14 8-11-2 34-5-0 8-11-2 8-11-2 8- 3 - 1 3 0- 4 - 1 7- 6 - 1 Scale = 1:66.5 Plate Offsets (X, Y):[2:0-3-0,0-1-6], [4:0-3-0,0-3-0], [6:0-3-0,0-3-0], [8:0-3-0,0-1-6] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.18 12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.37 10-12 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.65 Horz(CT) 0.12 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight: 172 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-2-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-1-14 oc bracing. REACTIONS (size) 2=0-5-8, 8=0-5-8 Max Horiz 2=-124 (LC 10) Max Uplift 2=-260 (LC 12), 8=-260 (LC 12) Max Grav 2=1384 (LC 1), 8=1384 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43, 2-21=-2713/506, 3-21=-2677/521, 3-4=-2467/474, 4-22=-1719/395, 5-22=-1658/410, 5-23=-1658/410, 6-23=-1719/395, 6-7=-2467/474, 7-24=-2677/521, 8-24=-2713/506, 8-9=0/43 BOT CHORD 2-14=-382/2471, 13-14=-270/1993, 12-13=-270/1993, 11-12=-292/1993, 10-11=-292/1993, 8-10=-408/2471 WEBS 5-12=-169/1009, 6-12=-635/198, 6-10=-13/503, 7-10=-333/147, 4-12=-635/198, 4-14=-13/503, 3-14=-333/147 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.0psf; BCDL=5.0psf; h=25ft; B=45ft; L=34ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior (2) -2-0-11 to 1-4-10, Interior (1) 1-4-10 to 17-2-8, Exterior (2) 17-2-8 to 20-7-13, Interior (1) 20-7-13 to 36-5-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 5 degree rotation about its center. 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 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 260 lb uplift at joint 2 and 260 lb uplift at joint 8. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Halton Residence T20896146G2Common111E2747Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:51 Page: 1 ID:VTW5xLRxlanO5G2?Xfof3pysaAa-wOLiNQU8pyDhVZsbQBjuUwJaXm5u6Ck9YLDzvOysYKo This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I I :r: Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 512 =3x10 =6x8 =3x4 =3x4 =MT18HS 5x8 =3x10 =3x4 =3x6 =3x6 =7x8 =5x6 =3x6 =3x6 =3x6 =3x10 =MT18HS 5x8 =3x6 =7x6 =3x10 =4x8 NAILED HTU26 NAILED NAILED NAILED NAILED NAILED NAILED NAILED 231 222 36 3534 33 32 315455 30 5629 28 27 572625 24 58 59 42 48 4937 43 21 38 44 203 41 47 194 39 45 5 186 177 40 46 168 159 1410 1311 12 0-1-11 28-1-7 2-0-0 -2-0-0 2-0-0 36-5-0 2-2-8 8-4-9 3-2-8 11-7-1 5-1-13 27-11-12 5-7-7 17-2-8 5-7-7 22-9-15 6-2-1 6-2-1 6-3-9 34-5-0 8-3-6 25-5-14 8-3-6 17-2-8 8-11-2 34-5-0 8-11-2 8-11-2 8- 0 - 1 0- 4 - 1 0- 1 0 - 7 2- 1 - 6 2- 1 - 6 0- 1 0 - 2 2- 1 1 - 9 0- 2 - 9 3- 2 - 2 0- 7 - 1 4 3- 9 - 1 5 3- 4 - 5 7- 2 - 5 Scale = 1:69.6 Plate Offsets (X, Y):[2:0-11-5,0-1-2], [6:0-3-14,0-7-2], [20:0-3-0,0-5-0], [22:0-4-0,0-1-14], [30:0-4-0,0-4-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.32 30-31 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.56 30-31 >733 180 MT18HS 244/190 BCLL 0.0*Rep Stress Incr NO WB 0.92 Horz(CT) 0.13 22 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight: 277 lb FT = 20% LUMBER TOP CHORD 2x4 SP DSS *Except* 12-21:2x4 SP No.2 BOT CHORD 2x6 SP DSS WEBS 2x4 SP No.3 *Except* 36-8,24-16:2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 1-9-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-8-9 oc bracing. JOINTS 1 Brace at Jt(s): 38, 41, 44, 47 REACTIONS (size) 2=0-5-8, 22=0-5-8 Max Horiz 2=-119 (LC 23) Max Uplift 2=-455 (LC 8), 22=-540 (LC 8) Max Grav 2=2164 (LC 1), 22=2483 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43, 2-3=-4739/906, 3-4=-4736/905, 4-5=-4629/889, 5-6=-4690/901, 6-7=-4848/956, 7-8=-4796/948, 8-9=-3801/803, 9-10=-3711/801, 10-11=-3702/819, 11-12=-3639/818, 12-13=-3657/822, 13-14=-3715/822, 14-15=-3696/797, 15-16=-3764/796, 16-17=-5511/1142, 17-18=-5580/1151, 18-19=-5490/1110, 19-20=-5401/1083, 20-21=-5520/1126, 21-22=-5623/1130, 22-23=0/43 BOT CHORD 2-36=-747/4333, 35-36=-724/4267, 34-35=-724/4267, 33-34=-724/4267, 32-33=-724/4267, 31-32=-724/4267, 31-54=-724/4267, 54-55=-724/4267, 30-55=-724/4267, 30-56=-789/4450, 29-56=-789/4450, 28-29=-789/4450, 27-28=-789/4450, 27-57=-789/4450, 26-57=-789/4450, 25-26=-789/4450, 24-25=-789/4450, 24-58=-966/5200, 58-59=-966/5200, 22-59=-966/5200 WEBS 12-30=-524/2422, 3-36=-74/317, 36-42=-97/379, 41-42=-87/560, 8-41=-91/508, 8-40=-846/177, 39-40=-1163/246, 38-39=-997/211, 37-38=-1140/240, 30-37=-1091/231, 30-43=-1311/311, 43-44=-1356/318, 44-45=-1257/298, 45-46=-1381/328, 16-46=-1170/271, 16-47=-226/1268, 47-48=-249/1379, 24-48=-160/1096, 24-49=-261/111, 20-49=-86/84, 11-37=-18/115, 10-38=-109/82, 31-38=-64/253, 9-39=-14/144, 32-39=-140/46, 33-40=-86/389, 7-41=-52/76, 34-41=-108/35, 6-42=-447/131, 13-43=-13/104, 14-44=-128/55, 29-44=-47/97, 15-45=-10/92, 28-45=-121/42, 27-46=-67/248, 17-47=-34/108, 26-47=-38/0, 18-48=-307/96, 19-49=-332/69 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.0psf; BCDL=5.0psf; h=25ft; B=45ft; L=34ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=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) All plates are MT20 plates unless otherwise indicated. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Plates checked for a plus or minus 5 degree rotation about its center. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 455 lb uplift at joint 2 and 540 lb uplift at joint 22. 11) Use Simpson Strong-Tie HTU26 (20-10d Girder, 11-10dx1 1/2 Truss, Single Ply Girder) or equivalent at 14-11-12 from the left end to connect truss(es) to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. Job Truss Truss Type Qty Ply Halton Residence T20896147G3Common Girder 1 1E2747 Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:52 Page: 1 ID:kCYUqQYaeLw7gfEkZ2TmwjysaAR-wOLiNQU8pyDhVZsbQBjuUwJUNm9h68Y9YLDzvOysYKo Continued on page 2 This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I I :r: Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 13) "NAILED" indicates Girder: 3-10d (0.148" x 3") toe-nails per NDS guidelines. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 173 lb down and 50 lb up at 29-4-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 2-22=-20, 1-12=-54, 12-23=-54 Concentrated Loads (lb) Vert: 30=-143 (B), 24=-143 (B), 28=-143 (B), 21=-60 (B), 54=-646 (B), 55=-143 (B), 56=-143 (B), 57=-143 (B), 58=-143 (B), 59=-171 (B) Job Truss Truss Type Qty Ply Halton Residence T20896147G3Common Girder 1 1E2747 Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:52 Page: 2 ID:kCYUqQYaeLw7gfEkZ2TmwjysaAR-wOLiNQU8pyDhVZsbQBjuUwJUNm9h68Y9YLDzvOysYKo I I I Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 512 =3x4 =4x8 =3x4 =4x6 =3x4 =4x8 =3x4 1 13 22 21 20 19 18 17 16 15 14 2 12 29 32 3 11 4 10 313059 6 8 7 1-7-0 14-11-0 1-7-0 1-7-0 2-0-0 16-11-0 2-0-0 -2-0-0 5-10-8 7-5-8 5-10-8 13-4-0 1-10-12 9-4-4 1-10-12 7-5-8 5-6-12 14-11-0 5-6-12 5-6-12 3- 1 1 - 5 0- 4 - 1 0- 3 - 8 0- 3 - 8 0- 8 - 7 0- 1 1 - 1 5 2- 1 - 9 3- 1 - 9 Scale = 1:38 Plate Offsets (X, Y):[2:0-3-8,Edge], [2:0-3-13,Edge], [12:0-3-8,Edge], [12:0-3-13,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.00 18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.01 18 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight: 73 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=5-8-8, 12=5-8-8, 14=5-8-8, 15=5-8-8, 16=0-3-8, 20=0-3-8, 21=5-8-8, 22=5-8-8, 23=5-8-8, 26=5-8-8 Max Horiz 2=-47 (LC 10), 23=-47 (LC 10) Max Uplift 2=-120 (LC 12), 12=-120 (LC 12), 14=-2 (LC 8), 15=-51 (LC 12), 21=-51 (LC 12), 22=-2 (LC 9), 23=-120 (LC 12), 26=-120 (LC 12) Max Grav 2=283 (LC 1), 12=283 (LC 1), 14=199 (LC 1), 15=-10 (LC 22), 16=205 (LC 1), 20=205 (LC 1), 21=-10 (LC 21), 22=199 (LC 1), 23=283 (LC 1), 26=283 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43, 2-29=-53/0, 2-29=-51/7, 2-3=-76/1, 3-4=-84/21, 4-30=-99/31, 5-30=-74/34, 5-6=-94/58, 6-7=-100/75, 7-8=-100/79, 8-9=-94/64, 9-31=-74/40, 10-31=-99/37, 10-11=-80/27, 11-12=-72/6, 12-32=-48/7, 12-32=-51/0, 12-13=0/43 BOT CHORD 2-22=-5/82, 21-22=0/82, 20-21=0/82, 19-20=0/82, 18-19=0/82, 17-18=0/82, 16-17=0/82, 15-16=0/82, 14-15=0/82, 12-14=0/82 WEBS 7-18=-10/46, 6-19=-88/52, 5-21=-61/57, 4-22=-123/47, 8-17=-88/53, 9-15=-61/57, 10-14=-123/46 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.0psf; BCDL=5.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior (2) -2-0-11 to 0-11-5, Interior (1) 0-11-5 to 7-5-8, Exterior (2) 7-5-8 to 10-5-8, Interior (1) 10-5-8 to 16-11-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=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) All plates are 2x4 MT20 unless otherwise indicated. 5) Plates checked for a plus or minus 5 degree rotation about its center. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 120 lb uplift at joint 2, 120 lb uplift at joint 12, 51 lb uplift at joint 21, 2 lb uplift at joint 22, 51 lb uplift at joint 15, 2 lb uplift at joint 14, 120 lb uplift at joint 2 and 120 lb uplift at joint 12. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Halton Residence T20896148H1Common Structural Gable 1 1E2747 Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:53 Page: 1 ID:VTW5xLRxlanO5G2?Xfof3pysaAa-Pav4amVmaGLY7jRn_vE718soh9dIrpsIm_yWSqysYKn This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I I :::r::: Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 512 =3x6 =2x4 =4x6 =3x6 1 5 2 4 14 1312 3 2-0-0 -2-0-0 7-5-8 14-11-0 7-5-8 7-5-8 7-5-8 14-11-0 7-5-8 7-5-8 4- 3 - 1 0- 4 - 1 3- 5 - 5 Scale = 1:32.7 Plate Offsets (X, Y):[2:0-3-0,Edge], [4:0-3-0,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.11 5-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.20 5-8 >885 180 BCLL 0.0*Rep Stress Incr YES WB 0.13 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight: 54 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-8-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-5-8, 4=0-5-8 Max Horiz 2=53 (LC 11) Max Uplift 2=-160 (LC 12), 4=-75 (LC 12) Max Grav 2=671 (LC 1), 4=544 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43, 2-12=-878/201, 3-12=-799/211, 3-13=-796/221, 13-14=-810/210, 4-14=-875/207 BOT CHORD 2-5=-128/748, 4-5=-128/748 WEBS 3-5=0/342 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.0psf; BCDL=5.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior (2) -2-0-11 to 0-7-13, Interior (1) 0-7-13 to 7-5-8, Exterior (2) 7-5-8 to 10-5-8, Interior (1) 10-5-8 to 14-11-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 5 degree rotation about its center. 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 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 75 lb uplift at joint 4 and 160 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Halton Residence T20896149H2Common31E2747Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:53 Page: 1 ID:zf3T8hSZWuvFjQdB5MKub1ysaAZ-tmTSo6VPLaTPks?zYclMZLPs1ZrtaEPS?ei4_HysYKm This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I I I Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 3.5412 =3x6 NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 1 10 11 4 2 8 9 3 2-9-15 -2-9-15 8-4-5 8-4-5 8-4-5 3- 7 - 3 0- 4 - 1 2- 9 - 1 0 Scale = 1:35.8 Plate Offsets (X, Y):[2:0-0-4,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.19 4-7 >523 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.41 4-7 >240 180 BCLL 0.0*Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MP Weight: 30 lb FT = 20% LUMBER TOP CHORD 2x4 SP DSS BOT CHORD 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-7-6, 3= Mechanical, 4= Mechanical Max Horiz 2=107 (LC 8) Max Uplift 2=-154 (LC 8), 3=-64 (LC 8) Max Grav 2=497 (LC 1), 3=200 (LC 1), 4=153 (LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44, 2-8=-349/103, 8-9=-27/5, 3-9=-24/45 BOT CHORD 2-10=-99/253, 10-11=0/0, 4-11=0/0 NOTES 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.0psf; BCDL=5.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 lb uplift at joint 3 and 154 lb uplift at joint 2. 7) "NAILED" indicates Girder: 3-10d (0.148" x 3") toe-nails per NDS guidelines. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-3=-54, 4-5=-20 Concentrated Loads (lb) Vert: 9=-10 (F=-5, B=-5), 11=-15 (F=-8, B=-8) Job Truss Truss Type Qty Ply Halton Residence T20896150HJ1Diagonal Hip Girder 4 1E2747 Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:53 Page: 1 ID:ZLwm4TdLDBgGOahuvIaA9_ysaAL-tmTSo6VPLaTPks?zYclMZLPwWZohaGRS?ei4_HysYKm This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I I :::r::: Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 3.5412 =3x6 NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 1 41011 2 8 9 3 2-9-15 -2-9-15 8-4-5 8-4-5 8-4-5 3- 7 - 3 0- 4 - 1 2- 9 - 1 0 Scale = 1:35.8 Plate Offsets (X, Y):[2:0-0-4,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.19 4-7 >523 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.41 4-7 >240 180 BCLL 0.0*Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MP Weight: 30 lb FT = 20% LUMBER TOP CHORD 2x4 SP DSS BOT CHORD 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-7-6, 3= Mechanical, 4= Mechanical Max Horiz 2=107 (LC 8) Max Uplift 2=-154 (LC 8), 3=-64 (LC 8) Max Grav 2=497 (LC 1), 3=200 (LC 1), 4=153 (LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44, 2-8=-349/103, 8-9=-27/5, 3-9=-24/45 BOT CHORD 2-10=-99/253, 10-11=0/0, 4-11=0/0 NOTES 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.0psf; BCDL=5.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 lb uplift at joint 3 and 154 lb uplift at joint 2. 7) "NAILED" indicates Girder: 3-10d (0.148" x 3") toe-nails per NDS guidelines. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-3=-54, 4-5=-20 Concentrated Loads (lb) Vert: 9=-10 (F=-5, B=-5), 11=-15 (F=-8, B=-8) Job Truss Truss Type Qty Ply Halton Residence T20896151HJ2Diagonal Hip Girder 2 1E2747 Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:53 Page: 1 ID:KdtMCOWiLQYYpBV9tvv3I4ysaAU-tmTSo6VPLaTPks?zYclMZLPwWZohaGRS?ei4_HysYKm This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I I :::r::: Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 3.54 12 =3x4 NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 1 10 11 4 2 8 9 3 2-9-15 -2-9-15 6-11-6 6-11-6 6-11-6 3- 2 - 3 0- 4 - 1 2- 4 - 1 0 Scale = 1:33.1 Plate Offsets (X, Y):[2:0-1-8,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.16 4-7 >524 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.20 4-7 >423 180 BCLL 0.0*Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MP Weight: 26 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 2=0-7-6, 3= Mechanical, 4= Mechanical Max Horiz 2=95 (LC 8) Max Uplift 2=-147 (LC 8), 3=-48 (LC 8) Max Grav 2=412 (LC 28), 3=136 (LC 1), 4=107 (LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44, 2-8=-365/364, 8-9=-53/1, 3-9=-18/30 BOT CHORD 2-10=-351/320, 10-11=0/0, 4-11=0/0 NOTES 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=101mph; TCDL=4.0psf; BCDL=5.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 48 lb uplift at joint 3 and 147 lb uplift at joint 2. 7) "NAILED" indicates Girder: 3-10d (0.148" x 3") toe-nails per NDS guidelines. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-3=-54, 4-5=-20 Concentrated Loads (lb) Vert: 8=51 (F=26, B=26), 10=80 (F=40, B=40), 11=5 (F=3, B=3) Job Truss Truss Type Qty Ply Halton Residence T20896152HJ3Diagonal Hip Girder 1 1E2747 Job Reference (optional) Gleckler and Sons Building Supplies, Jacksonville, FL - 32209,Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jul 31 12:30:53 Page: 1 ID:KdtMCOWiLQYYpBV9tvv3I4ysaAU-tmTSo6VPLaTPks?zYclMZLPuPZu3aGRS?ei4_HysYKm This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. July 31,2020 I I I :::r::: Phili p J. O'Reg an PE No .58126 MiTek USA, Inc . FL Cert 6634 69 04 Parke East Blvd. Tam pa FL 336 10 Date : P R O D U C T C O D E A P P R O V A L S L A T E R A L B R A C I N G L O C A T I O N I n d i c a t e s l o c a t i o n w h e r e b e a r i n g s ( s u p p o r t s ) o c c u r . I c o n s v a r y b u t r e a c t i o n s e c t i o n i n d i c a t e s j o i n t n u m b e r w h e r e b e a r i n g s o c c u r . M i n s i z e s h o w n i s f o r c r u s h i n g o n l y . I n d i c a t e d b y s y m b o l s h o w n a n d / o r b y t e x t i n t h e b r a c i n g s e c t i o n o f t h e o u t p u t . U s e T o r I b r a c i n g i f i n d i c a t e d . T h e f i r s t d i m e n s i o n i s t h e p l a t e w i d t h m e a s u r e d p e r p e n d i c u l a r t o s l o t s . S e c o n d d i m e n s i o n i s t h e l e n g t h p a r a l l e l t o s l o t s . C e n t e r p l a t e o n j o i n t u n l e s s x , y o f f s e t s a r e i n d i c a t e d . D i m e n s i o n s a r e i n f t - i n - s i x t e e n t h s . A p p l y p l a t e s t o b o t h s i d e s o f t r u s s a n d f u l l y e m b e d t e e t h . 1 . A d d i t i o n a l s t a b i l i t y b r a c i n g f o r t r u s s s y s t e m , e . g . d i a g o n a l o r X - b r a c i n g , i s a l w a y s r e q u i r e d . S e e B C S I . 2 . T r u s s b r a c i n g m u s t b e d e s i g n e d b y a n e n g i n e e r . F o r w i d e t r u s s s p a c i n g , i n d i v i d u a l l a t e r a l b r a c e s t h e m s e l v e s m a y r e q u i r e b r a c i n g , o r a l t e r n a t i v e T o r I b r a c i n g s h o u l d b e c o n s i d e r e d . 3 . N e v e r e x c e e d t h e d e s i g n l o a d i n g s h o w n a n d n e v e r s t a c k m a t e r i a l s o n i n a d e q u a t e l y b r a c e d t r u s s e s . 4 . P r o v i d e c o p i e s o f t h i s t r u s s d e s i g n t o t h e b u i l d i n g d e s i g n e r , e r e c t i o n s u p e r v i s o r , p r o p e r t y o w n e r a n d a l l o t h e r i n t e r e s t e d p a r t i e s . 5 . C u t m e m b e r s t o b e a r t i g h t l y a g a i n s t e a c h o t h e r . 6 . P l a c e p l a t e s o n e a c h f a c e o f t r u s s a t e a c h j o i n t a n d e m b e d f u l l y . K n o t s a n d w a n e a t j o i n t l o c a t i o n s a r e r e g u l a t e d b y A N S I / T P I 1 . 7 . D e s i g n a s s u m e s t r u s s e s w i l l b e s u i t a b l y p r o t e c t e d f r o m t h e e n v i r o n m e n t i n a c c o r d w i t h A N S I / T P I 1 . 8 . U n l e s s o t h e r w i s e n o t e d , m o i s t u r e c o n t e n t o f l u m b e r s h a l l n o t e x c e e d 1 9 % a t t i m e o f f a b r i c a t i o n . 9 . U n l e s s e x p r e s s l y n o t e d , t h i s d e s i g n i s n o t a p p l i c a b l e f o r u s e w i t h f i r e r e t a r d a n t , p r e s e r v a t i v e t r e a t e d , o r g r e e n l u m b e r . 1 0 . C a m b e r i s a n o n - s t r u c t u r a l c o n s i d e r a t i o n a n d i s t h e r e s p o n s i b i l i t y o f t r u s s f a b r i c a t o r . G e n e r a l p r a c t i c e i s t o c a m b e r f o r d e a d l o a d d e f l e c t i o n . 1 1 . P l a t e t y p e , s i z e , o r i e n t a t i o n a n d l o c a t i o n d i m e n s i o n s i n d i c a t e d a r e m i n i m u m p l a t i n g r e q u i r e m e n t s . 1 2 . L u m b e r u s e d s h a l l b e o f t h e s p e c i e s a n d s i z e , a n d i n a l l r e s p e c t s , e q u a l t o o r b e t t e r t h a n t h a t s p e c i f i e d . 1 3 . T o p c h o r d s m u s t b e s h e a t h e d o r p u r l i n s p r o v i d e d a t s p a c i n g i n d i c a t e d o n d e s i g n . 1 4 . B o t t o m c h o r d s r e q u i r e l a t e r a l b r a c i n g a t 1 0 f t . s p a c i n g , o r l e s s , i f n o c e i l i n g i s i n s t a l l e d , u n l e s s o t h e r w i s e n o t e d . 1 5 . C o n n e c t i o n s n o t s h o w n a r e t h e r e s p o n s i b i l i t y o f o t h e r s . 1 6 . D o n o t c u t o r a l t e r t r u s s m e m b e r o r p l a t e w i t h o u t p r i o r a p p r o v a l o f a n e n g i n e e r . 1 7 . I n s t a l l a n d l o a d v e r t i c a l l y u n l e s s i n d i c a t e d o t h e r w i s e . 1 8 . U s e o f g r e e n o r t r e a t e d l u m b e r m a y p o s e u n a c c e p t a b l e e n v i r o n m e n t a l , h e a l t h o r p e r f o r m a n c e r i s k s . C o n s u l t w i t h p r o j e c t e n g i n e e r b e f o r e u s e . 1 9 . R e v i e w a l l p o r t i o n s o f t h i s d e s i g n ( f r o n t , b a c k , w o r d s a n d p i c t u r e s ) b e f o r e u s e . R e v i e w i n g p i c t u r e s a l o n e i s n o t s u f f i c i e n t . 2 0 . D e s i g n a s s u m e s m a n u f a c t u r e i n a c c o r d a n c e w i t h A N S I / T P I 1 Q u a l i t y C r i t e r i a . 2 1 . T h e d e s i g n d o e s n o t t a k e i n t o a c c o u n t a n y d y n a m i c o r o t h e r l o a d s o t h e r t h a n t h o s e e x p r e s s l y s t a t e d . F a i l u r e t o F o l l o w C o u l d C a u s e P r o p e r t y D a m a g e o r P e r s o n a l I n j u r y ( D r a w i n g s n o t t o s c a l e ) © 2 0 1 2 M i T e k ® A l l R i g h t s R e s e r v e d M i T e k E n g i n e e r i n g R e f e r e n c e S h e e t : M I I - 7 4 7 3 r e v . 5 / 1 9 / 2 0 2 0 e d g e o f t r u s s . f r o m o u t s i d e " 1 6 / 1 - 0 I C C - E S R e p o r t s : E S R - 1 3 1 1 , E S R - 1 3 5 2 , E S R 1 9 8 8 E R - 3 9 0 7 , E S R - 2 3 6 2 , E S R - 1 3 9 7 , E S R - 3 2 8 2 J O I N T S A R E G E N E R A L L Y N U M B E R E D / L E T T E R E D C L O C K W I S E A R O U N D T H E T R U S S S T A R T I N G A T T H E J O I N T F A R T H E S T T O T H E L E F T . C H O R D S A N D W E B S A R E I D E N T I F I E D B Y E N D J O I N T N U M B E R S / L E T T E R S . W 4 - 6 W3-6 W 3 - 7 W2-7 W 1 - 7 C1-8 C 5 - 6 C 6 - 7 C 7 - 8 C4-5 C 3 - 4 C 2 - 3 C 1 - 2 TOP CHORD TOP CHORD 8 7 6 5 4 3 2 1 B O T T O M C H O R D S T O P C H O R D S B E A R I N G 4 x 4 P L A T E S I Z E T h i s s y m b o l i n d i c a t e s t h e r e q u i r e d d i r e c t i o n o f s l o t s i n c o n n e c t o r p l a t e s . " 1 6 / 1 F o r 4 x 2 o r i e n t a t i o n , l o c a t e p l a t e s 0 - 1 " 4 / 3 P L A T E L O C A T I O N A N D O R I E N T A T I O N S y m b o l s N u m b e r i n g S y s t e m G e n e r a l S a f e t y N o t e s * P l a t e l o c a t i o n d e t a i l s a v a i l a b l e i n M i T e k 2 0 / 2 0 s o f t w a r e o r u p o n r e q u e s t . I n d u s t r y S t a n d a r d s : A N S I / T P I 1 : N a t i o n a l D e s i g n S p e c i f i c a t i o n f o r M e t a l P l a t e C o n n e c t e d W o o d T r u s s C o n s t r u c t i o n . D S B - 8 9 : D e s i g n S t a n d a r d f o r B r a c i n g . B C S I : B u i l d i n g C o m p o n e n t S a f e t y I n f o r m a t i o n , G u i d e t o G o o d P r a c t i c e f o r H a n d l i n g , I n s t a l l i n g & B r a c i n g o f M e t a l P l a t e C o n n e c t e d W o o d T r u s s e s . 6 - 4 - 8 W E B S T r u s s e s a r e d e s i g n e d f o r w i n d l o a d s i n t h e p l a n e o f t h e t r u s s u n l e s s o t h e r w i s e s h o w n . L u m b e r d e s i g n v a l u e s a r e i n a c c o r d a n c e w i t h A N S I / T P I 1 s e c t i o n 6 . 3 T h e s e t r u s s d e s i g n s r e l y o n l u m b e r v a l u e s e s t a b l i s h e d b y o t h e r s . d i m e n s i o n s s h o w n i n f t - i n - s i x t e e n t h s 11