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130 Seminole Rd SFR 2014 (docs) CITY OF ATLANTIC BEACH j 800 SEMINOLE ROAD ±� ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 JF3 ) Application Number . . . . . 14-00000728 Date 5/22/14 Property Address . . . . . . 130 SEMINOLE RD Application type description SINGLE FAMILY RESIDENCE Property Zoning . . . . . . . TO BE UPDATED Application valuation . . . . 207100 ---------------------------------------------------------------------------- Application desc new single family home ---------------------------------------------------------------------------- Owner Contractor ------------------------ ------------------------ 221 OLEANDER LLC LEON C MARTIN INC P O BOX 11508 7721 KNOLL DR SOUTH JACKSONVILLE FL 32239 JACKSONVILLE FL 32221 (904) 334-5637 --- Structure Information 000 000 SINGLE FAMILY HOME Construction Type . . . . . TYPE 5-B Occupancy Type . . . . . . RESIDENTIAL Flood Zone . . . . . . . . ZONE X ---------------------------------------------------------------------------- Permit SINGLE FAMILY DWELLING NEW Additional desc . . Permit Fee . . . . 804 . 00 Plan Check Fee 402 . 00 Issue Date . . . . Valuation . . . . 207100 Expiration Date . . 11/18/14 ---------------------------------------------------------------------------- Special Notes and Comments APPLICANTS REMOVED ONE DANGEROUS TREE THAT WAS GROWING INTO THE NEIGHBORS HOUSE WHICH WAS ALLOWED BY STAFF. A TREE REMOVAL PERMIT IS NECESSARY IF ANY FURTHER TREES WILL BE REMOVED. PER JTH. Avoid damage to underground water/sewer utilities . Verify vertical and horizontal location of utilities . Hand dig if necessary. If field coordination is needed, call 247-5834 . Ensure all meter boxes, sewer cleanouts and valve covers are set to grade and visible. A sewer cleanout must be installed at the property line . Cleanout must be covered with an RT1 concrete box with metal lid. Cleanout to be set to grade and visible. A reduced pressure zone backflow preventer must be installed if irrigation will be provided or if there is a private well on the property. Backflow preventer must be tested by a certified tester and a copy of the results sent to Public Utilities . Full right-of-way restoration, including sod, is required. Roll off container company must berro{n--����City hhtapproved list PERMIT IS IP OYRP8Ri ' I rACF R� WTIIP&i 6PATi',�[;- C U" DAINAN09-AND THE FLORIDA BUILDING CODES. ,� ° `'� , CITY OF ATLANTIC BEACH j 800 SEMINOLE ROAD jN 77, ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 Page 2 Application Number . . . . . 14-00000728 Date 5/22/14 ---------------------------------------------------------------------------- Special Notes and Comments (Approved: Advanced Disposal, Realco, Shappelle ' s and Waste Management . ) Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities . Contact Public Works (247-5834) for Erosion and Sediment Control Inspection prior to start of construction. Construction parking in right-of-way only in front of this lot. 2010 FLORIDA BUILDING CODE, 2008 NATIONAL ELECTRIC CODE A sewer cleanout must be installed at the property line . Cleanout must be covered with an RT1 concrete box with metal lid. Cleanout to be set to grade and visible . REQUIRED INSPECTIONS : *POOL STEEL *ELECTRICAL GROUNDING AND BONDING *FINAL (PUMPS MUST BE RUNNING FOR FINAL) SWIMMING POOL SAFETY INSPECTION REQUIRED WINDOW AND DOOR INSPECTION: *INSTALLATION INSTUCTIONS REQUIRED *ALL STICKERS ARE TO REMAIN ON THE WINDOWS *PROVIDE ACCESS TO ALL WINDOWS TO INSPECT FASTENERS ---------------------------------------------------------------------------- Other Fees . . . . . . . . . STATE DCA SURCHARGE 12 . 06 DEV REVIEW-SINGLE & 2-FAM 50 . 00 ENG REV PRE APP > 3 HRS 50 . 00 STATE DBPR SURCHARGE 12 . 06 UTIL REV PRE APP >3 HRS 50 . 00 ---------------------------------------------------------------------------- Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 804 . 00 804 . 00 . 00 . 00 Plan Check Total 402 . 00 402 . 00 . 00 . 00 Other Fee Total 174 . 12 174 . 12 . 00 . 00 Grand Total 1380 . 12 1380 . 12 . 00 . 00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. BUILDING PERMIT APPLICATION\Ctfl(\jVt C Copy CITY OF ATLANTIC BEACH 800 Seminole Road Atlantic Beach, FL 32233 ' � Office (904)247-5826 Fax(904)247-5845 (Q g Job Address: I Permit Number: - I II � Legal Description �0 j� parcel# n ' ooIArea o J . t. —F't Valuation of Work$ `! Proposed Work heated/cooled non-heated/cooled cQo -7/00. 00 /00.00-r 5g AT' �sfp #W&4L, �,tidslew ' n Class of Work(circle one): Addition A teration epair Move Demolition pool/ 8 d iri d�b' Use of existing/proposed structures)(circle one): Commercial esidenti If an existing structure,is a fire sprinkler system installed?(Circle one): es No N/A AY 0 7 2014 Florida Product Approval# For multiple products use product approval form gy Describe in detail the type of work to be performed: 1,e t2vtitlV 60e /�7 Property Owner Information: Name: 2,1 o z-r .gra 4.1e e-c-c- Address: � ���0S City X11 State Zip �Z SI Phone E-Mail or Fax#(Optional) uOO e-L- Contractor Information: #r, re • COn'� (nn Company Name: C Qualify ng Agent: L_PG in C V �' ►Cl /�1 Address:99 V City �� cy V1Ui State C-( Zip__3 Lam/ Office Phone S Job Site/Contact Number 901 2 `7 Fax# Z State Certification/Registration# Architect Name&Phone# Engineer's Name&Phone# t O - 2Fw 2 Fee Simple Title Holder Name and Address rN I A- A , Bonding Company Name and Address r) / Mortgage Lender Name and Address Application is hereby pade to obtain a permittodo the work and installaions as indicated. I certify that no work or installation has commenced prior totissuance ofa permitahatall work wibeperformedtomeetandardsoallawggcnsuconnthis jurisdiction. This permit bd void jwork is noommenced within six(6)months, or if construction or work is suspended or abandoned for a rood of six 16)months ata time after work is commenced. I understand that separate permits must be secured for Electrical Work,Plumbing,Signs, Wells,Pools, urnaces,Boilers,Heaters, Tanks and Air Conditioners,etc. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. I here b certify that I have read and examined this a plication and know the same to be true and correct. All provisions of laws and ordinances governing this type ojYwork will be complied with whether sppeci ted herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any other federal,state, or local lmv regulating construction or the performance of construction. Signature of Owner Signature of Contractor ,ji&X/6/)X41�7_ Print Name Print Name V'� C vvlav4i �rA.... ..k......... ._.... "l..rx.��.rz�A. .. ................................... ... ..................... ...................................._........ Sworn to and subscri a before me Sworq to and subscribed before me this U Day 20 this D of 20 ZI AA Notary Public Notary PubfW Revised 01.26.10 �o,"`Y•:��� JENNIFER LYNNE CLARK MY COMMISSION t FF 072755 * * EXPIRES:November 24,2017 N f)'!OF F704' Bonded Thru Budget No ry Services JENNIFFER LYNNE CLARK # * MY COMMISSION!FF 072755 EXPIRES:November 24,2017 �4".,0.1141 Balled 7hru Budget Notary Swkes City of Atlantic Beach APPLICATION NUMBER Building Department (To be assigned by the Building Department.) 800 Seminole Road / 7 - Q�2 Q 9 �� Atlantic Beach, Florida 32233-5445 T U Phone (904)247-5826 Fax (904) 247-5845 \ `��,tl>' E-mail: building-dept@coab.us Date routed: 7 City web-site: http://vvww.coab.us APPLICATION REVIEW AND TRACE kING FORM Property Address: / dfAL a ` —;ey Department_ review required Yes No l uild Applicant: LSO/� /yl fir47 r) //� C tannin & Zoning C Tree Ad- iistrator Project: �� m ublic Works tiiities Public 9-1 `-ty Fire Sen ;es Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified B Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: pproved. ❑DeniE.j (Circle one.) Comments: 11 f� fh BUILDING Uts ✓bt'J t�e r/z nvgh6aes h awe LA,'h,'c'A tv&s a l e PLANNING &ZONING Reviewed by: -� Date: TREE ADMIN. Second Review: ❑Approved as revised. ❑Denied. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: [—]Approved as revised. ❑Denied. Comments: Reviewed by: Date: Revised 05/14/09 7/3 G�' to woo roe c� s�a,►, �1� City of Atlantic Beach APPLICATION NUMBER Building DepartmentFR9 lvk P (To be assigned by the Building Department.) 800 Seminole Road �20 j Atlantic Beach, Florida 32233-5 45 MAY Q 8 2014 7 Phone(904)247-5826 • Fax(9 4)247-5845 E-mail: building-dept@coab.us $Y. Date routed: 7 City web-site: http://www.coab. APPLICATION REVIEW AND TRAC ,..ING FORM Property Address: / =5f AL i*7t 6 ` )ej De�r -nt review required Yes No �eOp uild'Applicant: /�J �/t /n C�- nnin- &Zonina Cc Tree Ac iistrator Project: �ytj 1.4to /-;n blic ' lorks L ies Public Sa ety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Recei Date of Permit Verifiec.. Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: ❑Approved. eniea. (� Q C (Circle one.) Comments: O —�C • BUILDING PLANNING &ZONING Reviewed by: 4 Date:—alk/fly TREE ADMIN. Second Review: Approved as revised. ❑Denie PUBLIC WORKS Comments: PUBLIC UTILITIES � II PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: [—]Approved as revised. ❑Denie Comments: Reviewed by: Date: a P Revised 05/14/09 06 1 ��OWn C -7130 rde 1 X../wliCCle' In .� 7-&rA 1 T /)xhA/L . /_/ 1 MAP SHOWING SURVEY OF LOT 618, AS SHOWN ON SECTION No. 1 SALTAIR AS RECORDED IN PLAT BOOK 10, PAGE 8 OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA. nor so/ / O' F°(! N NN 0 3 �9p o rAT r99 s 4,09s �. .. lbyk l cOtiCgF ° 80 �Oe F W�4k `ti 7 A /R�NO \ ,\ go� FN No. 73 ?S9. .p237O� 0 �Qr J2 /R�'Vp C '�9�• �� 2w 603 410re�QRe ?o, O qp Wq�k �, �• �2�' � Q O I J=r 4 iso• O�� &'Q 10 O ,.s � �Rf� Com, o IQ) '98 Oq/� CIHk OR/ �D ��Q Q °e 3 \ \�� 9 F/,CO) Nie 894, � 44,1 4�/ 40r619 tio°�"pF?• 0 ��'s � 1 C a . -2- � NOTES: — THIS IS A BOUNDARY SURVEY. 207 — ANGLES AS PER FIELD SURVEY. NO BUILDING RESTRICTION LINES PER PLAT. NORTH PROTRACTED FROM PLAT. THIS SURVEY WAS MADE FOR THE BENEFIT OF ATTORNEY'S TITLE INSURANCE FUND, INC.; THE GORDON BANK; WILLIAM G. NOE, Jr., P.A.; and THE PROPERTY SHOWN HEREON APPEARS THOMAS JACK BENNET AND WAS MADE IN T,. , ,r — r, „�� �. klr- I'll, / A nr n �i iTc^inr COMPLIANCE WITH THE MINIMUM TECHNICAL 130 Seminole Road - Predevelopment 7 _ ADT F AP,. rl r: BAS 44 U 21 Lpcj- I OP Building Type 0101 - SFR 1 STORY Type _ _.__.._._. T e Gross Area Heatedd Area a Effective Area Base Area 1012 1012 1012 Unfin Open Porch 138 0 28 Unfinished Carport 210 0 42 Unfinished Storage 60 0 24 Addition 506 506 455 Addition 96 96 86 Total 2022 1614 1647 HDX 42 in.x 100 ft. Silt Fence-14987-14-4205 at The Home Depot http://www.homedepot.com/p/HDX-42-in-x-I00-ft-Silt-Fence-14987-... ell FREE SHIP TO STOREt OR HOME'ON OVER 500,000 ITEMS% 16 MEED IT NOW?BUY ONUINE AND PICK UP IN STOREt. Tool&Truck Rental installation Services and Repair Gift Cards Help N10re saving Your Store: Momdolrg. Jacksonville#6346 HDX 42 in.x 100 ft. Silt Fence Model 0 14987-14-4205 Store SKU 9 140431 Write the First Review Ask&Answer(1) $39.00 f roll Item Not Sold at Jacksonville 95346 Check nearby stores to confirm availability and pick up options. !I PRODUCT SOLD: In Store Only PRODUCT OVERVIEW The 42 in.x 100 ft.Silt Fence is a temporary or construction fence made from plastic.It is designed to help with erosion control.The black fence comes with wood posts for easier installation.The 3 ft.high fence can be used for commercial or residential applications. California residents:seeProposnaon 65 infonnatior-1 • Plastic for durability •Black •Helps with run off and erosion •For both commercial and residential applications •Wooden stakes included SPECIFICATIONS Assembled Depth(in.) 2 I Assembled Height(in.) 48 in Assembled Width(in.) 12W In Color Family Blade Commercial/Residential Use Catm ardal Fendny Product Typo ConstrtctioNTempaay Fancing For warranty information on this Manufacturer Warranty product,please call Mutual Industries at Material Conposile 1-800-523-0888. Product Height(in.) 48 Product Length(ft.) 100* Product Weight(lb.) 82 Use Eroalafl carrhol SHIPPING OPTIONS Store Exclusive.This item is available for purchase in select stores only. C RED o 1:= c C* CiD PLfl LLJ ED Q no-we ®� ^v-- 00 p0 a) I = r-i C13 O -C +c• N r-1 d= tY N VJ w N fyl OC r-4 M a s3 O co 00 06 n a? 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Atlantic Beach, Florida 32233- 5 MAY U 9 2014 Phone(904)247-5826 - Fax( )247-5845 109, E-mail: building-dept@coab.usIBY: City web-site: hitp://www.coab.& Date routed: � 7 APPLICATION REVIEW AND TRAC, "ING FORM Property Address: /So =k4L/'7t a A /F De a_r !nt review re uired Yes No L�O/1 C.. �1-Tr47 wild c Applicant: /f /n C. nnin- Zonis g Tree Ac iistrator Project: /U�Gc� � /y, blit W0,ks�----- l: .ies --- Public Sa ety Fire Services Review fee $ Dept Signature "owl Other Agency Review or Permit Required Review or Receipt of Permit Verified B e MA 1 9 14 Florida Dept. of Environmental Protection Florida Dept.of Transportation St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants — Division of Alcoholic Beverages and Tobacco Other: -- APPLICATION STATUS Reviewing Department First Review: QApproved. �Ver�ied. (Circle one.) i Comments: `,� � C BUILDING �+ �.. PLANNING &ZONING j Reviewed by: /� f•J TREE ADMIN -- T_ Date: ! Second Review: [Approved as revised. []Denie PUBLIC WORKS Comments: I PUBLIC UTILITIES PUBLIC SAFETY Reviewed i by:_ — Date: � FIRE SERVICES Third Review: - ❑Approved as revised. []Deni - Comments: i i Reviewed by: Date: Revised 05/14/09 _ �/� / Qi y � ��� 60mlnblT-� - CITY OF ATLANTIC BEACH PUBLIC UTILITIES 1200 Sandpiper Lane ATLANTIC BEACH, FL 32233 (904) 270-2535 or (904) 247-5874 NEW WATERISEWER TAP REQUEST Date: 5/9/14 Project Address: 130 Seminole Rd. No. of Units: 1 Commercial Residential X Multi-Family New Water Tap(s) & Meter(s)_Existin _ Meter Size(s) New Irrigation Meter Upgrade Existing Meter from to (size) New Connection to City Sewer_Existing Name: Leon C. Martin, Inc. Applicant Address: City: State: _FL Zip: Phone Number: Cell Number: Email Address Fax: Signature: (Applicant) CITY STAFF USE ONLY Application# Replacement of existing house that Water System Development Charge $ was already on water & sewer. Sewer System Development Charge $ Water Meter Only $ No fees required. Water Meter Tap $ Sewer Tap $ Cross Connection $ _ Other $ TOTAL $ 0 APPROVED: Donna Kaluzniak 5/9/14 (Utility Director or Authorized Signature) ALL TAP REQUEST MUST BE APPROVED BY UTLITIES DEPARTMENT BEFORE FEES CAN BE ASSESSED City of Atlantic Beach RJECEIV _. APPLICATION NUMBER Js Building Department (To be assigned by the Building Department.) 800 Seminole Road MAY 0 9 2014 4/ Q 7�8 Atlantic Beach, Florida 32233-5445 v Phone(904)247-5826 • Fax(904)247 Y7 T E-mail: building-dept@coab.us Date routed: S City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: / dfAL 6 A �01 De artment review required Yes No �yuild Applicant: Zf0 n /�1��r) /n nnin &Zoni G Tree Administrator Project: IV g&) //-0 /� G gubliM­®rksN Utilities Public Sa ety Fire Servo es Review fee $ Dept Signature 6�p Other Agency Review or Permit Required Review or Recei . Date of Permit Verified 'Ay Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: Approved. [-]Denied. (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed by: Date: TREE ADMIN. Second Review: ❑Approved as revised. ❑DeniE 4PUB5C RK Co ments: ILIT AFE Y Reviewed by: Date: FIRE SERVICES Third Review: [-]Approved as revised. ❑Denied. Comments: Reviewed by: Date: lop Revised 05/14/09 r I r �/ /�/�l/� r 713 611 a �0 C� 1 f �4� �VV '�Vv �4 /��== City of Atlantic Beach APPLICATION NUMBER Js i� Building Department (To be assigned by the Building Department.) 800 Seminole Road 0 Atlantic Beach, Florida 32233-5445 Phone(904)247-5826 • Fax(904)247-5845 E-mail: building-dept@coab.us Date routed: 7 City web-site: http://vmw.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: d£ a �� d Department review required Yes o 3uild' Applicant: LSO p C /Yl r7r47.n /n .4—Janning &Zoni G Tree Administrator Project: f fD /�'� G ublic Works tilities Public Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified B Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: 14proved. ❑Denied. (Circle one.) Comments:.___( BUILDING � V PLANNING &ZONING Reviewed by: Date: TREE ADMIN. Second Review: ❑Approved as revised. ❑ enied. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ❑Approved as revised. []Denied. Comments: Reviewed by: Date: Revised 05/14/09 n � l/) C � 7/3 &11 11 f606 � J IIVAII /V. perm Applicable Coes: 2010 FLOR DO NOT WRITE BELOW- OFFICE USE ONLY IDA BUILDING ODE Review Result (circle one): Approved Disapproved Approved w/ Conditions Review Initials/Date: fil -� Development Size Habitable Space ;�v7.). S;P Non-Habitable 6 5 7S r= Impervious area Miscellaneous Information Occupancy Group R-3 Type of Construction Number of Stories 2 Zoning District I? & - M Max. Occupancy Load Fire Sprinklers Required Flood Zone x Conditions/Comments: CITY OF ATLANTIC BEACH Building Department J 800 Seminole Road j = anAtl t' is Beach,Florida 32233 (904)247-5800 �`JF31 9r'' PLAN REVIEW COMMENTS Permit Application # 7, Property Address: > .3 Se<,_7 nu 1-e Applicant: L Po;7 G Project: _- 14LI-e This permit application has been: 0 Approved Lam" Reviewed and the following items need attention: W > PIease re-submit your application when these items have been completed. Reviewed By: Date: FORM 405-10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: JACK2072 Builder Name: Jacksonville Homes,LLC _ Street: 130 Seminole Road Permit Office: City of Atlantic Beach ILE G City,State,Zip: Atlantic Beach, FL, Permit Number: Owner: Jurisdiction: 261400 Design Location: FL,Jacksonville - 1. New construction or existing New(From Plans) 9. Wall Types(2599.0 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame-Wood, Exterior R=13.0 2229.00 ft2 b. Frame-Wood,Adjacent R=13.0 370.00 ft2 3. Number of units,if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 4 d. N/A R= ft2 5. Is this a worst case? No 10.Ceiling Types (1301.6 sqft.) Insulation Area a. Under Attic(Vented) R=30.0 1285.00 ft2 6. Conditioned floor area above grade(ft2) 2072 b. Knee Wall(Vented) R=19.0 16.60 ft2 Conditioned floor area below grade(ft2) 0 c.N/A R= ft2 11. Ducts R ft2 7. Windows(269.0 sqft.) Description Area a.Sup:Attic, Ret:Attic,AH:2nd Floor 6 414.4 a. U-Factor: Dbl, U=0.53 227.00 ft2 SHGC: SHGC=0.33 b. U-Factor: Dbl, U=0.55 42.00 ft2 12.Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.30 a.Central Unit 42.0 SEER:13.00 c. U-Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 42.0 HSPF:8.00 SHGC: Area Weighted Average Overhang Depth: 4.270 ft. Area Weighted Average SHGC: 0.325 14. Hot water systems 8. Floor Types (2072.0 sgft.) Insulation Area a. Electric Cap:50 gallons EF:0.920 a.Slab-On-Grade Edge Insulation R=0.0 844.00 ft2 b. Conservation features b. Floor Over Other Space R=0.0 820.00 ft2 None c.other(see details) R= 408.00 ft2 15. Credits Pstat Glass/Floor Area: 0.130 Total Proposed Modified Loads: 39.92 PASS Total Standard Reference Loads: 52.06 1 hereby certify that the plans and specifications covered by Review of the plans and 4T4E S*N, this calculation are in compliance with the Florida Energy specifications covered by this Code. calculation indicates compliance with the Florida Energy Code. A• „ +� ',,;" ,; °„ O PREPARED BY: Before construction is completed 04 DATE: this building will be inspected for 0 �_ a compliance with Section 553.908 '° t I hereby certify that this buHolin as designed, is in compliance Florida Statutes. with the Florida Energy Code nn COD WE 1�� OWNER/AGENT: BUILDING OFFICIAL: DATE: _ L 20 __ DATE: - - Compliance requires completion of a Florida Air Barrier and Insulation Inspection Checklist 4/21/2014 1:33 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 1 of 6 PROJECT Title: JACK2072 Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2072 Lot# Owner: Total Stories: 2 Block/SubDivision: #of Units: 1 Worst Case: No PlatBook: Builder Name: Jacksonville Homes,LLC Rotate Angle: 315 Street: 130 Seminole Road Permit Office: City of Atlantic Beach Cross Ventilation: County: Duval Jurisdiction: 261400 Whole House Fan: City,State,Zip: Atlantic Beach, Family Type: Single-family FL, New/Existing: New(From Plans) Comment: CLIMATE V/ IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5% 2.5% Winter Summer Degree Days Moisture Range FL,Jacksonville FL—JACKSONVILLE—INT 2 32 93 70 75 1281 49 Medium BLOCKS Number Name Area Volume 1 Blockl 2072 18264 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1 st Floor 844 8440 Yes 1 0 1 Yes Yes Yes 2 2nd Floor 1228 9824 No 5 4 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab-On-Grade Edge Insulatio 1 st Floor 138.6 ft 0 844 ft2 ---- 0.3 0 0.7 2 Floor Over Other Space 2nd Floor __-- ---- 820 ft2 0 0.25 0 0.75 3 Floor over Garage 2nd Floor ---- -___ 306 ft2 19 0.15 0 0.85 4 Raised Floor 2nd Floor ---- ---- 102 ft2 19 0 0 1 ROOF / Roof Gable Roof Solar SA Emitt Emitt Deck Pitch v # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Hip Composition shingles 1373 ft2 0 ft2 Medium 0.96 No 0.9 No 0 26.6 ATTIC V # Type Ventilation Vent Ratio(1 in) Area RBS IRCC 1 Full attic Vented 300 1228 ft2 N N 4/21/2014 1:33 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 6 CEILING # Ceiling Type Space R-Value Area Framing Frac Truss Type 1 Under Attic(Vented) 1st Floor 30 1 ft2 0.11 Wood 2 Under Attic(Vented) 2nd Floor 30 1284 ft2 0.11 Wood 3 Knee Wall(Vented) 2nd Floor 19 16.6 ft2 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below _ V#__OrntTo Wail Type___-_--- Space R-Value _-Ft In _Ft__An -_-Area R-Value- Fraction AbsGr__Grade%_ 1 N=>NW Exterior Frame-Wood 1 st Floor 13 30 10 300.0 ft2 0.23 0.75 0 2 E=>NE Exterior Frame-Wood 1 st Floor 13 21 9 10 217.5 ft2 0.23 0.75 0 3 S=>SE Garage Frame-Wood 1 st Floor 13 37 10 370.0 ft2 0.23 0.01 0 4 S=>SE Exterior Frame-Wood 1 st Floor 13 10 9 10 107.5 ft2 0.23 0.75 0 5 W=>SW Exterior Frame-Wood 1st Floor 13 39 10 390.0 ft2 0.23 0.75 0 6 N=>NW Exterior Frame-Wood 2nd Floor 13 17 8 136.0 ft2 0.23 0.75 0 7 E=>NE Exterior Frame-Wood 2nd Floor 13 6 8 48.0 ft2 0.23 0.75 0 8 N=>NW Exterior Frame-Wood 2nd Floor 13 13 8 104.0 ft2 0.23 0.75 0 9 E=>NE Exterior Frame-Wood 2nd Floor 13 39 8 312.0 ft2 0.23 0.75 0 10 S=>SE Exterior Frame-Wood 2nd Floor 13 14 8 112.0 ft2 0.23 0.75 0 11 E=>NE Exterior Frame-Wood 2nd Floor 13 1 8 8.0 ft2 0.23 0.75 0 12 S=>SE Exterior Frame-Wood 2nd Floor 13 12 8 96.0 ft2 0.23 0.75 0 13 W=>SW Exterior Frame-Wood 2nd Floor 13 1 8 8.0 ft2 0.23 0.75 0 14 S=>SE Exterior Frame-Wood 2nd Floor 13 3 9 8 30.0 ft2 0.23 0.75 0 15 W=>SW Exterior Frame-Wood 2nd Floor 13 45 8 360.0 ft2 0.23 0.75 0 DOORS # Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 S=>SE Insulated 1 st Floor None .46 3 6 8 20 ft2 2 S=>SE Insulated 1st Floor None .46 2 8 8 21.3 ft2 WINDOWS Orientation shown is the entered orientation => changed to As Built rotated 315 degrees). / Wall Overhang V # Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 N=>NW 1 Metal Low-E Double Yes 0.53 0.33 96.0 ft2 9 ft 2 in 1 ft 0 in Drapes/blinds None 2 E=>NE 2 Metal Low-E Double Yes 0.53 0.33 18.0 ft2 1 ft 4 in 1 ft 0 in Drapes/blinds None 3 E=>NE 2 Metal Low-E Double Yes 0.53 0.33 9.0 ft2 1 ft 4 in 1 ft 0 in Drapes/blinds None 4 S=>SE 4 Metal Low-E Double Yes 0.55 0.3 4.0 ft2 4 ft 6 in 1 ft 0 in Drapes/blinds None 5 S=>SE 4 Metal Low-E Double Yes 0.55 0.3 8.0 ft2 4 ft 6 in 1 ft 0 in Drapes/blinds None 6 W=>SW 5 Metal Low-E Double Yes 0.53 0.33 36.0 ft2 1 ft 4 in 1 ft 0 in Drapes/blinds None 7 N=>NW 6 Metal Low-E Double Yes 0.53 0.33 30.0 ft2 1 ft 4 in 1 ft 0 in Drapes/blinds None 8 E=>NE 9 Metal Low-E Double Yes 0.53 0.33 15.0 ft2 1 ft 4 in 1 ft 0 in Drapes/blinds None 9 E=>NE 9 Metal Low-E Double Yes 0.53 0.33 4.0 ft2 1 ft 4 in 1 ft 0 in Drapes/blinds None 10 S=>SE 10 Metal Low-E Double Yes 0.55 0.3 15.0 ft2 1 ft 4 in 1 ft 0 in Drapes/blinds None 11 S=>SE 12 Metal Low-E Double Yes 0.55 0.3 15.0 ft2 1 ft 4 in 1 ft 0 in Drapes/blinds None 12 W=>SW 15 Metal Low-E Double Yes 0.53 0.33 15.0 ft2 1 ft 4 in 1 ft 0 in Drapes/blinds None 4/21/2014 1:33 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 6 WINDOWS Orientation shown is the entered orientation => changed to As Built rotated 315 degrees). / Wall Overhang V # Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 13 W=>SW 15 Metal Low-E Double Yes 0.53 0.33 4.0 11:2 1 ft 4 in 1 ft 0 in Drapes/blinds None GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg.Wall Height Exposed Wall Insulation 1 388 ft2 82 ft2 37 It loft 13 INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Best Guess .0005 2717.4 149.18 280.56 .474 8.9272 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump None HSPF:8 42 kBtu/hr 1 sys#1 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER:13 42 kBtu/hr 1260 cfm 0.75 1 sys#1 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.92 50 gal 70 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model# Collector Model# Area Volume FEF None None ft2 DUCTS / ---Supply---- ----Return— Air CFM 25 CFM25 HVAC# V # Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 414.4 ft Attic 103.6 ft Default Leakage 2nd Floor (Default) (Default) 1 1 4/21/2014 1:33 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 4 of 6 TEMPERATURES Programable Thermostat:Y Ceiling Fans: Cool in Jan Feb ( �Mar (( Apr May X Jun Jul X Au X Se Oct [ ]Nov Dec Heating X Jan XFeb [X]Mar APr May Jun JXJ Jul Auf SeP Oct [X]Nov XDec Ventin Jan [ Feb [X]Mar [X]A r [ Ma Jun Jul Aug [ Se [X]Oct [X]Nov [ Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling(WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling(WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating(WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating(WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 4/21/2014 1:33 PM EnergyGauge@ USA-FlaRes2010 Section 405.4.1 Compliant Software Page 5 of 6 FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations Residential Whole Building Performance Method ADDRESS: 130 Seminole Road PERMIT#: Atlantic Beach, FL, MANDATORY REQUIREMENTS SUMMARY- See individual code sections for full details. COMPONENT SECTION SUMMARY OF REQUIREMENT(S) CHECK Air leakage 402.4 To be caulked, gasketed, weatherstripped or otherwise sealed. Recessed lighting IC-rated as meeting ASTM E 283. Windows and doors = 0.30 cfm/sq.ft. Testing or visual inspection required. Fireplaces: gasketed doors & outdoor combustion air. Must complete envelope leakage report or visually verify Table 402.4.2. Thermostat& 403.1 At least one thermostat shall be provided for each separate heating and controls cooling system. Where forced-air furnace is primary system, programmable thermostat is required. Heat pumps with supplemental electric heat must prevent supplemental heat when compressor can meet the load. Ducts 403.2.2 All ducts, air handlers, filter boxes and building cavities which form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section 503.2.7.2 of this code. 403.3.3 Building framing cavities shall not be used as supply ducts. Water heaters 403.4 Heat trap required for vertical pipe risers. Comply with efficiencies in Table 403.4.3.2. Provide switch or clearly marked circuit breaker (electric) or shutoff (gas). Circulating system pipes insulated to = R-2 + accessible manual OFF switch. Mechanical 403.5 Homes designed to operate at positive pressure or with mechanical ventilation ventilation systems shall not exceed the minimum ASHRAE 62 level. No make-up air from attics, crawlspaces, garages or outdoors adjacent to pools or spas. Swimming Pools 403.9 Pool pumps and pool pump motors with a total horsepower (HP) of = 1 & Spas HP shall have the capability of operating at two or more speeds. Spas and heated pools must have vapor-retardant covers or a liquid cover or other means proven to reduce heat loss except if 70%of heat from site-recovered energy. Off/timer switch required. Gas heaters minimum thermal efficiency=78% (82% after 4/16/13). Heat pump pool heaters minimum COP=4.0. Cooling/heating 403.6 Sizing calculation performed & attached. Minimum efficiencies per Tables 503.2.3. Equipment efficiency verification required. Special equipment occasion cooling or heating capacity requires separate system or variable capacity system. Electric heat>10kW must be divided into two or more stages. Ceilings/knee walls 405.2.1 R-19 space permitting. 4/21/2014 1:33 PM EnergyGauge@ USA-FlaRes2010 Section 405.4.1 Compliant Software Page 6 of 6 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 77 The lower the EnergyPerformance Index, the more efficient the home. 130 Seminole Road, Atlantic Beach, FL, 1. New construction or existing New(From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Frame-Wood, Exterior R=13.0 2229.00 ft2 b. Frame-Wood,Adjacent R=13.0 370.00 ft2 3. Number of units,if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 4 d.N/A R= ft2 10.Ceiling Types Insulation Area 5. Is this a worst case? No a. Under Attic(Vented) R=30.0 1285.00 ft2 6. Conditioned floor area(ft2) 2072 b. Knee Wall(Vented) R=19.0 16.60 ft2 7. Windows" Description Area c. N/A R= ft2 a. U-Factor: Dbl, U=0.53 227.00 ft2 11. Ducts R ft2 SHGC: SHGC=0.33 a.Sup:Attic, Ret:Attic,AH:2nd Floor 6 414.4 b. U-Factor: Dbl, U=0.55 42.00 ft2 SHGC: SHGC=0.30 12.Cooling systems kBtu/hr Efficiency c. U-Factor: N/A ft2 a.Central Unit 42.0 SEER:13.00 SHGC: d. U-Factor: N/A ft2 13. Heating systems kBtu/hr Efficiency SHGC: a. Electric Heat Pump 42.0 HSPF:8.00 Area Weighted Average Overhang Depth: 4.270 ft. Area Weighted Average SHGC: 0.325 8. Floor Types Insulation Area 14. Hot water systems z a. Electric Cap:50 gallons a.Slab-On-Grade Edge Insulation R=0.0 844.00 ft EF:0.92 b. Floor Over Other Space R=0.0 820.00 ft2 c.other(see details) R= 408.00 ft2 b. Conservation features None 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building liE sr Construction through the above energy saving features which will be installed (or exceeded) .y0� = ATFo in this home before final inspection. Otherwise, a new EPL Display Card will be completed yai based on installed Code compliant features. Builder Signature: Date: l Z Z�� _' a b'0° Address of New Home: 13C� I✓�'Q City/FL Zip: 41P coo WiE o Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. "Label required by Section 303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. EnergyGaugeG USA-FlaRes2010 Section 405.4.1 Compliant Software TABLE 402.4.2 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: JACK2072 Builder Name: Jacksonville Homes, LLC Street: 130 Seminole Road Permit Office: City of Atlantic Beach City,State,Zip: Atlantic Beach , FL, Permit Number: Owner: Jurisdiction: 261400 Design Location: FL,Jacksonville COMPONENT CRITERIA CHECK Air barrier and thermal barrier Exterior thermal envelope insulation for framed walls is installed in substantial contact and continuous alignment with building envelope air barrier. Breaks or joints in the air barrier are filled or repaired. Air-permeable insulation is not used as a sealing material. Air-permeable insulation is inside of an air barrier. Ceiling/attic Air barrier in any dropped ceiling/soffit is substantially aligned with insulation and any gaps are sealed. Attic access (except unvented attic), knee wall door, or drop down stair is sealed. Walls Corners and headers are insulated. Junction of foundation and sill plate is sealed. Windows and doors Space between window/door jambs and framing is sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including Insulation is installed to maintain permanent contact with underside above-garage and cantilevered of subfloor decking. floors) Air barrier is installed at any exposed edge of insulation. Crawl space walls Insulation is permanently attached to walls. Exposed earth in unvented crawl spaces is covered with Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, knee walls and flue shafts opening to exterior or unconditioned space are sealed. Narrow cavities Batts in narrow cavities are cut to fit, or narrow cavities are filled by sprayed/blown insulation. Garage separation Air sealing is provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures are air tight, IC rated, and sealed to drywall. Exception—fixtures in conditioned space. Plumbing and wiring Insulation is placed between outside and pipes. Batt insulation is cut to fit around wiring and plumbing, or sprayed/blown insulation extends behind piping and wiring. Shower/tub on exterior wall Showers and tubs on exterior walls have insulation and an air barrier separating them from the exterior wall. Electrical/phone box on Air barrier extends behind boxes or air sealed-type boxes are installed. Common wall Air barrier is installed in common wall between dwelling units. HVAC register boots HVAC register boots that penetrate building envelope are sealed to subfloor or drywall. Fireplace I Fireplace walls include an air barrier. EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Pro ect Summa Job: JACK2072 Wrightsoft, Date: 04/21/14 Entire House By: DRS A/C Masters HVAC, Inc. 445 Tresca Road,Suite#204,Jacksonvil le,FL 32256 Phone:904-722-8995 Fax:904-722-8944 Project Information For: Jacksonville Homes 3481 St. Augustine Road,Jacksonville, FL 32207 Phone:904-744-4755 Fax:866-329-6692 Notes: 130 Seminole Road Design Information------ Weather: Jacksonville, Int'I Airport, FL, US Winter Design Conditions Summer Design Conditions Outside db 32 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 38 OF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 50 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 30564 Btuh Structure 18728 Btuh Ducts 9007 Btuh Ducts 10338 Btuh Central vent(109 cfm) 4542 Btuh Central vent(109 cfm) 2152 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 44113 Btuh Use manufacturer's data n Rate/swing multiplier 0.98 Infiltration Equipment sensible load 30593 Btuh Method Detailed Latent Cooling Equipment Load Sizing Shielding 3 (partial) Stories 1 Structure 1000 Btuh Ducts 2740 Btuh Heating Cooling Central vent(109 cfm) 3695 Btuh Area(ft2) 2072 2072 Equipment latent load 7434 Btuh Volume (ft3) 18648 18648 Air changes/hour 0 0 Equipment total load 38028 Btuh Equiv. AVF(cfm) 0 0 Req.total capacity at 0.74 SHR 3.4 ton Heating Equipment Summary Cooling Equipment Summary Make Carrier Make Carrier Trade 13 SEER PURON HP Trade 13 SEER PURON HP Model CH13NA042'*"`C Cond CH13NA042""`C AHRI ref 5515009 Coil FB4CNF042 AHRI ref 5515009 Efficiency 8 HSPF Efficiency 11.0 EER, 13 SEER Heating input Sensible cooling 30710 Btuh Heating output 39000 Btuh @ 47 OF Latent cooling 10790 Btuh Temperature rise 26 °F Total cooling 41500 Btuh Actual air flow 1383 cfm Actual air flow 1383 cfm Air flow factor 0.035 cfm/Btuh Air flow factor 0.048 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat Load sensible heat ratio 0.81 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. .� + Wrl htSOft 2014-Apr-2113:4828 ,�. 9 Right-Suite®Universal 2013 13.0.08 RSU13256 Page 1 �� E:Uacksonville Homes\JACK2072.rup Calc=W8 Front Door faces:SE +'+ wrightsoft Right-JO Worksheet Job: JACK2072 Entire House Date: 04/21/14 A/C Masters HVAC, Inc. By: DRS 445 Tresca Road,Suite#204,Jacksonville,FL 32256 Phone:904-722-8995 Fax:904-722-8944 1 Room name Endre House Whole House 2 Exposed wall 290.3 ft 290.3 ft 3 Room height 9.0 ft 9.0 ft he 4 Room dimensions 2072.0 x 1.0 ft 5 Room area 2072.0 ftp 2072.0 ft2 Ty Construction U-value Or HTM Area OF) Load Area (ff) Load number (Btuh/ft2-°F) (Btuh/ff) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W 12C-Osw 0.091 n 3.46 2.33 540 414 1432 964 540 414 1432 964 �-G 3A-2ob 0.540 n 20.52 15.94 126 0 2586 2009 126 0 2586 2009 W 12C-Osw 0.091 e 1.82 2.33 586 540 983 1258 586 540 983 1258 t-.G 3A-2ob 0.540 e 10.80 40.49 46 0 497 1863 46 0 497 1863 11 \�j12C-Osw 0.091 s 3.46 2.33 346 284 982 662 346 284 982 662 3A-2ob 0.540 s 20.52 20.29 42 0 862 852 42 0 862 852 11J0 0.600 s 22.80 18.36 20 20 456 367 20 20 456 367 W 12C-Osw 0.091 w 3.46 2.33 758 703 2431 1638 758 703 2431 1638 I--' 3A-2ob 0.540 w 20.52 40.49 55 0 1129 2227 55 0 1129 2227 P 12C-Osw 0.091 - 3.46 1.43 370 349 1207 499 370 349 1207 499 11JO 0.600 n 22.80 18.36 21 21 479 386 21 21 479 386 P 1613-19ad 0.049 - 1.86 2.65 17 17 32 45 17 17 32 45 C 166-30ad 0.032 n 1.22 1.73 1228 1228 1493 2126 1228 1228 1493 2126 F 19A-19bscp 0.049 1.46 0.69 306 306 447 212 306 306 447 212 F 2OP-19c 0.050 1.90 0.70 102 102 194 72 102 102 194 72 F 22A-cph 1.358 n 51.60 0.00 844 298 15357 0 844 298 15357 0 6 c)AED excursion 0 0 Envelope loss/gain 30564 15178 30564 15178 12 a) Infiltration 0 0 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 5 1150 5 1150 Appliances/other 2400 2400 Subtotal(lines 6 to 13) 30564 18728 30564 18728 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 30564 18728 30564 18728 15 Duct loads 29% 55% 9007 10338 29% 55% 9007 10338 Total room load 39571 29066 39571 29066 Air required(cin) 1383 1383 1383 1383 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. .4C A wright'sOft RigN-Suite@ Universal 201313.0.08RSU13256 2014-Apr-211 :48 8 E:Uacksonvil le HomesUACK2072.rup Calc=W8 Front Door faces:SE Building Analysis Job: JACK2072 W rightsoft Date: 04/21/14 Entire House By: DRS A/C Masters HVAC, Inc. 445 Tresca Road,Suite#204,Jacksonville,FL 32256 Phone:904-722-8995 Fax:904-722-8944 Project Information For: Jacksonville Homes 3481 St. Augustine Road,Jacksonville, FL 32207 Phone:904-744-4755 Fax:866-329-6692 Design Conditions Location: Indoor: Heating Cooling Jacksonville, Int'I Airport, FL, US Indoor temperature (OF) 70 75 Elevation: 30 ft Design TD (°F) 38 18 Latitude: 31 cN Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/Ib) 11.5 50.0 Dry bulb (cF) 32 93 Infiltration: Daily range (°F) - 18 ( M ) Method Detailed Wet bulb (°F) - 77 Shielding 3 (partial) Wind speed (mph) 15.0 7.5 Stories 1 Heating Component Btu h/fF Btu %of load Walls 3.1 7066 16.0 Wails Ventilation Glazing 18.9 5073 11.5 Doors 22.8 935 2.1 Ceilings 1.2 1493 3.4 Glazing Ducts Floors 12.8 15998 36.3 Infiltration 0 0 0 Ducts 9007 20.4 Dors Ceilings Piping 0 0 Humidification 0 0 4D Ventilation 4542 10.3 Floors Adjustments 0 Total 44113 100.0 Component Btu h/ft2 Btu %of load Walls 2.2 5065 16.2 walls Ventilation Glazing 25.8 6950 22.3 Internal Gains Doors 18.4 753 2.4 Ceilings 1.7 2126 6.8 Floors 0.2 283 0.9 Infiltration 0 0 0 Ducts 10338 33.1 Glazing Ventilation 2152 6.9 Internal gains 3550 11.4 Blower 0 0 Ducts Adjustments 0 Doors ll Total 31217 100.0 Ceilings Other Latent Cooling Load =7434 Btuh Overall U-value=0.165 Btu h/ft2- F WARNING:suspicious slab-on-grade floor perimeter in Whole House. 2014-Apr-21 13:4829 wrightsoft Right-State®Universal 2013 13.0.08 RSU13256 Page 1 A E:Uacksonvil le HomesUACK2072.rup Calc=W8 Front Door faces:SE JULIUS LEE PE. RE: 521883 - 1109 COASTAL BAY BLVD, Site Information: BOYNTON BEACH, FL 33435 Project Customer: Jacksonville Homes Project Name: 521883 Model: 2072 Lot/Block: Master Subdivision: NA Address: NA City: Duval State: Florida Name Address and License#of Structural Engineer of Record, If there is one, for the building. Name: Unknown at time of Seal License#: Unknown at time of Seal Address: Unknown at time of Seal City: Unknown at time of Seal State: Florida General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TP12007 Design Program: MiTek 20/20 7.3 Wind Code: N/A Wind Speed: N/A mph Floor Load: 55.0 psf Roof Load: N/A psf This package includes 1 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. This document processed per section 16G15-23.003 of the Florida Board of Professionals Rules In the event of changes from Builder or E.O.R. additional coversheets and drawings may accompany this cove_rsheet. The latest approval dates supersede and replace the previous drawings. No. Seal# Truss Name Date 1 17452763 FGa PILL COPY '-' •.•Y'�`,.+.'s.'b.ilVaiJ'..\xJdSA...a+1YlI[:LNR.K ; .: :. . o NZVJWZU FOR C0D19(Affi01JMT(, Com'OF An.0MC.5UCZ SWFUNn POR AUDMONAY. REOICJDIX&MNT,AM COMMON& DAMEL OV The truss drawing(s)referenced above have been prepared by MiTek �� uS` S!K,/���% Industries, Inc. under my direct supervision based on the parameters ......... provided by Builders FirstSource(Jax). NSF Truss Design Engineer's Name: Julius Lee * 0 34869 My license renewal date for the state of Florida is February 28, 2015. NOTE:The seal on these drawings indicate acceptance of % pJ professional engineering responsibility solely for the truss STATE OF components shown. The suitability and use of this component '� eco... . \� for any particular building is the responsibility of the building designer, per ANSI/TPI-1 Chapter 2. /1/11111% ember 4,2013 1 of 1 Julius Lee ' yam 2: a m D ' y 00 rn ° fl D _ m 2y D m I I p 3 FF p c Cep Z p D O Q N w V Qp co Ate_ D 0 m Qo0Q0°c� :CQn:o3 N f n < CZ o NO=OCQa C� p (0 (�oQ Z� (D -0T a_ Q DpO n D�Q �O � Q� a � m0 aa � Q- - rn Z� � C0ma 0 (D O Q o-,00oOQQ 3 O (D x v(D 05•-0Cla a H ° 0 7 W 3 O- N y 35 Q°'o m ° c Q �cr-< Z Q ° cD ? m Q Q 0 3 -° QCD Z CD CD �QCa- (T:3 oQ � QQQ_. mon o m0CD �0 y � QOCDQ'�g Qom. ;(T mob ° 3 r3Q 0o ��5'Q�. -� <CQyo R0-:E -moo � � � om o ED n� (Q Q O N zy �� CD CSD 3 7c `^ � 0 3�T Q C Z 30 OO (D < (D QOO O ` (D N N O_ Q- n a 7 (DQQ OO � N OO� N:39 Nno (D (D Q (D yD cQ = CN ( Q �30( Q U;* O O CD O n a O M O 5'3O K (a (D C."rn v N n M _ =p`O TOP CHORD OA0A m 0 m0 mrn 0? co C1-8 W J L OD (n C m0 yZN Z O -, C WVO+� Ay vD • A n 0 WWm 'O0mZ mm H mMO -4 n p rASA m:EZ(„° W m �:3 O (rnL.) m CDcr `rn � H On V O 10 DW � V C Q Q rn A OV A M m -Ai Z O w2-7 N Q. �• 0 `WO D N O m Z C m 3 n W N O A D Z O� n �' m V W S N 3 iii TI O, 10 A O N m ~m 70 O Q ° r 3 ^' `m � n y� n 61 � 7 y LJ (D D m 0:1 O Zm N a O ?m OaD /��. (A) D T O ,V U1 O A n °1 Q ? co, 05. O VC4-5 . W Q 3 y C�C m x H C nOw m (D cn Q TOP CHORD N O � Oo V P U A W N T �O OD V O� (n A W N � O ^ zm � o� -0 �a 5 0o n ° o �o arc �-u o jBn Nc �c 5o Oo-v n Qac �z 63 f4 Q.r Q 1[ N oa<, o.<(� -o � CD Q0 mg3 0:° o° m Q CD(-D n5' S -� 0 °m oQdN oa C (° om `Doo ° oo 0 4.n -a nm 303 _� (Do m °(o'� �m n.- m cQ a �� Q < m 3 33 -(D ( Q QNB f., � � 33 oQ 3 s3a -o o Q (D o (° Qn - cQo m'� m 3m oo <• Nom ° m CD (D 3m (Qm2 ° o' D (Dm a C 0 :3 �a °� � Qm 0�� �� CD 0° aQ 3 3; n Qn Q gQ (Q O3 mmo cg.Q3 Q Q° "� � a a3 �° mN a<Q m� iim �c �3 � m m3 °°_, 0coa� O o - Amo (D �o Q- 3Q o m.� oN m 3m Qoa o-< CLCD a- mm3 �nc� °a Q�Q3 Qg ` 3 0� Qmm m =1 (o.0 CD CL � o �o OL CL ao a3 3N (QaQ a o3° o� CD° � off. � - 04 NO (D QQ a 9. p C. Om a Q 3(D 0 --- Q� X00 QC n (D N 7a n3 --CT n (D O n 7 N (D 7 p y oB Q Q O C (Q 3 6 < m c c O 7(D Q m f 3 (D 7 C a Q n �- m n(`p (D`� 7 Q'° y Q m O 3(D (Q 0 Ln •Y 0 m m �_ o0 3o Qa a� - ?m CD �� °a Q N Q O a�. o 3 Q (Q N m < D , / n Aa coc c �� Q °m s °p �nQ m 3 �. oon 3 �� � �3 aQa�. o � 7 c m(� mm3 3 m m (oma �m Q3 Q 3o a- ° moa c0 m cz O CD < aQ 3 aQ �m (D .o m n ma m � a^ o < o (D� f]3 f Q ii f.m (� Q o — C 3 .z m ' Q o m`m (°'a o0o Q °� �� Nam (Q °(o (D OL °Qfla oy Q Q O N (D 0 3 G)D. <•3 0 D- ti Q 0 3 (Q <6u N /yam CD n (3Q p Q < Q .° -° N ]• 'O Q( Q 3 m m�; Q p (Z_n Q -Q Q CD O Q- m Q n N Qn 0 Q 7 --Q O 'o n� Q O °(Q - 3 Q mQ �3 n < -•3 n O -U3 C.N a �Q �� m (D ° �0 3° QO Q- a, v-0 (Do Q o (D a� om IDL m' C � 0 CT m N° -,L(1) o f. o o OL (D �� 79 o° o'D 3Q . 6 O3 Q N° mNQ. � (D no � s �a n D a a m ✓� o0 0� m o o �-6 CD mC' �° 3 fl ��° Q� �3m Q mm (b -6 o s �O =� ° m Q ° a �m CY m� o a <m o'�o �_. a cQ ° 3 0 3 1 < (D Z c (D 3m 30 m --I- (D N !. 4 JULIUS LEE PE. FILE COPY _9 { RE: 521883 - 1109 COASTAL BAY BLVD, Site Information: BOYNTON BEACH, FL 33435 Project Customer: Jacksonville Homes Project Name: 521883 Model: 2072 Lot/Block: Master Subdivision: NA Address: NA City: Duval State: Florida Name Address and License #of Structural Engineer of Record, If there is one, for the building. Name: Unknown at time of Seal License#: Unknown at time of Seal Address: Unknown at time of Seal City: Unknown at time of Seal State: Florida General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): FBC 2010/TPI 2007 Design Program: MiTek 20/20 7.3 ASCE 7-10 Wind Speed: 130 mph Floor Load: 55.0 psf Roof Load: 32.0 psf This package includes 54 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. This document processed per section 16G15-23.003 of the Florida Board of Professionals Rules In the event of changes from Builder or E.O.R. additional coversheets and drawings may accompany this coversheet. The latest approval dates supersede and replace the previous drawings. No. Sea I# Truss Name Date No. Seal# Truss Name Date 1 17319...9.....80 CJ01 10/1/01.3. 1.8 17319997 F05 10/1/.013_ 2 17319981 CJ02 10/1/013 119 117319998 F06 10/1/013 3 17319982 CJ03 10/1/013 '20 _17319999 F07_ _10/1/013 4 17319983 CJ04 110/11/013 121 .17320000 F10 10/1/013 5 _17319984___ CJ05 1.0/1/013___.22 17320001 F11 10/1/01.3 6 17319985 CJ06 10/1/013....123 .17320002 F 13 :10/11/013. . ......... 7 17319986 CJ07 10/1/013 124 117320003 F14 10/1/013 8 17319987 CJOS 10/1/01.3-__!25 ;_.17320004 F 15 10/11/013. 1 9 17319988 ;CJ09 10/1/013 126 17320005FKW8 10/1/013 10 17319989EJ01 ..1.0/1/013 27 !17320006 FKW9 10/1/0.1.3 ........ ... 11 17319990 EJ02 10/1/013 28 17320007 FKW12 _ 10/1/0131 12 17319991 EJ 14 10/1/013 '29 117320008 1 HJ01 10/1/013 ._17319992 EJ15 1.0/1/013 30 _ 1.17320009 _HJ02 10/1/01.3 ......... — 14 17319993 FO1 10/11/013 131 117320010 :HJ03 10/1/013 1 15 17319994 F02 1.0/1/013._. 32 17320011 HJ04 1.0/1_./0.1.3_..; ... ......... ......... 1617319995 F03 10/1/013133 17320012 HJ05 10/1/013 : 1.0/1/013__34 1732...0...01.3.........._.:HJ06......................................... ....1.0/1/01.3__` 17 17319996 F04 _ The truss drawing(s)referenced above have been prepared by MiTek ��0\ Industries, Inc. under my direct supervision based on the parameters \ �\ ..•• provided by Builders FirstSource(Jax). J Truss Design Engineer's Name: Julius Lee _ * ( o 34869 My license renewal date for the state of Florida is February 28. 2015. NOTE:The seal on these drawings indicate acceptance of % p professional engineering responsibility solely for the truss T '. STATE OF components shown. The suitability and use of this component /� for any particular building is the responsibility of the building ��, 7©NAL designer, per ANSI/TPI-1 Chapter 2. �� !r ! ! i ! \dAober 1.2013 1 of 4 Julius Lee RE: 521883 - Site Information: Project Customer: Jacksonville Homes Project Name: 521883 Model: 2072 Lot/Block: Master Subdivision: NA Address: NA City: Duval State: Florida - -.._..._................................_.................................__......_. ................. No. Seal# !Truss Name Date X31732001.4............T01..........................-.._....._......_.._10/1/013 136 117320015 1T03 10/1/01.3__, T04. 10/1/013__; 38 117320017 I TO 10/1/013 39 ,_17320018__....1_T06_.................._.______....._........_;.._1.0/1/01.3...! 140 17320019 1T07 10/1/013 141 117320020 iT08 10/1/013 42 '17320021 43 17320022 T09A110/11/0131 44 17320023.. 1T10... ____ 10/1/01.3._1 45 17320024 T11 10/1/013 46 17320025 T12 1.0/1_./..0.1.3._ ........................._.._ ,47 117320026 T13 _ 1.0/1/p13.. 148 117320027 I T14 10/1/013 149 17320028T 15 1.0/1/013_' . __1 50 117320029 T161 10/1/013 5.1 117320030 T17G_____ ___.. 10/1/013.1 52 117320031 T18 10/1/013 53 117320032 T19 10/1/013 54 117320033 T20 10/1/013: 2 of 4 Job. Truss Truss Type Qty Ply 17319980 521883 C•101 Jadk-Open Truss 16 1 Job Reference o lional Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Oct 0109:29.01 2013 Page 1 ID:j8H9rU WLI FnsOryLngrTjTyYSsz-DLs6Lgh9dp6pybe?8nwK1 gKN1 s4Zp4piigH_idyXg5 -1-4-0 1-0-0 1-4-0 1-0-0 sw.•+m.+ 3 4 e.ro FT g a e+ T1 6 1 14= LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.16 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.01 Vert(TL) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 Na Na BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:6 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc tracing. MiTek recommends that Stabilizers and required cross bracing be installed durin truss erection in accordance with Stabilizer Installation guide REACTIONS (Ib/size) 2=137/0-3-8 (min.0-1-8),3=-30/Mechanical,6=6/Mechanical Max Harz 2=5B(LC 12) Max Uplift2=-112(LC 12),3=-37(LC 2) Max Grav 2=168(LC 2),3=31(LC 8),6=19(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(ib)or less except when shown. \\\-�` `vIS NOTES (7-9) �� \CENSE <� i 1)Wind:ASCE 7-10,Vult--130mph(3-second gust)Vasd=101mph,TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18;MWFRS '• (envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&M WFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 * r 3486wj, * . 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. — _ 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 10 `TI 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 112 Ib uplift at joint 2 and 37 Ib uplift at joint 3. • 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the i STATE OF \ responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE. Sl�'•, GRID• �G\�� 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard October 1,201' AL WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIT 7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Crtieda,DSB-89 and BCSIl Building Component Boynton BeaCh,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss 7-s5Type OtyPIY17319981 521883 CJ02 Truss 9 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 is Sep 27 2012 MiTek Industries,Inc. Tue Oct 0109:29:02 2013 Page 1 I D:j8H9rU WLI FnsOryLngrTjTyYSsz-hYQUYOinO7EgZl DCiURZZ1 tYPGPrYX3sxKOXE3yXg5 1 4-0 3-0-0 1-0-0 3-0-0 S--1-.134 3 e 00RT a Ti 2 81 4 1 24= 3 0-1- LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.01 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 Na Na BCDL 5.0 Code FBC2010(FPI2007 (Matrix) Weight:12 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during,truss erection in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 3=43/Mechanical,2=162/0.3-8 (min.0-1-8),4=14/Mechanical Max Harz 2=108(LC 12) Max Uplift3=-63(LC 12),2=-106(LC 12) Max Grav 3=52(LC 2),2=196(LC 2),4=42(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \\\ SUS v.k EN •F NOTES (7_9) �\ \C+ S i 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph,TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS (envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&M WFRS for reactions shown,Lumber DOL=1.60 plate grip y 1 ••• i DOL=1.60 7[ 34869 =_ 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. _ 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the _ „D bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 63 Ib uplift at joint 3 and 106 Ib uplift at joint 2. _ 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the STATE OF•••• responsibility of the building designer per ANSI TPI 1 as referenced by the building code. ,FC ORIp P •• r\ 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. S •. \�J 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 ��f S/ •G`\\\ LOAD CASE(S)Standard /llllll\ October 1,201; WARNING-17—if4 design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MB 7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job. Truss Type Qty Ply 521883 -Truss,103 Jack-0pen Truss 277 1 17319982 Job Reference o tional • Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Oct 01 09:29:02 2013 Page 1 ID:j8H9rUWLIFnsOryLngrTjTyYSsz-hYQ UYOinO7EgZIDCiURZZ1 tYnGQoYX3sxKOXE3yXg5 14-0 1-0.0 s 4 am r{ $ 6 at ' T1 6 t 0-0-0010-14 OE-0 04-14 -1- LOADING(psf) SPACING 2-M CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.16 Vert(LL) -0.00 2 >999 240 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.01 Vert(TL) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES VuB 0.00 Horz(TL) 0.00 3 Na r1a BCDL 5.0 Code FBC2010ITP12007 (Matrix) Weight:6 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed Burin truss erection in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 3=-30/Mechanicel,2=137/0.3-8 (min.0.1-8),6=6/Mechanicel Max Harz 2=58(LC 12) Max Uplift3=-37(LC 2),2=-112(LC 12) Max Grav 3=31(LC 8),2=168(LC 2),6=19(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \��\ `v S `•',K ��// NOTES (7-9) \� J�.• `GENS 'C� 1)WW:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf,h=25ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS i (envelope)gable end zone and C-C Exterior(2)zone;cantilever left exposed;porch left and right exposed;C-C for members and forces 8 MVUFRS for � reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 f 34869 * �_ 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. _ 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the _ bottom chord and any other members. _ 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. `-0 _ 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 37 Ib uplift at joint 3 and 112 Ib uplift at joint 2. 10 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. " 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the % STATE OF \ responsibility of the building designer per ANSI TPI 1 as referenced by the building code. .FC ORID P'.••• �`�� 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. s• \� 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd. Beach,FL 33435 Bo S •••N-•Q• LOADCASE(S)Standard Boynton October 1,201: WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED 11IITEK REFERENCE PAGE MIL 7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based any upon parameters shown,and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consuti ANSI/TP11 Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Solety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,col 53719. Job Truss Truss Type Qty Ply 17319983 521883 CJ04 Jack-Open Truss 2 1 Job Reference o tional Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Oct 01 09:29:03 2013 Page 1 ID:j8H9rUWLl FnsOryLngrTjTyYSsz-9kzsmMiP9QMXBvoOFByo6FPggglNH_J?A_m5nVyXgS 14-0 3-0-0 14-0 3-0-0 SCMa•1'.13A J 8.00 r a T1 et 4 qie II t 34= 0.6-0 2-10-14 3i0-p 06-0 24-14 0-1- Plate Offsets X Y: 2:0-14 Ed a 2:0-14 0-9-11 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) 0.01 24 >999 240 MT20 244/190 TCDL TO Lumber Increase 1.25 BC 0.11 Vert(TL) -0.01 24 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a Na BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:13 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing be installed Left:2x4 SP No.3 Burin truss erection in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 3=43/Mechanical,2=162/0-3-8 (min.0-1-8),4=14/Mechanical Max Uplift3=-63(LC 12),2=-106(LC 12),4=-26(LC 8) Max Gray 3=52(LC 2),2=196(LC 2),4=42(LC 3) \`\\--�````v S. �•+•a� /�j�i FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \ �V SCE INSF' •.�.C\ NOTES (7-9) \ \ i 1)VNnd:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C.Encl.,GCpi=0.18;MWFRS * 34869 (envelope)gable end zone and C-C Exterior(2)zone;cantilever left exposed,porch left and right exposed;C-C for members and forces 8 MWFRS for ! reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 _ ,/� 2)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. _ cc _ 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 63 Ib uplift at joint 3,106 Ib uplift at joint 2 and 26 Ib uplift at STATE OF \ joint 4. FL D 6) Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. •'••, ORI 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the •l \\ responsibility of the building designer per ANSI TPI 1 as referenced by the building code. ////%'3/"/ �///5O N A1- G \\\ 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. //� \ 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address.1109 Coastal Bay Blvd.Boynton Beach,FL 33435 /1 t j ( ( (\ LOAD CASE(S)Standard October 1,201' WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MH 7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not Truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Sabty Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job. Truss Truss Type Qty Ply 17319984 521883 CJ05 Jack-Open Truss 6 1 Job Reference o tional Builders FirstSouroe, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Oct 01 09:29:04 2013 Page 1 I D:j8H9rU W LI FnsOryLngrTjTyYSsz-dwX Fzij 1 wk UOp2NapvT 1 fSygF431 ORZ9PeVeJyyXg5 -1.4 0 -0 1-0-0 5-0-0 sa.-r:re3 3 soo ri 2 e� r 4 Lt= 0-412 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.06 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.DO 3 Na n1a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:18 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0.0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed Burin truss erection in accordance with Stabilizer Installation quide. REACTIONS (Ib/size) 3=94/Mechanical,2=208/0-3-8 (min.0-1-8),4=24/Mechanical Max Horz 2=160(LC 12) Max Uplift3=-128(LC 12),2=-123(LC 12) Max Grav 3=116(LC 2),2=250(LC 2),4=72(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \�\`�\``v S NOTES (7-9) �\ �/v_ \GENS' ' 1)Wind:ASCE 7-10;Vult--130mph(3-second gust)Vasd=101 mph,TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18;MWFRS '• (envelope)gable end zone and C-C Extenor(2)zone;C-O for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip ` D01-=1.60 * ,� 34869 ' 2)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the — bottom chord and any other members. _ C 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. —f{ ...... 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 128 Ib uplift at joint 3 and 123 Ib uplift at joint 2. 6)"Semi-rigid pitdlbreaks including heels"Member end fixity model was used in the analysis and design of this truss. :.�441 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the i STATE OF \ responsibility of the building designer per ANSI TPI 1 as referenced by the building code. •'•, F�O�jp P ` 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. ., •`� 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 / SS, \\\ LOADCASE(S)Standard //////OjN i''I-(- October 1,201; AL WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIL 7473 BEFORE USE. Design valid for use only with M1ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Crtieda,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safely Information available from Truss Plate Institute,583 D'Onotrfo Drive,Madison,W 153719. Job Truss Truss Type Qty Ply 17319985 521883 CJ06 Jack-Open Truss 1 lob Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Oct 01 09:29:05 2013 Page 1 ID:j8H9rUWLl FnsOryLngrTjTyYSsz-665dB2kfh2cFQCynNc?GBgV36TRYlupldHFBrOyXg5 3-0-0 3-0-0 Sok•1:12.6 2 SW 12 T1 1 e1 3 24= 3 0-1- LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.16 Vert(LL) -0.00 1-3 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.01 1-3 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 Na Na BCDL 5.0 Code FBC2010/rP12007 (Matrix) Weight:10 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed Bunn truss erection in accordance with Stabilizer Installation auide. REACTIONS (Ib/size) 1=75/0-3-8 (min.0-1.8),2=61/Mechanical,3=14/Mechanical Max Horz 1=79(LC 12) Max Upliftl=-31(LC 12),2=-82(LC 12) Max Grav 1=89(LC 2),2=75(LC 2),3=42(LC 3) `\\\\\i 1 1 1(/// FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \\\ `vS NOTES (7-9) �\ w�'• �C�NSF '.`,(� i 1)Wmd:ASCE 7-10;Vult--130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS \� (envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&M WFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1.60 7f r 34869 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. t 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-M tall by 2-0-0 wide will fit between the /\ '— bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. �...... _ 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 31 Ib uplift at joint 1 and 82 Ib uplift at joint 2. _ `• 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ~, 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the STATE OF responsibility of the building designer per ANSI TPI 1 as referenced by the building code. .FC GRID •• \ 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. •. 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 S_n A \\\\ LOADCASE(S)Standard /////�/ON- �\1 �\\ October 1,201: WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MH-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and 11CS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job• Truss FTrus-spe QtyPly 521883 CJ07 en Truss 4 1 17319986 L. 11.16rence o panel • Builders FirstSouroe, Jacksonville,FI 32244 7.350 s Sep 27 2012 MTek Industries,Inc.Tue Oct 01 09:29:05 2013 Page 1 I D:jBH9rU WLI FnsOryLngrTjTyYSsz-665dB2kfh2cFQCynNc?GBgV3eTSelupldHFBrOyXg5 0-0-0 -1+0 238 3-0-0 1-4-0 2-3-8 0-8-8 30.0 SgY-1:19.4 4 J 8.00 F2_ es @ 5 T1 2 a, 111 1 s 2.4 II as= 2-3-8 2-10-14 Plate Offsets X Y: 3:0.3-0 0-2-3 2-3-8 0-7-6 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Ven(LL) 0.01 3 -999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.06 Vert(TL) -0.01 6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:13 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pur ins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross breclng be installed Burin truss rection in accordance withStabilizer In II tion ui . REACTIONS (Ib/size) 4=32/Mechanical,2=162/0.3-8 (min.0-1-8),5=24/Mechanical Max Harz 2=108(LC 12) Max Uplift4=-36(LC 12),2=-106(LC 12),5=-19(LC 12) Max Grav4=38(LC 2),2=196(LC 2),5=31(LC 3) wS S•K FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ,.• •. / NOTES (7_9) \ J \CENSE 1)Wind:ASCE 7-10;Vult--l30mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf,h=25ft,Cat.II;Exp C,EnG.,GCpi=0.18;MWFRS (envelope) gable end zone and C C Exterior(2)zone;C-O for members and forces&M WFRS for reactions shown,Lumber DOL=1.60 plate grip 7C _ DOL=1.so 34869 2)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. •� 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. '�•k �•J �..•••• _ 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. JV /l/t•J 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 36 Ib uplift at joint 4,106 lb uplift at joint 2 and 19 Ib uplift at STATE OF ��� oint 5. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. '• F 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the •• ORID P •'• G �� responsibility of the building designer per ANSI TPI 1 as referenced by the building code. `' 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. '��/ /O N A�•• 9)Truss Design Engineer Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 // I LOAD CASE(S)Standard October 1,201: WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE K17 7473 BEFORE USE. Design valid for use only with Mffek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary tracing to insure stability during construction is the responsibility of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-a9 and BCSII Building Component Boynton BeaCh,FL 33435 Safety Information available from Truss Plate Institute,563 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type QH Ply 17319987 521883 CJOB Jack-0pen Truss 3 1 Job Rate rence o tional Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Oct 0109:29:06 2013 Page 1 ID:j8H9rUWLIFnsOryLngrTjTyYSsz-aJf?ONIHSLk62MXzxKWVkt1 BwtkdUL3Ssx_10gyXg5 0.0-0 2-3.8 5-0-0 r 1.4-p 2-M 2-8-8 -5-0.0 suw=i:ras SIM IN o az s s Bl s ae 11 2�8 4-10-14 2-38 2-7-6 Plate Offsets X Y: [2:0-2-10.0-1-81,13:0-2-0,0-2-3 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) 0.09 3 >668 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.27 Vert(TL) -0.08 3 >741 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.05 5 n/a n/a BCDL 5.0 Code FBC2010rrP12007 (Matrix) Weight:19 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 54)-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed aurin t erection in accordance with Stabilizer Installation ouide. REACTIONS (Ib/size) 4=75/Mechanical,2=208/0-3-8 (min.0-1.8),5=43/Mechanical Max Harz 2=160(LC 12) Max Uplift4=-88(LC 12),2=-123(LC 12),5=-26(LC 12) Max Grav4=91(LC 2),2=250(LC 2),5--61(LC 3) w. FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \GENSF NOTES (7-9) 1)Wind:ASCE 7-10,Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Encl.,GCp=0.18;MWFRS (envelope)gable end zone and C-C Extedor(2)zone,C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip , 34869 DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. — 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing rapacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 88 Ib uplift at joint 4,123 Ib uplift at joint 2 and 26 Ib uplift at STATE OF ' 2 joint 5. ` 6)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. '.• F {�. ,•' /'� 7 P 9 9 P Y P YP g sIS,/•.�ORID )This manufactured product is designed as an individual building component. The suitability and use of this component for an articular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. // / 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. // 0 N N- 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 /1 LOAD CASE(S)Standard October 1,201, A& WARNING-9er((y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE A71-7473 BEFORE USE. Design valid for use only with Mifek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPll QuaBty CrIteda,DSIII-8?and BCSII Building Component Boynton Beach,FL 33435 Safely Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,W1 53719. Job• _ �149 ��Jaua�k.,n Qty Ply 17319988 521863 ss 1 1 Job Reference o tional Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Oct 0109:29:07 2013 Page 1 ID:j8H9rUWLlFnsOryLngrTjTyYSsz-2VDNbjlwDfszgW69U11 kG5aLnH35DoIb5bklwHyXq5if -0 2-3-8 sa..l:ns i e.ao FT a T1 03 82 4 s1 "111 s b4 II 2-3-8 4-10-14 Rate Offsets X Y: 2:0-3-4 Ed e 2 3-8 2-7-0 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) 0.11 2 >532 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.32 Vert(TL) 0.09 2 >671 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.06 4 Na Na BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:17 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed Burin Ws r ction in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 1=129/0.3-8 (min.0-1-8),3=80/Mechanical,4=49/Mechanical Max Harz 1=131(LC 12) Max Upliftl=-56(LC 12),3=-93(LC 12),4=-31(LC 12) Max Grav 1=153(LC 2),3=97(LC 2),4=63(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \� -`� •• C , NOTES (7_g) SCENS`�' J 1)Wind:ASCE 7-10;VuIY-130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18;MWFRS (envelope)gable end zone and C-C Extenor(2)zone;C-C for members and forces&M WFRS for reactions shown,Lumber DOL=1.60 plate grip •• DOL=1.60 _ 34869 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-04)tall by 2-0-0 wide will fit between the bottom chord and any other members. � ...... _ 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 56 to uplift at joint 1,93 It,uplift at joint 3 and 31 Ib uplift at STATE OF ••_�� joint 4. ••• 6) 'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. F P 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the '•.L ORIO• �\ responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 8)Noe:Visually graded lumber designation SP,represents new lumber design values as per SPIB. A 9)Truss Design Engineer Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard October 1,201; WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AIIL 7473 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillify of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,wl 53719. Job Truss Truss Type OtY Ply 17319989 521883 EJ01 Jadk-Partial Truss 9 1 Job Referenceo tional - Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Oct 0109:29:08 2013 Page 1 ID:j8H9rUWLIFnsOryLngrTjTyYSsz-Whnlp3mY z_gHggL2lYzpl7UwhP?yFYkJFTrsjyXgS 1.4-0 7-0-0 1 7-0-0 SwM•1:23.5 9 Ba,12 d T1 2 B1 1 1 3h= Plate Offsets X Y: [2:0-5-0.0-04] LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) 0.07 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.27 Vert(TL) -0.11 4-7 >734 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 3 n/a n/a BCDL 5.0 Code FBC2010ITP12007 (Matrix-M) Weight:24 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed durin truss rection in accordance with Stabilizer Installation ouide. REACTIONS (Ib/size) 3=114/Mechanical,2=290/0-3-8 (min.0-1-8),4=32/Mechanical Max Harz 2=146(LC 12) Max Up1ift3=-94(LC 12),2=-96(LC 12) Max Grav3=140(LC 2),2=346(LC 2),4=80(LC 3) \\\��\�C Q•`' ///// FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-9641787 ` \GENSLt: . • j BOT CHORD 2-4=-1386/1438 •7 �,. NOTES ) * 34869 • * —_ 1)Wind:ASCE?-10,Vult=130mph(3-second gust)Vasd=101mph,TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS _ (envelope)and C-C Exterior(2)zone,C-C for members and forces&M WFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 all by 2-0-0 wide will fit between the !, 0 bottom chord and any other members. Wq. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. STATE OF `V 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 94 Ib uplift at joint 3 and 96 Ib uplift at joint 2. ••`�\ 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. '.• F't OR'p P ,• ('n 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the S(� •.••••••. �•+�� responsibility of the building designer per ANSI TPI 1 as referenced by the building code. designation SP,) Vslumber Sflumber values e ////O A� 9Truss DeignEngineeJulus Lee,PE:Florida P.ELce se No.34869:Address: Coastal Bay Blvd.Boynton Beach,FL 33435 •C\i\�\\ !lllllill LOAD CASE(S)Standard October 1,201' WARNING-Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MD 7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay tabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. J . Truss Truss Type Qty Ply 17319990 521883 _]E Jack-Partial Truss 1 1 Job Reference o bona Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Oct 01 09:29:08 2013 Page 1 I D:j8H9rU W LI F nsOryLngrTjTyYSsz-W hnlp3mY_z_q Hgg L21Yzp I7U_h PeyFYkJ FTrSjyXg5 i 7-G-0 7-0-0 I s eoN.,Tle f Z Z t ty ew 13 T1 , 91 999 J A8= Plate Offsets X Y: [1:0-M,0-0-101 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) 0.08 3-6 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.30 Vert(TL) -0.12 3-8 >714 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) -0.01 2 Na n/a BCDL 5.0 Code FBC2010/rP12007 (Matrix-M) Weight:22 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-9 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc baring. MiTek recommends that Stabilizers and required cross bacing be installed durin truss erection in accordance with tabilizer Installation uide. REACTIONS (Ib/size) 1=226/0-3-8 (min.0-1-8),2=115/Mechanical,3=33/Mechanical Max Harz 1=181(LC 12) Max Max G avt4( 1=26(LC 2),2 140(LC 2),3LC )80(LC 3) \\��� S I C!�•� ////// FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \ •'' '••, < / TOP CHORD 1-2=-987/924 \\ BOTCHORD 1-3=-1576/1493 �J •' �CEN$F NOTES (7-9) * 34869 •' 1)Wind:ASCE 7-10;Vult-130mph(3-second gust)Vasd=101mph;TCDL=4.2psf,BCDL=3.Opsf,h=25ft;Cat.11,Exp C.End.,GCpi=0.18;MWFRS .- (envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1.60 — _ 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. j � ...... 3).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the •:�� bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. i STATE OF 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 122 Ib uplift at joint 1 and 146 Ib uplift at joint 2. •FLORID •//''��` \ 6)"Semi-rigid p tchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the /j, v j ••G��\ responsibility of the building designer per ANSI TPI 1 as referenced by the building code. // O'VA'A I- \\� 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. / 9)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard October 1,201: WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M TEK REFERENCE PAGE 11x177473 BEFORE USE. Design valid for use only with MRek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consu8 ANS1,1111 Quality Criteria,D111-89 and BCSII Building Componerd Boynton Beach,FL 33435 Safety Infarmallan available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qly Ply 521883 EJ14 Jadk-Partial Truss 2 TJob 17319991 Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Oct 01 09:29:09 2013 Page 1 ID:j8H9rU WLIFnsOryLngrTjTyYSsz-_uL80PnAkG6hvgFYcS3CM W11e5oghiouYvDP_9yXq 1-4-0 3-8-8 sw.-resz s s.ao FI Ti 2 B1 4 1 214= LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.01 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.11 Vert(TL) -0.02 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 Na Na BCDL 5.0 Code FBC2010rrP12007 (Matrix) Weight:14 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed Burin truss erection in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 3=62/Mechanical,2=177/0-3-8 (min.0-1-8),4=18/Mechanical Max Harz 2=127(LC 12) Max Uplift3=-87(LC 12),2=-111(LC 12) Max Grav 3=76(LC 2),2=214(LC 2),4=53(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\\ `vS NOTES (7-9) \� J� • / 1)Wind:ASCE 7-10,Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18;MWFRS \ •• �CE�S� (envelope)gable end zone and C-C Exterior(2)zone,C-C for members and forces&M WFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1.60 )C 34869 )C 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. _ 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Cif 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. -T'1 •" -. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 87 Ib uplift at joint 3 and 111 Ib uplift at joint 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. `, :•��•/ 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the i STATE OF responsibility of the building designer per ANSI TPI 1 as referenced by the building code. •• F' P ,, 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. �1�'•, GRID• �G\�� 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 / \ LOADCASE(S)Standard / UNAX- `\\\\ October 1,201; WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MH-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/fPIT Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job+ Truss Truss Type Qty Ply 17319992 521883 EJ15 Jado-Parlial Truss 3 1 Job Reference o tional Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Oct 0109:29:09 2013 Page 1 ID:j8H9rUWLIFnsOryLngrTjTyYSsz_uL80PnAkG6hvgFYcS3CMW1hS5iVhiouYvDP_9yXq 2 7-0-0 1.4-0 2-3-8 448-8 sa..kzks ew F2– T1 n Bz 3 51 eh.II &4 2-3-8 7-g-0 2-3-8 4-8-8 Plate Offsets X Y: 2:0-2-10 0-1-8 30-4-3 Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) 0.15 3-5 >568 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.12 3-5 >674 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) -0.07 5 n/a n1a BCDL 5.0 Code FBC2010rrP12007 (Matrix-M) Weight:26 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed urin truss r ion in accordance with tabili er Installat on ice. REACTIONS (lb/size) 4=101/Mechanical,2=293/0-3-8 (min.0-1-8),5=42/Mechanical Max Horz 2=146(1-C 12) Max Uplift4=-79(LC 12),2=-98(LC 12),5=-3(LC 12) Max Grav 4=123(LC 2),2=350(LC 2),5=74(LC 3) \\ �vs. .. FORCES (Ib)-Max.Comp./Max.Ten.-All faces 250(Ib)or less except when shown. \ TOPCHORD 2-3=-1076/924 J�' ENs BOT CHORD 2-6=-1502/1562 F •, i NOTES (7-9) = 34$69 J 1)Wind:ASCE 7-10;Vult--130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.11,Exp C,Encl.,GCpi=0.18;MWFRS _ t (envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1.60 .'l 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. — - 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-64)tall by 2-0-0 wide will fit between theo. bottom chord and any other members. t 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. �4U 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 79 Ib uplift at joint 4,98 lb uplift at joint 2 and 3 Ib uplift at i STATE OF joint 5. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. SS,••F��f2�0 P• 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the �� responsibility of the building designer per ANSI TPI 1 as referenced by the building code. /1/10� 1N A` v \\ 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPI B. 9)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard October 1,201, A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTER REFERENCE PAGE Mn 7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability,of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility,of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/71`111 Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. i Job Truss Truss Type Qty Ply 17319993 521883 F01 Floor Truss 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Oct 0109:29:112013 Page 1 I D:jBH9rUWU FnsOryLngrTjTyYSsz-wGSuR5pQGuMP87Pwjt5gRxk3WuTo9ZWBODiM2yXg5 as II 1-3-0 z.s II 1 3_B 2.!II s.e II 2 B 9 4 SUM•1:98 T1 T1 ZL 4 w1 WI W B1 S3= ac— e r a 1.5d II ts,o II 4-3.8 4.3-8 Plate Offsets X Y: 2:0-3-0Ed [3:0-3-0,Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.00 6 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.01 6 >999 240 BCU_ 0.0 Rep Stress Incr NO WB 0.24 Horz(TL) 0.00 5 Na Na BCDL 5.0 Code FBC2010fTP12007 (Matrix) Weight:30 Ib FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-3-8 oc purlins, except end verticals. BOT CHORD 20 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS (Ib/size) 8=359/0-3-8 (min.0-1-8),520/0-5.8 (min.0-1-8) Max Grav8=381(LC 3),5=722(LC 4) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\\�\ A) TOP CHORD 1-8=-372/0,4-5=-712/0,1-2=-391/0,2-9=-391/0,3-9=-391/0,3-4=-391/0 `\\\..•\JJJ J K BOT CHORD 6-7=0/391 \\ �� .• /j WEBS 4-6=0/509,1-7=0/509,2-7=-319/0,3.6=-320/0 ` / �J • ,CENSE , NOTES (7-9) 1)Unbalanced floor live loads have been considered for this design. 7t 2)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. / 34869 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to _ 'D walls at their outer ends or restrained by other means. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)340 Ib down at 2-1-12,and 340 Ib down at 4-2-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. •:�� 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). i STATE OF 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. •LORiDP.' \\\ 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPI B. 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 //sIO N A` LOAD CASE(S)Standard // I'O( (' 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-8=-10,1-4=-100 Concentrated Loads(lb) Vert:4=-260(8)9=-260(8) October 1,201, WARNING-Ver[/y design parameters and READ NOTES ON THIS AND INCLUDED JHTEK REFERENCE PAGE AM-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1PI1 Quality Criteria,DSR-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job• Truss Truss Type Qty Ply 521883 F02 Floor Truss 8 1 Job Reference(optional) 1731999/ Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Oct 01 09:29:112013 Page 1 ID:j8H9rUWLl FnsoryLngrTjTyYSsz-wGSuR5pQGuMP87Pwjt5gRxkvtuGM9S5BODi W32yXq 0-1-8 H 1 1-3.0 1-11-2 1s II ao= 1 2 - 7 4 5 8 7 8 1a 1t T 20 10 M 17 1s 15 H 13 1 .a– r– w– as= 1.60 II >b– >a– sr– r!= 2.4 II 1.6-0 15-2-2 17-8-2 19-0-10 111 2E-0 11-2-2 2-6-0 1�-8 Plate Offsets X Y: 1:Ed 0.1-8 11:0-1-8 Ede [12.0-1-8.Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.B4 Vert(LL) -0.32 15-16 -707 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 1.00 Vert(TL) -0.50 15-16 >450 240 BCLL 0.0 Rep Stress Ina YES WB 0.65 Horz(TL) 0.08 12 n/a Na BCDL 5.0 Code FBC201orrP12007 (Matrix) Weight:99 lb FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD 2x4 SP N0.1(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS (Ib/size) 21=1031/0.3-0 (min.0-1-8),12=103810-1-10 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All faces 250(Ib)or less except when shown. TOP CHORD 21-22=102510,1-22=-1024/0,11-12=-1031/0.1-2---1054/0,2-3=-2620/0,34---3622/0, 4-5=-3622/0,5-6=4000/0,6-7=4000/0,7-8=-3626/0,8-9=-3626/0,9-10=-2584/0, 10-11=1009/0 BOT CHORD 19-20=0/1989,18-19=0/3218,17-18=0/4000,16-17=0/4000,15-16=0/3904,14-15=0/3197, �� Jv �CENS ' 13-14-0/1949 F WEBS 11-13=0/1372,1-20=0/1361,10-13=-1307/0,2-20=-1300/0,10-14=0/883,2-19=0/877, 9-14=-852/0,3-19=-832/0,9-15=0/583,3-18=0/549,7-15=-408/0,5-18=4309/4,7-16=-199/505 * 34869 * r_ i NOTES (7-9) — ff 0jz 1)Unbalanced floor live loads have been considered for this design. _ –0 r'1 2)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. –�'t _ 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. .;�,(/ 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strong backs to be attached toSTATE OF walls at their outer ends or restrained by other means. • '. 6)CAUTION,Do rat erect truss backwards. t� •.F�ORIDP �� 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. / •T� 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE. 9)Truss Design Engineer Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard October 1,201: WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII 7473 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibifty of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSII Bullding Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onotrio Drive,Madison,WI 53719. Job Truss 71-1--SIST QtyPly17319995 521883 F03 1 1 Job Reference'optional) - Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Oct 0109:29:12 2013 Page 1 ID:j8H9rUWLIFnsOryLngrTjTyYSsz-OTOGfRp21 BUGmH_7Hadvz8H8TIjSu?3KEtR3bUyXg5 1-3-0 1-1-0 1-0-8 0F4 � r swe•113. 3xfi= 23.3= 3 1.x3 II < 59x3 T1 12 t Sx9= W wt a 1 91 &3= 1.5x3 A4= 3x9= 11 10 0 8 6 1.5x3 3x8= 118 5-4-0 1 $ 3-11-8 a1 1-7-8 Plate Offsets KYY [8:0-1-8,Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.60 Vert(LL) -0.03 9-10 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.05 9-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(TL) -0.00 7 Na n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:42 lb FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 SP No.3(flat) 10-0-0 oc bracing:10-11. REACTIONS (Ib/size) 11=199/0-3-8 (min.0-1-8),7=773/0-3-8 (min.0-1-8) Max Upliftl 1=-12(LC 4) Max Gray 11=265(LC 3),7=773(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \��� a\S S•h! /// TOP CHORD 1-11=-268/9,4-5=0/399 BOT CHORD 7-8=-399/0 WEBS 4-7=-519/0,4-8--0/604,5-7=-50310 \CENSE '•�� NOTES (7-9) ,y ' 1)Unbalanced floor live loads have been considered for this design. ! 34869 2)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. _ t 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 12 Ib uplift at joint 11. ,_ —0 '\ 9` 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. •�((� 6)CAUTION,Do not erect truss backwards. �. STATE OF 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the •'. FC OR'QP •,' \\\ responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. / / '•''' `\` �� 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:6-11=-10,1-5=-100 Concentrated Loads(lb) Vert:5=-220 October 1,201, I WARNING-Verijy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIT 7473 BEFORE USE. Design valid for use only with MRek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown j is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector. Additional permanent tracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria.DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job- Truss Truss Type Ory Ply 521683 F04 Floor Truss 1 1 Job Reference(optional) 17319996 Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Oct 010929:13 2013 Page 1 ID:j8H9rUWLIFnsOryLngrTjTyYSsz-tfaesnggoVc6ORZJrl88WMgEri1 HdMIUTXBc7wyXq 1-3-0 1-2-12 ee= ac II m,e= awe= sa.-i:roa El 1 10 2 3 11 � 1 1 T W1 1 r&B= qg I I gp= as II aB II 4-1-4 5-5-12 4-1-4 1-4-8 Plate Offsets X Y: 2:0-3-0Ed 3:0-1-8 Ed 4:0-1-8 Ed a :0-3-00-0-0 8:0-1-8 Ed LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.94 Vert(LL) -0.03 6-7 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.05 6-7 >999 240 BCU- 0.0 Rep Stress Incr NO WB 0.61 Horz(TL) 0.00 5 Na Na BCDL 5.0 Code FBC2010rrP12007 (Matrix) Weight:51 Ib FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.1(flat) TOP CHORD Structural wood sheathing directly applied or 5-5-12 oc purlins, except end BOT CHORD 2x4 SP No.1(flat) verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc tracing. REACTIONS (Ib/size) 9=1675/0-3$(min.0-1-8),5=1745/0-3-8 (min.0-1.8) Max Grav 9=1741(LC 3),5=1854(LC 4) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-9=-1865/0,4-5---1880/0,1-10---2009/0,2-10=-2009/0,2-3=-2009/0,3-11=-1187/0, \� \S 4-11=-1187/0 ••.• S.K• // BOT CHORD 7-8=0/2009,6-7=0/2009 WEBS 4-0=0/1539,1-8=0/2557,3-6=-1066/0,2-8=-1067/0,3-7=-623/0 NOTES (7-9) '* 1)Unbalanced floor live loads have been considered for this design. ./ 34869 2)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. — [ 3)"Semi-rigid phchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to _ walls at their outer ends or restrained by other means. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1024 Ib down at 0-9-12,and 1024 Ib down at 2-9-12, 4u�z and 1024 Ib down at 4-9-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. STATE OF 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). _ F P •��� 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. B)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 9)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-9=-10,1-4=-100 Concentrated Loads(lb) Vert:3=944(8)10=-944(B)11=-944(8) I October 1,201: WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MR 9473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Qualty Criteria,DSB-89 and 11CSII Building Component Boynton Beach,FL 33435 Safety Informallon available from Truss Plate Institute,583 D'Onotrio Drive,Madison,W 153719. Job Truss 7,uss Oly Ply 17319997 521883 F05 9 7Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Oct 0109:29:13 2013 Page 1 I D:j8H9rUWLIFnsOryLngrTjTyYSsz-tfaesnggoVc6ORZJrl BBWMgMli?PdK6UTXBc7wyXq 0-1-8 g H 1-M 1-1i 1-12 as�J- 1:3s e 1x5— 343— 445= 1b 3= 1x5= 3x5= 15x3 11 9x5= 1.5x3 I W= M FP= 1.543 11 9x5= 445= I Sv3= 1 2 3 4 5 6 7 8 8 10 11 12 13 27 q T 24 2] 22 21 20 Is 15 17 16 15 d4= 5x6= 45= 348= X12 MT1811 FP= 3x4= 1.543 30— Us— 1.5x3 SP— 1b-0 4-0-0 12-7-0 17-8-12 20.2-12 21-8-12 1E-0 2-6-0 8-7-0 5-1-8 2E-0 1-6-0 Plate Offsets X Y: 1:Ed a 0-1-8 13:0-1-8 Ede 14:Ed a 0-1-81,r20:0-1-8,Ede 25:Ed a 0-1.8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Ver1(LL) -0.42 19 >617 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.77 Vert(TL) -0.65 19 >396 240 MT18H 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.10 14 n/a rVa BCDL 5.0 Code FBC20107rP12007 (Matrix) Weight:114 Ib FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP M 31(flat) TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins, except end verticals. BOT CHORD 2x4 SP M 31(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS (Ib/size) 25=1175/0-3-8 (min.0-1-8),14=1175/0-3-0 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 25-26=-1169/0,1-26=-1167/0,14-27=-1169/0,13-27=-1168/0,1-2=-1217/0,2-3=-3079/0, 3A=-4397/0,4-5=-0397/0,5-6=-5196/0,6-7=-5196/0,7-8=-5065/0,8-9=-5065/0,9-10=-0392/0, �\ `\S S•k 10-11=-4392/0,11-12=-3077/0,12-13=-121810 �\ `` •,.. .,, \, BOT CHORD 23-24=0/2301,22-23=0/3823,21-22=0/4835,20-21=0/4835,19-20=0/5196,18-19=0/5196, �\ Jv ,CANS•• �� / 17-18=0/4872,16-17=0/3827,15-16=0/2300 F i WEBS 13-15=0/1573,1-24=0/1572,12-15=-1505/0,2-24=-1507/0,12-16=0/1082,2-23=0/1082, 11-16=-1043/0,3-23=-1035/0,11-17=01768,322=0(780,9-17=-652/0,5-22=-597/0,9-18=0/475, '* •••• 5-20=-37/829,7-18=-567/221,6-20=-368/0 ! 34869 NOTES (6-8) _ 'D Cr 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. N 3)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. .;•�((� 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. STATE OF \ 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to •F�OR�p ••. �\�� walls at their outer ends or restrained by other means. 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. / \\\ 7)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE. /4 N AL / \ 8)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard October 1,201; WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU 7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilfity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabncation,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and 11CSI1 Building Component Boynton BeaCh,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job- Truss Truss Type T3T 7319998 521883 FO6 Floor Truss 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Oct 0109:29:14 2013 Page 1 1-3-0 ID:j8H9rUWLIFnsOryLngrTjTyYSsz-Lr8137rJZpkz?b8VP?fN3ZMQN6N_Momdi BwAgNyXgS � i 1-11-12 � sve:vc-r &3= tSq II »B– 13iG1 &3= r.sa II Aa= a4= 4vs= a 4 5 s I e e ro n r p 19 is n rs 15 a u N4 II a4= aas= as II a 3= = *4 19-1-4 19-1-4 Plate Offsets X Y: 1:Ed 0-1-8 11:0-1-8 E e 12:0-1-8 Ed LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.89 Vert(LL) -0.31 15-16 >742 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.62 Vert(TL) -0.48 15-16 >473 (T ) 240 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.07 12 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:100 lb FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD 2x4 SP M 31(flat) BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS (Ib/size) 21=1044/Mechanical,12=1044/0-3-0 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-21=-1036/0,11-12=-1037/0.1-2=-1014/0,2-3=-2608/0,3-4=-3636/0,4-5=-3636/0, \\ 5-6=4047/0,6-7=-4047/0,7-8=-3659/0,8-9=-3659/0,9-10=-2604/0,10-11=-1016/0 \\ `v S S•K /// BOT CHORD 19-20=0/1963,1B-19=0/3220,17-18=0/4047,16-17=0/4047,15-16=013942,14-15=013224, \ / 13-14/1962 J�. . 10ENSF' .�� WEBS 11-13-0/1381,10-13=-1316/0,10-14=0/892,9-14---862/0,9-15=0/592,7-15--423/0, 7-16=-190/519,1-20=0/1379.2-20=-1320/0,2-19=0/897.3-19=-850/0,3-18=0/566,5-18=-845/0 NOTES (5-8) * 34869 ' 1)Unbalanced floor live loads have been considered for this design. — t 2)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. _ !1 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. r _ 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to ,10 walls at their outer ends or restrained by other means. 5)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the STATE OF •• ��� responsibility of the building designer per ANSI TPI 1 as referenced by the building code. '•, ••�� 6)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. (�('�'••F!QFjjQ P,•' \ 7)Truss Design Engineer Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 /"s •• \\\ 8)Use Simpson THA422 to attach Truss to Carrying member 'n*, LOADCASE(S)Standard / O� ' (Af�� October 1,201: WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIL 7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply 17319999 521883 F07 Floor Truss 2 1 Job Reference o tional Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue tOct Ot 09:29:15 2013 Page 1 I D:j8H9rUWLIFnsOryLngrTjT;Y;sz-p2i PHSsxK6tgdljiyjAcbnvaSYZ5F9mwrgjCpyXg5 o-1-B 1-4-12 i 1-3-0 �' 1—M–i 1 _ 4X4= 1..,�II 9i8 FP— 16a II 44— 44= t ;r22 T 8 a to 11 12 N 21 x 1e 18 17 18 15 14 MT2 FP= 1b3 If so 4N- 44e- 2N II h4= 1-7-12 1- 3-1-12 5-7-12 8-1-12 16-5-12 18.11-12 2044 1-7-12 0--8 1-4-8 2 6-0 2-6-0 8-4-0 2-6-0 1.4-8 Plate Offsets X Y: 12:0-1-8 Ede 13:0-1-8 Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.93 Vert(LL) -0.27 16-17 >813 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.43 16-17 >520 240 MT20H 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.65 Horz(TL) 0.06 13 n/a Na BCDL 5.0 Code FBC2010/rP12007 (Matrix) Weight:108 Ib FT=l l%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-0-8 oc purlins, except end verticals. BOT CHORD 2x4 SP M 31(flat) BOT CHORD Rigid ceiling directly applied or 10-M oc bracing, Except: WEBS 2x4 SP No.3(flat) 6-0-0 oc bracing:23-24,22-23. REACTIONS (Ib/size) 13=990/0-3-0 (min.0-1-8),23=1472/0-3-8 (min.0-1-8) Max Grav 13=101l(LC 4),23=1472(LC 1) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. -13=-1004/0,1-2=0/417,2-3=-928/117,34=-2464/0,4-5---3408/0,5-6=-3795/0,6-7=-3795/0, TOP CHORD 12 7-8=-3795/0,8-9=-3484/0,9-10=-3484/0,10-11=-2500/0,11-12=-980/0 �. •••.<,(\ BOT CHORD 22-23=417/0,21-22=0/1835,20-21=0/3060,19-20=0/3060,18-19= \\ `0/3795,17-18=0/3795, � •.'' \CENSF '•.`� /i 16-17=0/3735,15-16=0/3085,14-15=0/1892 WEBS 2-23=-1142/0,1-23=-525/0,12-14=0/1332,2-22=0/1362,11-14=-1269/0,3-22=-1285/0, i 11-15=0/845,3-21=0/907,10-15=-814/0,4-21=-858/0,10-16=0/542,4-19=0/589,8-16=-385/0, i 34869 5-19=-774/0,8-17=-284/442,5-18=-111/266 t n/ NOTES (8-10) — f l X — 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. /, 3)All plates are 3x3 MT20 unless otherwise indicated. " STATE OF 4)All bearings are assumed to be SYP No.2 crushing rapacity of 565 psi. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. •• F •'�� \ 6)Recommend 2x6 strongbacks,on edge,spaced at 10-M oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to �1 L ORID p`.•' walls at their outer ends or restrained by other means. �j V 1 / •�\ \\ 7)CAUTION,Do not erect truss backwards. \ 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the / �// j " 'N)��, \��` responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE. 10)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard 1)Floor.Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:13-24=-10,1-12=-100 Concentrated Loads(Ib) Vert:1=-250 October 1,201' WARNING-Verj/g design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1111I7.7473 BEFORE USE. Designvalid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay tooication,qualify control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job• Truss Truss Type Qty ply 17320000 521883 F10 Floor Truss 1 1 Job Reference o tional Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Oct 0109:29:16 2013 Page 1 I D:j8H9rUWLIFnsOryingrTjTyYSsz-HEGnUosZ5Q?hFulu WQhr8_SgXv3ggl_w9VPHkFyXqS 13-0 00 Sole-1:11 S 11 art II 3x6 II —II 2 3 4 T1 T1 B1 45= 1.Sq II is, 10 B E 7 g m II N411 6-0-0 6-0-0 Plate Offsets X Y: 4:0-3-0Ed [5:0-1-8,Edgel LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.02 8-9 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.03 8-9 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.48 Horz(TL) 0.01 5 Na Na BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:42 lb FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 104)-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS (Ib/size) 10=1058/Mechanical,5=1058/0-3-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=-1052/0,4-5---1052/0,1-2=-765/0,2-3=-1508/0,34=-765/0 BOT CHORD 8-9=0/1508,7-8=0/1508,6-7=0/1508 \� V`C� S-K WEBS 1-9=0/1016,2-9=-986/0,4-6=0/1016,3�2= W-986/0 �� •,.- .., // NOTES (5.8) V \CENSE 1)Unbalanced floor live loads have been considered for this design. � ,•• 1 � 2)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ' 34869 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to _ walls at their outer ends or restrained by other means. 5)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the _ responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 6)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE. 7)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 STATE OF 8)Use Simpson THA422 to attach Truss to Carrying member '•.F�ORIDP •'� ('jam � LOAD CASE(S)Standard / SS '••••'• -! ��\ 1 Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads 10=-10,14=-350 October 1,201: WARNING-Verify design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE M77.7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job TrussTruss Type Oty Ply 17320001 521883 F 11 Floor Truss 8 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Oct 01 09:29:16 2013 Page 1 ID:j8H9rUWLl FnsOryLngrTjTyYSsz-HEGnUosZ5Q?hFuluWQhr8_Ss2v5jgpsw9VPHkFyXg5 1-9-0 i SUM�1:115 S 3= Z iSx3 II 9 y3- 4W= T1 9 W1 W1 NR W1 T B1 3x3— 1'x3 II 3x3— 8 8 r 6 15x3 II 1.5x3 4-7.8 4-7-8 14 8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.50 Vert(LL) -0.04 7 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.48 Vert(TL) -0.06 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.00 5 n/a rda BCDL 5.0 Code FBC2010frP12007 (Matrix) Weight:32 Ib FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS (Ib/size) 9=323/Mechanical,5=323/0-3-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOPCHORD 1-9-352/0,BOT CHORD 7-8=0371 6-7=0/371/0 1-2=-371/0,2-3=-371/0 \\\\\`;� WEBS 4-6=0305,1-8=0/494 S S K NOTES (5-8) •' 1)Unbalanced floor live loads have been considered for this design. `\ ��'• �CENSF '�� 2)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. * 34869 * '_ 4)Recommend 2x6 strongbacks,on edge,spaced at 10-M oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to ! walls at their outer ends or restrained by other means. 5)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is thewa`a, responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 6)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. N ` 7)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 8)Use Simpson THA422 to attach Truss to Carrying member STATE OF LOADCASE(S)StandardS�• "tORIOP •'��j� S \� �'/////0NA�W\\``\ October 1,201; WARNING-Verify designparameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MH7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-B9 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofno Drive,Madison,WI 53719. Job• Truss Truss Type Qty Ply 17320002 521883 F13 Floor Truss 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Oct 01 09:29:17 2013 Page 1 ID:jBH9rUWLIFnsOryLngrTjTyYSsz-IQg9i8tBsk7Ys2s448C4gC 2ZJUUZH63099gGhyXq 1-M L 1-2-2 5—•1:129 1 – 23.3= 3 33= 4W T1 qq Va 1 T B1 1i9– l.Sn3 II 1.Scl yj– 10 9 8 T 8 5 tsd II t.s.3 II 14-8 5-3-10 6$-2 1-4.8 3-11-2 14-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.02 6-7 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.02 6-7 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.17 Horz(TL) 0.00 5 rVa Na BCDL 5.0 Code FBC2010/rP12007 (Matrix) Weight:36 lb FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS (Ib/size) 10=360/0-1-10 (min.0-1-8),5=360/Mechanical FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-10=-354/0,4-5=-354/0,1-2=265/0,2-3=-51310,34=-265/0 BOT CHORD 8-9=0/513,7-8=0/513,6-7=0/513 WEBS 4-5=0/360,1-9=0/360,3-6=-338/0,2-9=-338/0 `�\ `a\S• S•K /,,/ NOTES (6-9) \�� J�•. E 1)Unbalanced floor live loads have been considered for this design. �C NSF i 2)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 3)Provide mechanical connection(by others)of truss to bearing plate atjclnt(s)10. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. / 34869 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to — t walls at their outer ends or restrained by other means. _ -0 O 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the _. responsitrlity of the building designer per ANSI TPI 1 as referenced by the building code. 7)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. L(/ 8)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 STATE OF 9)Use Simpson THA422 to attach Truss to Carrying member •' FLOR�pP LOAD CASE(S)Standard S �,//ONgI,\\\\� October 1,201: WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIL 7473 BEFORE USE. Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for k3teral support of individual web members only.Additional temporary bracing to insure stability during construction is The responsibility of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality,control,storage,delivery,erection and bracing,consull ANSI/'rPl1 Quality Criteria,DSB-89 and BCSII Bulldlny Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job TR15S Truss Type OtY PIY 17320003 521883 F 14 Floor Truss 5 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Oct 01 09:29:17 2013 Page 1 I D:j8H9rU WLIFnsOryLngrTjTyYSsz-IQg9i8tBsk7Ys2s448C4gC_1 TJT8ZH?3099gGhyXq i 1-3-0 i 1-3-10 0 .1:133 1 30= 33x9= 3 3x3= 113= T1 11 v" wt xrz w1 T 1 et 3x3= 1.5x3 15x3 U3= 10 B B 7 8 s 1'..40 II 3x3= 1-0-8 55-2 6-11-2 14-8 4-0-10 15-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.02 6-7 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.34 Vert(TL) -0.03 6-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.00 5 Na n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:38 lb FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS (Ib/size) 10=371/0-1-10(min.0-1-8),5=364/0-3-0 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-10=-364/0,5-11=-359/0,4-11=-359/0,1-2=-276/0,2-3=-537/0,3-4=-287/0 BOT CHORD 8-9=0/537,7-8=0/537,6-7=0/537 WEBS 4-6=01365,1-9--0/375,3-6---340/0,2-9=-355/0(7-9) \S. S,K. NOTES (7_g) \\ J l ENSE 1)Unbalanced floor live loads have been considered for this design. , 2)All bearings are assumed to be SYP No.2 crushing rapacity of 565 psi. 3)Provide mechanical connection(by others)of truss to bearing plate atjoint(s)10. 4)"Semi-rigid pitchbreaks inducing heels"Member end fixity model was used in the analysis and design of this truss. ! 34869 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to t _ walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the /�� responsibility of the building designer per ANSI TPI 1 as referenced by the building code. W 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. STATE OF 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 FCORIDP. LOAD CASE(S)Standard / SS •' � \�\ \\ October 1,201: WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU 7473 BEFORE USE. Design valid for use only with Mirek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,5153 D'Onofrio Drive,Madison,W1 53719. Job• Truss 7%-o, e Qty ply 17320004 521883 F15 ss 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Oct 01 09:29:18 2013 Page 1 ID:j8H9rUWLIFnsOryLngrTjTyYSsz-DdNXvUupo1 FPUCRGerkJDPXAGjmWijDdpuNp8yXg5. 1-3-0 0-11-2 14-8 004 sa.-1:vZ 3a6= z a3= 3 tya II 4 s !Li T1 12 1.&3= WI 1 B1 3i0— 1S3 It n p a B 5 1W II 3.s= 1 8 5-2-2 5-3-1 6-11-2 1-4-8 3-9-10 -1 1-7.8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.58 Vert(LL) -0.03 9-10 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.52 Vert(TL) -0.04 9-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.28 Horz(TL) -0.00 7 n1a n/a BCDL 5.0 Code FBC2010rrP12007 (Matrix) Weight:41 Ib FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0oc bracing, Except: WEBS 2x4 SP No.3(flat) 10-0-0 oc bracing:10-11. REACTIONS (Ib/size) 11=188/0-1-10 (min.0-1-8),7=767/0-3-8 (min.0-1-8) Max Uplittl 1=-17(LC 4) Max Grav 11=256(LC 3),7=767(LC 1) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOPCHORD 1-11=-259/15,4-5=0/397 \\\ ```CJ S•� /// BOT CHORD 7-8=-397/0 WEBS 4-7=-50910,4-8=0/5B0,5-7=-50110 NOTES (8-10) i Unbalanced floor live loads have been considered for this design. 2)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. Z 34869 ' 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. — ff 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 17 lb uplift at joint 11. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. _ 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to /V walls at their outer ends or restrained by other means. 14/ 7)CAUTION,Do not erect truss backwards. STATE OF 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. �((1l •.F�OFt{�P V`�� 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. /"S ! \\ 10)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 //% /O A!A\+ LOAD CASE(S)Standard /�j (j{ 1)Floor.Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plt) Vert:6-11=-10,1-5=-100 Concentrated Loads(Ib) Vert 5=220 i October 1,201: WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIT7473BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector. Additional permanent tracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quarity control,storage,delivery,erection and bracing,consull ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onotrio Drive,Madison,WI 53719. Job Truss Truss Type Oty �Y 7320005 521883 FKW8 GABLE 1 TlJob Reference(optional) Builders FirstSource, Jacksonville,A 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Oct 01 09:29:19 2013 Page 1 ID:j8H9rUWLIFnsOryLngrTjTyYSsz-hpxw7gvROLNG6MOTBZFYmd4TU7Eg1 DkMrTexLayXg5 0.48 sa.•1:N2 ae FP= xs= 2 5 4 s e 7 a s 10 11 12 13 a 15 1s 17IV 1e at a or or s b E N b >2 51 S 25 28 27 m 25 24 b 22 21 20 1B ]O= ]KS= w w= ]a 10-11-0 1-6-12 2-10-12 4-2.12 5612 s-10-12 8.2-1z 9-6-1z 10-z-2 12-3-0 13-7-0 11 11-0 163o i7-7-o 1B-11-o zaa-4 1-8-12 1.4-0 1-a-o 1-4-0 1-40 1-40 1-4-0 0-7-6 0.8-14 1-4-0 1-40 1.4-0 1-4-0 1-4-0 1-40 1-51 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) We - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 19 n/a rVa BCDL 5.0 Code FBC2010rrP12007 (Matrix) Weight:94 Ib FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc puriins, except end BOT CHORD 2x4 SP No.2(flat) verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 SP No.3(flat) 10-0-0 oc bracing:35-36,19-20. REACTIONS All bearings 20-44. (lb)- Max Grav All reactions 250 Ib or less at joint(s)36,19,35,20,27,21,22,23,24,25,26,34,33,32,30,29,28 FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \\\�\\`, 1 1�1 -/•/////,/ NOTES (9-11) 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. l✓N SF 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 14-0 oc. * 34869 5)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to _ ,\ walls at their outer ends or restrained by other means. j 8)CAUTION,Do not erect truss backwards. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the W responsibility of the building designer per ANSI TPI 1 as referenced by the building code. i STATE OF 10)Note:Visually graded lumber designation SP,represents new lumber design values as per$PIB. •' .FC ORID P•.•� V`�� 11)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 ••' LOAD CASE(S)Standard //// /O N A - ��\ //11111111\\\\ October 1,201' WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MH 7473 BEFORE USE. Design valid for use only with M1ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job• Truss Truss Type Qty Ply 17320006 521883 FKN9 GABLE 1 1 Job Reference(optional) • Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Oct 01 09:29:20 2013 Page 1 I D:j8H9rU WLI FnsOryLngrTjTyYSsz-9?VI KAv39fV7jWbflGmnlgceEWZvmgzV47NUsOyXg4 0 1H8 0-P8 sem.•i:ss.s r 2 s 4 s r e a ro it 12 13 14 a rs n rs s { I I s s r sr sr s r 6 Ts A A 77 L 7K Xt A X X x A A/X\ /X\ A A X A x A N X�7 X Z:t77777 71� ss z a sz 11 Wee 2e n 2s n z. b 22 21 20 19 as= »= ae vv= b= so= 1�-12 2-10-12 4-2-12 5.6-12 6-10-12 B-2-12 9-6-12 10-10E 12-2-0 13b-0 14-10-0 16-2-0 1750 18-10-021-8-12 1.6-12 14-0 14-0 14-0 14-0 1-4-0 14-0 1-3-10 1-3-10 114-0 1 14-0 1 14-0 14-0 1512 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - rda 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 20 n/a n/a BCDL 5.0 Code FBC2010rrP12007 (Matrix) Weight:99 lb FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-M oc purlins, except end BOT CHORD 2x4 SP No.2(flat) verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 SP No.3(flat) 10-0-0 oc bracing:35-36,19-20. REACTIONS All bearings 21512. (lb)- Max Grav All reactions 250 Ib or less at joint(s)36,19,35,20,27,21,22,23,24,25,26,34,33,32,31,29,28 FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ��s s.K/ NOTES (8-10) \�� •. C / 1)All plates are 1.5x3 MT20 unless otherwise indicated. J �CEN$F'•. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 14-0 oc. 5)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. _ * 34869 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. e _ 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to _ '� ,l walls at their outer ends or restrained by other means. _ B)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE. i STATE OF 10)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 •� FL OR)p P •.'�`�� LOAD CASE(S)Standard / v,19 \�\ October 1,201: WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE MIT7473BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/7 Il Quality Crtteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Informallm available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss TypeQty Ply 17320007 521883 FKW12 GABLE 1 7Job Reference(optional) Builders FirstSouroe, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Oct 0109:29:18 2013 Page 1 ID:j8H9rUWLIFnsoryLngrTjTyYSsz-DdNXvUupd1 FPUCRGerkJDPXlejuSlmTDdpuNp8yXg5. i sw.•111.0 1 3x3= 2 1.5x3 11 3 1.50 11 4 1—11 5 3[3= T1 w1 M 5T1 ST1 VH WI q B1 10 9 6 7 6 1.5x3 A3= "so 11 3x3 1-5-4 2-104 i4-3-4i 5-8-8 1-54 1-5-0 1-51 1-5-4 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - nda 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 6 Na Na BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:30 lb FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-8-8 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) REACTIONS All bearings 5-8-8. (lb)- Max Grav All reactions 250 Ib or less at joint(s)10,6,9,7,8 FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. SI I iS, NOTES (7-9) �� �V .•••••'.,-• /',// 1)Gable requires continuous bottom chord bearing. ' 2)Truss to be fully sheathed from one face or secrely braced against lateral movement(i.e.diagonal web). \ �v.•' 10EN$F i 3)Gable studs spaced at 1-4-0 oc. 1 4)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Z / 34869 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Slrongbacks to be attached to '� t walls at their outer ends or restrained by other means. _ '� �•� Z:7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the = _ responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPI B. •' lid 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 �. STATE OF LOADCASE(S)Standard FLORIpPI �lillllti October 1,201; A& WARNING�Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M17-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector. Additional permanent tracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPll Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job• TZ: Truss Typey ply17320008 Diagonal Hip Girder 1 1 Job Reference o tional Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Oct 01 D9:29:21 2013 Page 1 ID:j8H9rU W LI FnsOryLngrTjTyYSsz-eB3gX Wwiwyd_LgArJzHOr29mmwulMAfJn71 OTyXg4 1-10-10 4-5-12 Ali 2x4 It sur-lass a � 424 r2 7 wi 7i 2 Br e 6 1 a4= 5 1411 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) -0.01 2-6 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.13 Vert(TL) -0.02 2-0 >999 180 BCLL 0.0 ' Rep Stress Incr NO WS 0.04 Horz(TL) 0.00 6 Na Na BCDL 5.0 Code FBC2010/rP12007 (Matrix) Weight:19 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-12 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. —71 WEBS 2x4 SP No.3 MiTek recommentls that Stabilizers and required cross bracing be installed dune truss a id.sn in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=193/04-15(min.0-1-8),6=191/Mechanical Max Harz 2=129(LC 4) Max Upliff2=-164(LC 4),6=-157(LC 9) Max Grav2=241(LC 2),6=235(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\\\ `v S �•+:K //// NOTES (9-11) �` J�•' �CENSF•C� 1 Wind:ASCE 7-10VuIt=130m h(3-second gust)Vasd 101m hTCDL 4.2 sfBCDL 3.OPsfh 25ftCat.IIExp End.,GC i= 0.18 MWFRS •• (envelope)gable end zone;Lumber DOL=1.60 plate grip DOL=1.60 i 2 This truss has been desi ned for a 10.0 sf bottom chord live load nonconcurrent with an other live loads. g P y 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0 34869-0 tall by 2-0-0 wide will fit between the _ bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 164 Ib uplift at joint 2 and 157 Ib uplift at joint 6. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)50 Ib down and 47 Ib up at 1-5-12,50 Ib down and441 STATE OF •• � ` 47 Ib up at 1-5-12,and 38 Ib down and 55 Ib up at 4-5-12,and 38 Ib down and 55 Ib up at 4-5-12 on top chord,and 11 Ib up at 1-5-12,11 Ib up at 1-5.12,and 66 Ib down and 51 Ib up at 4-5-12,and 12 Ib down and 2 Ib up at 4-5-12 on bottom chard. The tlesigNselection of such connecBon •• F�O�(p P•.•• /�` device(s)is the responsibility of others. S •• \V \ 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). /j/ �I •G\\\\ 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the // O N M— v\\\ responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 11)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-44,3-4=-14,2-5=-10 Concentrated Loads(Ib) Vert:3=-57(F=-29,B=-29)6---MF=-56,B=4)7=44(F=22,B=22)8=8(F=4,B=4) October 1,201: WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF 7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/rP11 Quality Criteria,DSB-89 and BCSII Bullding Component Boynton Beach,FL 33435 Sally Information available from Truss Plate Institute,583 D'Onotrio Drive,Madison,WI 53719. Job Truss Truss Type City Ply 17320009 521883 HJ02 Diagonal Hip Girder 1 1 Job Reference(optional) - Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Oct 0109:29:212013 Page 1 I D:j8H9rU WLIFnsOryLngrTjTyYSsz-eB3gXWwiwyd_LgArJzHOr29mbwt7V7mfJn71 OTyXg4 -1-10-10 4-5-12 1-10-10 4-5-12 Sok�1.136 3 414 12 5 T1 2 61 ggglll 6 4 1 244= 0-8-8 44-10 4--2 0-8-8 3-8-2 0-1- LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) 0.02 24 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.14 Vert(TL) -0.03 24 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 Na n/a BCDL 5.0 Code FBC2010ITP12007 (Matrix) Weight:17 lb FT=20 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-12 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed dunn truss erection in accordance with Stabilizer Installation quid REACTIONS (Ib/size) 3=53/Mechanical,2=196/04-15 (min.0-1-8),4=27/Mechanical Max Harz 2=128(LC 4) Max Uplift3=-122(LC 13),2=-218(LC 4),4=-58(LC 6) Max Grav3=68(LC 2),2=244(LC 2),4=80(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \�\� `vS.S.K NOTES (9-11) \� '• \cENS,,- 1)Wind:ASCE 7-10;Vult--130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.ll;Exp C;End.,GCpi=0.18;MWFRS (envelope)gable end zone;cantilever left exposed,porch left and right exposed,Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7[ r4$69 7C 3)'This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-Otall by 2-0-0 wide will fit between the _ } bottom chord and any other members. /1 4)All bearings are assumed to be SP No.2 crushing rapacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 122 Ib uplift at joint 3,218 lb uplift at joint 2 and 58 Ib uplift at ��v+J...... joint 4. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. •:•�W 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)50 Ib down and 47 It,up at 1-5-12,50 lb down and s STATE OF 47 Ib up at 1-5-12,and 63 lb up at 4-5-0,and 63 lb up at 4-5-0 on top chord,and 11 Ib up at 1-5-12,11 lb up at 1-5-12,and 12 lb down and 36 lb up at ''••FL ORID P.•'• (('�,�� �� 4-5-0,and 12 lb down and 36 Ib up at 4-5-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. v(� •• �..! 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �j/ s� •.����� 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 11)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=44,24=-10 Concentrated Loads(lb) Vert:3=3(F=1,B=1)4=-8(F=4,13=4)5=44(F=22,B=22)6=8(F=4,B=4) October 1,201; WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII 7473 BEFORE USE. Design valid for use only with Mlek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Quality Criteria,DSB-89 and BCSIl Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,%3 D'Onofrio Drive,Madison,WI 53719. Job• Truss Truss TypeQty ply 17320010 521683 HJ03 Diagonal Hip Girder 3 1 Job Reference o tional Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Oct 0109:29:22 2013 Page 1 I D:j8H9rUWLl FnsOryLngrTjTyYSsz-6od2lsxKhGlrzpl2thoFNFit_K91EWToXRsbxvyXg4 -1-10-10 5-2-5 10-1 1-10-10 5-2-5 4-8-7 sd.-1ao 4 10 414 sa F,_2 3 e Ti e w1 a +� et 12 13 6 5 1 tai II 3.4_ 31= 5-2-5 9-10-13 5-2-5 4-8-7 Plate Offsets MY):: 2:0-1-7 0-0-5 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.53 Vert(LL) -0.04 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.09 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.29 Horz(TL) 0.01 5 n/a rVa BCDL 5.0 Code FBC2010rrP12007 (Matrix) Weight:43 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or B-8-3 oc bracing. WEBS 2x4 SP No.3 MiTek recommentls that Stabilizers and required cross bracing be installed dun n truss erection in accordance with Stabilimr Installabon ouide. REACTIONS (Ib/size) 4=117/Mechanical,2-359/0-4-15 (min.0-1-8),5=220/Mechanical Max Harz 2=228(LC 4) Max MaxGravt4=1 3(LC2)) ) 2=437(LC2),5 256((L 8) LC2) \\��\\� )'^(�•�///�/// FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \\ _`� ••' J••.•_< TOP CHORD 2-8=638/321,8-9=-576/349,3-9=-569/336 J �CENSF BOT CHORD 2-11=452/568,11-12=452/568,7-12=-452/568,7-13--452/568,6-13=4521568 •• i WEBS 3-7=0/258,36=617/491 NOTES (9-11) I 34869 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf,BCDL=3.Opsf;h=25ft;Cat.Il;Exp C;Encl.,GCpi=0.18;MWFRS _ (envelope)gable ed zone;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ...... 3).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. i STATE OF \ 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 151 Ib uplift at joint 4,276 lb uplift at joint 2 and 168 Ib uplift '•. FL OR ID P •. '��••,,�� at joint 5. s�' '•• �V\� 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Hanger(s)or other connection l be 7) nd 47 Ib up at 1-5-12,631b p at ce4-3--11,63 lbup at 4-3-provided t,and 62 Ib down and port ce127 lb up at load(s) 1-10,aOnd 62 b down and 127 lb up at 7-10110 on pt,down achorti ,and 11 Ib up at 15-12,11 Ib up at 1-5-12,12 Ib down and 2 Ib up at 4-3-11,12 Ib down and 2 Ib up at 4-3-11,and 42 Ib down at 7-1-10,and 42 Ib down at 7-1-10 on bottom chord. The designIselection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(8). 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 11)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869.Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pff) Vert:14=44,2-5=-10 Concentrated Loads(lb) Vert:8=44(F=22,B=22)9=3(F=1,B=1)10=-101(F=-50,B=-50)11=8(F=4,B=4)12=-8(F=-4,B=-4)13=-28(F=-14,B=14) October 1,201; WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MR 7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCS11 Building Component Boynton Beach,FL 33435 Safety InformaBon available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply 17320011 521883 HJ04 Diagonal Hip Girder 1 1 Job Reference(optional) - Builders FirstSouroe, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Oct 01 09:29:23 2013 Page 1 I D:j8H9rUWLl FnsOryLngrTjTyYSsz-aaBQyByyRatiazKEQOJUwTE6GkbTz12ym5c8TLyXg4 1-10-10 2-6-6 0-&12 2r4 II sc.b-r:ro2 3 4 7 424 12 2 w1 aarrilII T1 l B1 gggqllllllll 8 6 1 h4= sb4 II LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.02 Vert(TL) -0.00 2-6 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.01 Horz(TL) 0.00 Na Na BCDL 5.0 Code FBC2010/rP12007 (Matrix) Weight:12 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed Burin truss erection in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=178/0-4-15 (min.0-1-8),6=-12/Mechanical Max Harz 2=94(LC 4) Max Uplift2=-193(LC 4),6=-43(LC 18) Max Grav2=220(LC 2),6=68(LC 4) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \\\\ `v S• �•+.ft //// J` NOTES (9-11) \\ V �CiENSi� 1)Wind:ASCE 7-10,Vult--l30mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf,h=25ft,Cat.11;Exp C;Encl.,GCpi=0.18,MWFRS (envelope)gable end zone,Lumber DOL=1.60 plate grip DOL=1.60 ` 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 34868 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the t bottom chord and any other members. '\ _ 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 193 Ib uplift at joint 2 and 43 lb uplift at joint 6. ( "'• 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)50 Ib down and 47 Ib up at 1-5-12,and 50 Ib down STATE OF •••._�� and 47 Ib up at 1-5-12 on top chord,and 11 Ib up at 1-5-12,and 11 Ib up at 1-5-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. •• F P 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �1�'•,LORIO• . 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the \\ responsibility of the building designer per ANSI TPI 1 as referenced by the building code. / /C \ 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. / 11)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-44,3.4=-14,2-5=-10 Concentrated Loads(Ib) Vert:7=44(F=22,B=22)8=8(F=4,B=4) October 1,201' WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIL 7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for k3leral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job• Truss Truss Type Qty Ply 17320012 521863 HJ05 Diagonal Hip Girder 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Ft 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Oct 01 09:29:23 2013 Page 1 1 D:j8H9rU WLI FnsoryLngrTjTyYSsz-aaBQyByyRatiazKEQOJUwTE6GkYwz1 Gym5c8TLyXg4 -1-10-10 5-2-15 1-10-10 5-2-15 SUM•1:15A 9 6 5 T1 t �� 81 T e 4 t a4_ LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) -0.04 24 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.25 Vert(TL) -0.06 24 >967 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.00 Horz(TQ -0.00 3 Na Na BCDL 5.0 Code FBC2010/rP12007 (Matrix) Weight:19 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed Burin truss erection in accordance with Stabilizer Installation ouicle. REACTIONS (Ib/size) 3=91/Mechanical,2=215/04-15 (min.0-1-8),4=29/Mechanical Max Horz 2=143(LC 4) Max Uplift3=-131(LC 8),2=-177(LC 4) Max Grav 3=115(LC 2),2=266(LC 2),4=88(LC 3) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \\\ `vS �•+.K //// NOTES (9-11) �� `V .• �CENS'F •.�� 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS •7 (envelope)gable end zone;Lumber DOL=1.60 plate grip DOL=1.60 = y 1 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7C 34869 7C 3)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the _ t bottom chord and any other members. _ '\ 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 131 Ib uplift at joint 3 and 177 Ib uplift at joint 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. r', 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)50 Ib down and 47 Ib up at 1-5-12,50 Ib down and 47 Ib up at 1-5-12,and 21 Ib down and 82 Ib up at 43-11,and 63 Ib up at 4STATE OF3-11 on top chord,and 11 Ib up at 1-5-12,11 Ib up at 1-5-12,and 12 Ib ••• dawn and 2 Ib up at 4-3-11,and 12 Ib down and 2 lb up at 4-3-11 on bottom chord. The design/selection of such connection device(s)is the F P . responsibility of others. Sl L OR1O 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �j/ ts/ •c;\\\ 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the // O'VA,N- \\\ responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note.Visually graded lumber designation SP,represents new lumber design values as per SPIB. 11)Truss Design Engineer Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=44,24=-10 Concentrated Loads(lb) Vert:5=44(F=22,B=22)6=-16(F=1,B=-17)7=8(F=4,B=4)8=-8(F=4,B=4) October 1,201, WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MR 7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSIfrPI1 Quality Criteria,DSB-89 and BCSII Bullding Component Boynton Beach,FL 33435 safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison,W 153719. Job Truss Truss Type Qty Ply 17320013 521883 HJ06 Diagonal Hip Girder 2 7Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Oct 0109:29:24 2013 Page 1 ID:j8H9rUWLl FnsOryLngrTjTyYSsz-2mloAXzaCt?ZC7vQ_6gjSgn8F8oQiPo5?ILi?nyXg4 -1-10-10 3-2-14 51x0 9-10-13 1-10-10 3-2-14 23-2 4-4-13 sa.•,:n.o 5 15 3x4 424 r 4 d 14 T1 v¢ w1 1u 92 17 52.4 II 18 N4 7 e 6 , Oh4 II 3.4= 3-2-145-0 0 9-10-13 3-2-14 2-3-2 4-4-13 Plate Offsets KY: 2:0-1-7 Etl 3:0.4-0Ed e LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.86 Vert(LL) 0.19 3-8 >625 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.23 3-8 >512 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.37 Horz(TL) 0.10 6 Na Na BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight:42 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-5 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed u6" truss erection in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 5=96/Mechanical,2=395/0.4-15(min.0-13),6=209/Mechanical Max Harz 2=229(LC 4) Max l vt5=117(LC 2)) 8) 2=479(LC 2),6 243(LC 2) Max Gra \\���`� `�S)�C•////,/// FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \ •• ••. TOP CHORD 2-13=-1176!785,3-14=-957/656,4-14=-929/668 : J� �GENSF•• i BOT CHORD 2-16=-1038/1386,3-17=-7621925,B-17=-760/923,8-18=-7631927.7-18=-763/927 i WEBS 4-7=-953(784 '• NOTES (9-11) 3 34869 • * ._ 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf,BCDL=3.Dpsf;h=25ft;Ca.It;Exp C;End.,GCpi=0.18;MWFRS — — (envelope)gable end zone;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '( ...... 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the 14 bottom chord and any other members. W 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. i STATE OF \ 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 113 Ib uplift at joint 5,295 Ib uplift at joint 2 and 174 Ib uplift �C ,FL ORION. at joint 6. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �� tV � l be 7)47lb up ator other 1-5-12,0 Ib dolon device(s)wn and 35 Ib up bat 4 3r 11tl 0 ed down and cient to 35 Pb up aort n 43-11 and 3ated 7 Ib down end 87d 47 lb lb up a 7-1-11-5-12,50 lb down and 0,and 37 Ib down and f////OfN �, �,\\ 87 lb up at 7-1-10 on top chord,and 11 Ib up at 1-5-12,11 Ib up at 1-5-12,18 Ib down and 29 Ib up at 4-3-11,18 Ib down and 29 Ib up at 4-3-11,and 39 lb down and 36 Ib up at 7-1-10,and 39 Ib down and 36 Ib up at 7-1-10 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE. 11)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-04,3-5=-44,9-10=-10,3-6=-10 Continued on page 2 October 1,201: WARNING-Verify design parameters and READ NOTES ON TRIS AND INCLUDED MITEK REFERENCE PAGE MD-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,ond'u for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilrity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quallly Criteria,DSB-89 and BCSII Bullding Component Boynton Beach,FL 33435 Safety Infomrallon available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job- Truss Truss TypeLI Py 521883 HJO6 Diagonal Hip Girder 1 Job Reference o bona 17320013 Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Oct 0109:29:24 2013 Page 2 I0:j8H9rUWLl FnsOryLngrTjTyYSsz-2mloAXzaCt?ZC7vQ_ftSgn8F8oQiPo5?ILi?nyXg4 LOAD CASE(S)Standard Concentrated Loads(lb) Vert:13=44(F=22,B--22)14=23(F=12,6=12)15=-"F=31,B=-31)16=8(F=4,B=4)17=-29(F=-14,B=-14)18=-l6(F=-33,B=33) WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD 7473 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPlt Quality Offeda,DSB-89 and SCSII Building Component Boynton Beach,FL 33435 Sally InfannaBon available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty 7JOb 17320014 521883 Tot nopitch Truss 6 Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Oct 0109:29:25 2013 Page 1 ID:j8H9rUWLl FnsOryLngrTjTyYSsz-WzIBNtzCzB7QgHUdYpMy?uKUbXG ERxEFEP5FXEyXq 1-4A 3-1-0 3+210 1 4-0 3-1-0 0 1-0 SW 1:1JA 2.4 I s 4 800 12 w1 T1 2 61 8 1 24_ S 1x4 II LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.00 2-6 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.01 2.6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 Na Na BCDL 5.0 Code FBC2010rrP12007 (Matrix) Weight:14 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2x4 SP No.3 Mitek recommends that Stabilizers and required cross bracing be installed durin truss erection in accordance with Stabilizer Installation ouride. REACTIONS (Ib/size) 2=162/0-3-8 (min.0-1-8),6=62/Mechanical Max Harz 2=77(LC 12) Max UpIi t2=-56(LC 12),6=-40(LC 12) Max Gray 2=196(LC 2),6=72(LC 2) >Ci FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \\\ `v 7 NOTES (7-9) /X14'• \GENS, •.�� 1)Wind:ASCE 7-10;Vult-130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft,Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS i (envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7f 34$68 7C 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-60 tall by 2-0-0 wide will ft between the _ bottom chord and any other members. .� 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. — cr 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 56 Ib uplift at joint 2 and 40 lb uplift at joint 6. 6)"Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the STATE OF ._� responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPI B. •. F�OR(Q /�� 9)Truss Design Engineer Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 //s r�� •.,-••-,P�\ti•J\ LOAD CASE(S)Standard October 1,201, WARNING-Verify design parameters and READ NOTES ON TRIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 BEFORE USE. Design valid for use any with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members any.Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D 0nofrio Drive,Madison,WI 53719. Job• Truss Truss Type Qty Ply 17320015 521883 T03 Special Truss 3 1 Job Reference o tional Builders FirstSouroe, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Oct 01092925 2013 Page 1 I D:j8H9rU W LI FnsOryLngrT)TyYSsz-Wzl BNtzCzB7QgH UdYpMy?u KSD(GcRwYFEP5FXEyX 140 1-11-11 1-1ae 0-1 se= a4 II sou•,:,A.r 3 y 4 S n SAO r In F-1 \F--i s+ a7 ° as= I 1-11-11 31-0 1-11-11 1-15 Plate Offsets X Y: [3:0-&O,D-2-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.00 8 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) -0.00 8 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.08 Horz(TL) 0.00 7 rVa Na BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Wind(LL) 0.00 8 >%9 240 Weight:16 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP N0 .2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed Burin =ids in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 2=352/0-3-8 (min.0-1-8),7=399/Mechanical Max Harz 2=57(LC 12) Max Upldt2=-81(LC 12),7=-09(LC 12) Max Grav 2=434(LC 2),7=485(LC 2) \\�\\\V"•. S.,t /J�/// FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. /•�..• TOPCHORD 2-3=-338/139 �V \CENSE '<•�� BOT CHORD 2-8=-144274,7-8=-141272 i WEBS 3-7=-399206 NOTES (10-13) _ 7� 34869 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10,Vult--130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.11,Exp C;Encl.,GCpi=0.18;MWFRS (envelope)and C-C Exterior(2)zone;C-C for members and forces 8 M WFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1.60 ` 3)Provide adequate drainage to prevent water ponding. — `,, 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '•V` 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-5-0 tall by 2-0-0 wide will fit between the STATE OF ••��_` bottom chord and any other members. '•.��O R ID P •' 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. •., ,. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 81 Ib uplift at joint 2 and 89 Ib uplift at joint 7. /// 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. // O N AL 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)455 Ib down and 262 Ib up at 2-312 on top chord. !! The designlselection of such connection device(s)is the responsibility of others. 10)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 11)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 12)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 13)Use Simpson HTU26 to attach Truss to Carrying member LOAD CASES)Standard 1)Regular:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-3=-80,2.6=-10,3-4=-80,4-5=-20 Concentrated Loads(lb) Vert:9=368 October 1,201, WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Appfcabirity,of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Cdteria,DSB-89 and BCSII Building Componerd Boynton Beach,FL 33435 Salefy Informa8on available from Truss Plate Institute,583 D'Onotrio Drive,Madison,WI 53719. Job Truss Fu-TyTpe Ory Ply 17320016 521883 T04 ss 3 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Oct 0109:29:26 2013 Page 1 1 D:j8H9rU WLl FnsOryLngrTjTyYSsz-_9SZbD_gkVFGSR3p6XtBY5scdxYjANaOS3go4gyX 1�-0 1-11-11 1-5-13 se= 2.4 sd.•Gros 3 n 600 12 W, w2 2 MN1 Ti B1 t b�II 5 2.s- 3x1 05-0 1-11-11 35-8 05-0 1-5-11 1-5-13 Plate Offsets X Y: [2:0-64,0-0-101,[2:0-1-4,0-9-11],[3:0-6-0,0-2-81 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates increase 1.00 TC 0.36 Vert(LL) -0.00 6 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.00 6 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.09 Horz(TL) 0.00 5 n/a Na BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Wlnd(LL) 0.00 6 >999 240 Weight:18 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-8 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed WEDGE durin truss erection in accordance with Stabilizer Installation guide. Left:2x4 SP No.3 REACTIONS (Ib/size) 5=364/0-3-8 (min.0-1-8),2=412/0-3-8 (min.0-1-8) Max Horz 2=57(LC 12) Max Uplift5=-90(LC 9),2=-94(LC 12) CJ' S•!r ///// Max Grav 5=444(LC 2),2=508(LC 2) • �CENS FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when Shawn. F TOP CHORD 2-3=-442/213 BOT CHORD 2-6=-203/371,5-6=-199/370 = * •••. * •' WEBS 3-5=467251 _ I 34869 _ NOTES (9-11) 1)Wnd:ASCE 7-10,Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf,h=25ft;Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS ...... _ (envelope)and C-C Extenor(2)zone;C-C for members and forces 8 MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1.60 Jv{J 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. STATE OF 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. ' 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. / ••••••'• 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 90 Ib uplift at joint 5 and 94 Ib uplift at joint 2. ��Q A'(� ` \\� 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. /// '`r `� \\\ 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)455 Ib down and 279 Ib up at 2-3-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 11)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard 1)Regular:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plq Vert:1-3=-80,3.4=-80,2-5=-10 Concentrated Loads(lb) Vert:7=-368 October 1,201; WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIT 7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTPII Quality Criteria,DSB-89 and BCSII Building Component Boynton Beaoh,FL 33435 Safely Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Oty Ply 17320017 521883 T05 Monopitch Truss 1 1 Job Reference(optional) ' Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Oct 01 09:29:27 2013 Page 1 I D:j8H9rU W LI F nsOryLngrTjTyY Ssz-SLQxoZ?S VoN73bd?fEOQ4J Pm hLrRvrFXhjaM c6yXg4 �- -114-0 3-1-8 r -- 1 3-1.8 sa..1:13.7 q�II 3 6m 112 w, 2 as II 4 1 k�II 14= 0 6 0 3-3-12 2-9-12 Plate Offsets X Y: 2:0-14 Ed 2:0-14 0-9-11 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) 0.01 24 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.01 24 >9N 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n1a n/a BCDL 5.0 Code FBC2010frP12007 (Matrix) Weight:16 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-8 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross Orating be installed WEDGE duan truss erection in accordance withStabilizer Installation uide. Left:2x4 SP No.3 REACTIONS (Ib/size) 4=127/0-3-8(min.0-1-8),2=16310-3-8 (min.0-1-8) Max Harz 2=74(LC 12) Max Uplift4=-242(LC 9),2=-69(LC 8) Max Grav4=152(LC 2),2=197(LC 2) `� v FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ��'•• \C�N S� '. i NOTES (9-11) 7�{ 1)VV�nd:ASCE 7-10;Vult--130mph(3-second gust)Vasd=101mph;TCDL=4.2psf,BCDL=3.Opsf;h=25ft,Cat.11,Exp C.End.,GCpi=0.18;MWFRS ., •' 34869 (envelope)and C-C Exterior(2)zone;cantilever left exposed.porch left and right exposed;C-C for members and forces&M WFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 _ `\ _ 2)This truss has been designed for a 10.0 psf bottom chord live load rwnconcurrent with any other live loads. _ 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the 1J(. bottom chord and any other members. W 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. i STATE OF 5)Provide mechanical connection(by others)oftruss to bearing plate capable of withstanding 242 Ib uplift atjoint 4 and 69 1b uplift at joint 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. •,LOR��P ' 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)68 Ib down and 122 lb up at 2-11-12 on top chord, // S •'"'' and 70 to down and 68 Ib up at 2-11-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. /// /O N A� ��\ 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). /) 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE. 11)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-44,24=10 Concentrated Loads(lb) Vert:3=-53(F)4=-17(F) October 1,201, WARNING-Verify design parameters and READ NOTES ON TINS AND INCLUDED AUTEK REFERENCE PAGE MB-7473 BEFORE USE. Design validfor use only with M1ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicatrlity of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,5B3 D'Onofrio Drive,Madison.WI 53719. Job Truss Truss Type Qty ply 17320018 521883 T08 Monopitch Truss 1 72Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Oct 0109 29:28 2013 Page 1 ID:j8H9rUWLIFnsOryLngrTjTyYSsz-wY_JOvO5G6V_hICBDxvfd WywWlAse99hwMJvSZyXg4 2=1e I 11 2-0-0 2-9-0 3-0-8 - 2x1 I I SUM•115.5 5 I i i ( 3b� 1 8.00 I12 WB 10x11\\ T1 3 YW 10 W3 �j1 4 9 2 B � 6 B r 8x10= 5x12= 8 I 2-0-0 1 4-9-0 7-9-8 7-'{1-12 2-0-0 2-9-0 3-0-8 0 2.4 Plate Offsets X Y: [2:0-3-13,G-2-11, 3:0-3-8 Ede B:0-3-8 04-0 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.40 Vert(LL) -0.04 8-9 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.00 BC 0.52 Vert(TL) -0.07 8-9 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.60 Horz(TL) 0.01 7 n/a Na BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Wlnd(LL) 0.03 8-9 >999 240 Weight:118 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 485 oc purlins, except end verticals. BOT CHORD 2x8 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS (Ib/size) 7=1854/0-3-8 (min.G-1-8),2=3731/0-3-8 (min.0-2-10) Max Harz 2=158(LC 8) Max Uplift7=-865(LC 8),2=-1495(LC 8) Max Grav7=2196(LC 2),2=4425(LC 2) \\\ `��• � � JJJJ ' FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=X503/2156,3-4=-2515/824 �\ '• ;GENSF•C��/� BOT CHORD 2-9=-2055/5831,8-9=-2055/5831,8-11=-822/2252,7-11=-822/2252 i WEBS 4-8=-862/2513,4-7=-2771/1009,3-9=-931/2819,3-8=-3758/1295 �1 •• � � i NOTES (10-12) 7[ 34869 -• 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:2x8-3 rows staggered at 0-2-0 oc. `.,r., _ Webs connected as follows:2x4-1 row at 0-9-0 oc. /U � ...... 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 441 have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. STATE OF '• _ � 3)Wlnd:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph,TCDL=4.2psf,BCDL=3.Opsf,h=25ft;Cat.II;Exp C,End.,GCpi=0.18;MWFRS (envelope);Lumber DOL=1.60 plate grip DOL=1.60 (1 ••.Ft OR jQ . ••• `\ 4)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. / "S1 l •' �\ 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-D-0 wide will fit between the JJJ /O \\ bottom chord and any other members. /� N M_ \\ 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi, 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 865 Ib uplift at joint 7 and 1495 Ib uplift at joint 2. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)5303 Ib down and 1814 Ib up at 2-0-0,and 749 Ib down and 357 Ib up at 7-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 10)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 11)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE. 12)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard 1)Regular:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-5=-44,2-6=-10 Continued on pace 2 October 1,201; WARNING�Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MD-7473 BEFORE USE. Design valid for use only with M1ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilrity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and 11CSI1l Bullding Component Boynton Beaah,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job• Truss Truss Type Oly ply 17320018 521883 T06 Monopitch Truss 1 ZJobReference 0 t onal Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Oct 0109:29:28 2013 Page 2 ID:jBH9rUWLIFnsOryLngrTTyYSsz-wY_JOvO5G6V hICBDxvfdVVywVMAse99hwMJv8ZyX LOAD CASE(S)Standard Concentrated Loads(lb) Vertu 9=-4474(6)11=-632(F) WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ICT 7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector.Additional perrnanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quolty Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Sally Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss THalf ype QtyPly17320019 521883 T07 Truss 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Oct 0109:29:28 2013 Page 1 ID:jBH9rUWLIFnsOryLngrTjTyYSsz-wY_JOvO5G6V hICBDxvfdVVysNlBte9thwMJvBZyXg4 1-4-0 7-0-0 5-1-15 8a -12A s's 28 II 3 7 8 TZ 880 W] W1 T1 a, sal II 0 10 8 3x4_ 3_ 7-M 12-1-15 7-0-0 5-1-15 Plate Offsets X Y: 13:0-3-0.0-2-01 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.66 Vert(LL) -0.05 2-6 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.11 2-6 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.62 Horz(TL) 0.02 5 We Na BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:58 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8.4 oc pudins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-6-11 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed ri truss erection in accordance with Stabilizer Installation quids. REACTIONS (Ib/size) 5=642/Mechanical,2=554/0-3-8 (min.0-1-8) Max Harz 2=148(LC 8) Max Uplift5=-347(LC 8),2=-258(LC 8) Max Gray 5=759(LC 2),2=658(LC 2) / FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOPCHORD 2-3=-903/353 `V `GENSE •`� BOT CHORD 2-6=-366(728,6-9=-361(712,9-10=-361!712,5-10=-361(712 •7 WEBS 3-6=-122/528,3-5=-835/429 NOTES34869 (10-12) _ 7C 7C _ 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph,TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS (envelope);Lumber DOL=1.60 plate grip DOL=1.60of 2)Provide adequate drainage to prevent water ponding. ...... / = 3)This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the STATE OF bottom chord and any other members. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. '•,FL OR{D�' •• ('�\ 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 347 Ib uplift at joint 5 and 258 Ib uplift at joint 2. \\J 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. /�Is, \ \ 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)86 Ib down and 100 lb up at 7-M,and 86 Ib down // /Q N N— \�\ and 100 Ib up at 9-0-12,and 86 Ib down and 100 lb up at 11-0-12 on top chord,and 272 Ib down and 171 Ib up at 7-0-0,and 50 Ib down at 9-0-12,and `\1 501b down at 11-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 10)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 11)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 12)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869.Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard 1)Regular.Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-44,34=44,2-5=-10 Concentrated Loads(lb) Vert:6=-233(8)3=-70(B)7=-70(8)8=-70(B)9=-22(B)10=-22(8) October 1,201: WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USE. Design valid for use only with MITek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilrity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII BWIdIng Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Jotr Truss Truss Type Qty Pty 17320020 521883 T08 Monopitch Truss 8 1 Job Referonce o tions Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Oct 0109 2929 2013 Page 1 ID:j8H9rUWLIFnsOryLngrTjTyYSsz-PkYhDFOj1 QdrJunOnfQu9kU9z9evNIIg803Th7yX -14-0 1-10-0 1-4-0 1-10-0 xu II s -1:103 3 4 em 1x w1 i n 1-1 .9iJ1 e1 6 3 x.4= LOADING(psf) SPACING 2-0-0 CSI DEFLin (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.16 Ven(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.02 Vert(TL) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 Na Na BCDL 5.0 Code FBC2010rrP12007 (Matrix) Weight:9 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-0 oc purlins, except end BOT CHORD 2x4 SP No.2 verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed unn truss erection in accordance with Stabilizer Installation ouide. REACTIONS (lb/size) 6=20/Mechanical,2=133/03.8 (min.0-1.8) Max Harz 2=53(LC 12) Max Uplift6=-14(LC 12),2=-53(LC 12) Max Grav6=36(LC 3),2=162(LC 2) \\�\\\��•• S•, //�/// FORCES (Ib)-Max.Comp./Max.Ten.-All farces 250(lb)or less except when shown. `7 •• / NOTES (7-9) \� �J 1GENSF 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph,TCDL=4.2psf,BCDL=3.Opsf,h=25ft,Cat.ll;Exp C.End.,GCpi=0.18;MWFRS 1 i_ (envelope)and C-C Extenor(2)zone;C-C for members and forces&M WFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 7[ 34869 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 1 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 14 Ib uplift at joint 6 and 53 Ib uplift at joint 2. `V 6)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. STATE OF 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the •• responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPI B. •. `✓�� 9)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 //s s,'/0 N M_ LOAD CASE(S)Standard October 1,201: WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIJ-7473 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consuff ANSI/TPII Quall Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Salety Informallon available from Truss Plate Institute,583 D'Onotrio Drive,Madison,WI 53719. Job Truss Truss Type Qh Ply 17320021 521883 T09 Hip Truss 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,F132244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Oct 0109:29:312013 Page 1 I D:j8H9rUWUFnsOryLngrTjTyYSsz-L7gSex2zZ1 uZYCxmu4SMF9a0ayAWrUn7cKYZluyXg4 -1- 4-0-0 7-0.0 12-4 1a 74 117.6-12 29-11-0 - 1-4-0 411 3-0-0 544 2-74 2-74 544 3-0-0 4-0-0 t 14-0 b, r�= 2.4 I s 2 e 7 e am a m� s+� s o a a y i s » $ Is 17 tz ss is z' n +s u a u Ai!L a4 11 U4= yg= 704 MTwB ht 11ae C 4-0-0 7-0-0 1244 1716-12 22-11-0 25-11-0 29-11-0 4-0-0 3 0 0 5.4.4 5 2 8 5-4-4 3-0-0 4-0-0 Plate Offsets X Y: 2:0-2-10 0-1.8 4:04-0 0-1-15 8:0.4-00-1-15 10:0-2-10 0-1-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plates increase 1.25 TC 0.47 Vert(LL) -0.27 14-16 >999 240 MT20 244/190 TCDL 7.0 Lumber increase 1.25 BC 0.65 Vert(TL) -0.52 14-16 >689 180 MT20H 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.67 Horz(TL) 0.10 10 Na Na BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:196 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 2-7-4 oc purlins. T2:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-1-7 oc bracing. BOT CHORD 2x6 SP SS MiTek recommends that Stabilizers and required cross bracing be installed WEBS 2x4 SP No.3 d rin truss erection in accordance with Stabilizer Installation auide. REACTIONS (Ib/size) 2=1665/0-3.8 (min.0-2-5),10=1851/0-3-8 (min.0-2-10) Max Harz 2=56(LC 12) Max Uplift2=-756(LC 8),10=-763(LC 4) Max Grav 2=1976(LC 2),10=2199(LC 2) \\\\\ \`\CJ' FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \ 1,J �•\• / TOP CHORD 2-3=-3809/1501,34=-3748/1545,4-19--4768/1943,19-20=-4769/1943,5-20=4771/1943, �� \C,ENS'�•••�� i 5-21=4769!1942,6-21=-0769/1942,6-7=4418/1729,7.8=4418!1730,8-9=-3552/1331, 9-10=4255/1538 BOT CHORD 2-18=-1333/3349,17-18---1333/3349,17-22=-134013335,22-23=-1340/3335,16-23=-1340/3335, _ 34869 16-24=-1784/4632,24-25=-1784/4632,15-25=-1784!4632,14-15=-1784/4632,13-14=-1103/3151, _ 12-13=-1325/3747,10-12=-132513747 WEBS 4-17=-149/461,4-16=-098/1761,5-16=463/337,6-16=-253/265,7-14=-257/134,8-14=-677/1563, -• Of Z� 8-13=-180/520,9-12=-223/604,9-13=-700/318,6-14=-388/264 NOTES (12-14) STATE OF •• ��� 1)Unbalanced roof live loads have been considered for this design. •• ••�� 2)W1nd:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf,h=25ft;Cat.11;Exp C;End.,GCpi=0.18;MWFRS (envelope);Lumber DOL=1.60 plate grip DOL=1.60 / •••••••• 3)Provide adequate drainage to prevent water ponding. p 4)All plates are MT20 plates unless otherwise indicated. ///S/0 f Vn,t1 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 756 Ib uplift at joint 2 and 763 Ib uplift at joint 10. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)86 It,down and 1 DO lb up at 7-0-0,86 Ib down and 100 Ib up at 9-0-12,and 86 Ib down and 100 Ib up at 11-0-12,and 86 Ib down and 152 Ib up at 13-0-12 on top chord,and 272 Ib down and 171 Ib up at 7-0-0,50 lb down at 9-0-12,50 Ib down at 11-0-12,50 Ib down at 13-0-12,and 687 Ib down and 259 lb up at 14-04,and 739 Ib down and 294 Ib up at 26-1-12 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). 12)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 13)Note:Visually graded lumber designation SP,represents new lumber design values as per SPI B. 14)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 ndard October 1,201: WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AM-7473 BEFORE USE. Design valid for use only with Mlek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component b responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector. Additional permanent bracing of the overall structureis the responsibility of the,building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,OSB-89 and BCSI1 Bullding Component Boynton BeaCh,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job- Truss Truss Type Qty Ply 17320021 521883 T09 Hip Truss 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Oct 0109:29:312013 Page 2 I D:j8H9rUWL1 FnsOryLngrTjTyYSsz-L7gSex2zZ1 uZYCxmu4SMF9aQayAWrUn7cKYZIuyX LOAD CASE(S)Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1.4=-44,4-8=-44,&11=-44,2-10=-10 Concentrated Loads(lb) Vert:4=70(F)17=-233(F)12=-622(F)19=-70(F)20=-70(F)21=-71(F)22=-22(F)23=-22(F)24=-23(F)25=-576(F) II WARNING-V—if,design parameters and READ NOTES ON THIS AND INCLUDED M7TEK REFERENCE PAGE AM 7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria.DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Informallm available from Truss Plate Institute,583 D'Onotrio Drive,Madison,WI 53719. Job Truss Truss Type Qty ply 17320022 521883 T09A HIP TRUSS 1 2 Job Reference(optional) Builders FirstSouroe, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Oct 0109:29:32 2013 Page 1 ID:j8H9rUWLIFnsOryLngrT)TyYSsz-pJEgrG3bKKOQAMWzSn_bnM6YSMUAaucHr H7HKyX -14-0 7-M 9-10-1D 12-11-0 15-2-8 18-11-0 22-11-0 Z7R 29-11-0 14-0 7-0-0 2-10-10 3 0 6 2-3-8 3 8-8 4-0-0 4 8 8 2-3-8 sa.-tm� b�= s"�= a,4 II s� 4 s s r s 600 12 10 p2.4 II a 2e1 m12= 1a a 1s 21411 1e 22 17 27 1111 11 a4% 2.4 ore 11 2.411 m= 7-0-0 9-10-10 12-11-0 152$ 1811-0 22-11-0 27-78 2911-0 7-M 2-10-10 3-0-0 23 8 3 8� 4-0-0 4 8 8 2-3 8 Plate Offsets X Y: [3:0-4-0.0-1-151,[8:0-5-4,0-2-121.[10:0-3-8,0-D-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.66 Vert(LL) -0.27 13-14 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.81 Vert(TL) -0.51 13-14 >686 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.89 Horz(TL) 0.30 10 Na n1a BCDL 5.0 Code FBC2010ITPI2007 (Matrix) Weight:366 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 5-11-5 oc purlins. T2:2x6 SP No.2,T3:2x6 SP SS BOT CHORD Rigid ceiling directly applied or 9-9-15 oc bracing. BOT CHORD 2x4 SP No.2*Except* B1:2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS (Ib/size) 10=1269/0-3-8 (min.0-1-13),2=1666/0-3-8 (min.0-1.8) Max Horz 2=66(LC 12) Max UpIfft10=486(LC 4),2=-716(LC 8) \\\\ V Max Grav 10=1505(LC 2),2=1977(LC 2) \� \�� V CEN F FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. , `S TOP CHORD 2-3=-3845/1469,3-20=4189/1639,4-20=4192/1639,4-21=4729/1799,5-21=4729/1799, 5-0=-5922/2198,6-7=-0016/2231,7$=4922/1781,8-9=-3868/1317,9-10=-701/243 BOT CHORD 2-18=-1303/3361,18-22=-1298/3347,17-22=-1298/3347,17-23=-1597/4190,16-23=-1597/4190, 34869 15-16=-167/436,13-14=-1724/4921,12-13=-1178/3622,9-12=-1177/3613 WEBS 3-18=-137/450,3-17=-535/1406,5-16=-1593/578,14-16=-1730/4668,5-14=-012/1820, 7-14=-554/1340,7-13=-825/377,6-13=-672/1633,4-17=-965/410,4-16=-270/834 of_ NOTES (14-16) 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: STATE OF Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-9-0 oc. (Z '•,�L O R jQ P' •' �` Webs 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 / I N A� \\\ 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--l30mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Dpsf;h=25ft;Cat.11;Exp C;End.,GCpi=0.18;MWFRS (envelope),Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 9)Bearing at joint(s)10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capadty of bearing surface. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 486 Ib uplift at joint 10 and 716 Ib uplift at joint 2. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 12)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)86 Ib down and 100 Ib up at 7-0-0,and 86 Ib down and 100 Ib up at 9-0-12,and 86 Ib down and 100 Ib up at 11-0-12 on top chord,and 272 Ib down and 171 Ib up at 7-0-0,50 Ib down at 9-0-12,and 50 Ib down at 11-0-12,and 9501b down and 364 Ib up at 12-104 on bottom chord. The designiselection of such connection device(s)is the responsibility October 1,201: WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE rd77-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII QuoW Criteria,DSB-89 and BCSII Building Component Boynton Beaoh,FL 33435 So"Information available from Truss Plate Institute,583 D'Onofdo Drive,Madison,WI 53719. ,JobTruss Truss Type city Pl72Job 17320022 521883 T09A HIP TRUSS 1 Reference(optional) ` Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MTek Industries,Inc.Tue Oct 01 D9:29:32 2013 Page 2 ID:jBH9rUWLIFnsOryLngrTITyYSsz-pJEgrG3bKKOQAMWzSn_bnM6YSMUAaucHr H7HKyX 14)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 15)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 16)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-44,3-8=-44,B-1D=-44,2-15=10,9-14=10,10-11=-10 Concentrated Loads(lb) Vert:3=-70(8)18=233(8)16=-798(8)20=70(B)21=70(B)22=22(B)23=-22(B) WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE AW 7473 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector.Additional permanent tracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSIITPlt Qualify Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss 7,us, e Qty �I`17Job y 17320023 521883 T10 2 Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Oct 0109:29:34 2013 Page 1 ID:jBH9rUWLIFnsOryLngrTjTyYSsz-IiLaGy4rsyG8PggLaCO3snByjABz2yMZIImEMCyXq I -1�-0 4419:1 -9-0 9-0-0 14-11-8 20-11-0 25-1-12 29-11-0 31-3-0 14-0 4-9-0 4-2-12 5-11.8 5-11-8 4-2-12 4-9-4 1-4 0 SraN•1:51.6 xB= 411I 4 5 B BAa 13 ht� h4 i 3 � a i z nZ, e a 12 11 ro a.4 U4= spa= 5.4= U4= &4 9-0-0 14- -8 2 110-11-0 29-11-0 9-0-0 5-11.8 5-11-8 9-0-0 Plate Offsets X Y: 2:0-2-10 0-1-8 4:0-6-0 0-2-8 6:01'-0 0-2-8 8:0-2-100-1-8 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.20 2-13 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.67 Vert(TL) -0.38 2-13 >948 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.23 Horz(TL) 0.08 8 n/a n/a BCDL 5.0 Code FBC2010/1'P12007 (Matrix) Weight:151 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-12 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-2-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed unn trus erection in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=868/0-3-8 (min.0-1-8),8=868/0-3-8 (min.0-1-8) Max Harz 2=-76(LC 10) Max UpIA2=-255(LC 12),8=-255(LC 13) Max Grav2=1031(LC 2),8=1031(LC 2) \\\\\`��• ^•� //f,/// FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. �\ •. ••., TOP CHORD 2-3=-1865/1151,3-4=-1602/993,4-5=-1681/1119,5-6=-1681/1119,6-7=-1602/993, \ v CEN, 7-8=-1864/1151 i BOT CHORD 2-13=-891/1597,12-13=-642/1349,11-12=-647/1352,10-11=-647/1352,8-10=-912/1606 WEBS 3-13=-294/300,4-13=-87/298,4-12=-229/419,5-12=-372/297,6-12=-229/419,6-10=-67/298, I 34869 7-10=-294/300 [i NOTES (9-11) — �1.�{c,, _ 1)Unbalanced roof live loads have been considered for this design. r TI � ....... 2)Wnd:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph,TCDL=4.2psf;BCDL=3.Opsf,h=25ft,Cat.11;Exp C,Enc.,GCpi=0.18;MWFRS N /�, (envelope)and C-C Exterior(2)zone;C-C for members and forces&M WFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 `V 3 Provide adequate drainage to prevent water ponding. STATE OF � 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '•, F 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-M tall by 2-0-0 wide will fit between theS (�••, GRID P' ••. \�� bottom chord and any other members. / rJ '• \\ 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 255 Ib uplift at joint 2 and 255 lb uplift at joint 8. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 11)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard October 1,201; WARNING-11erijy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD 7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job` Truss Truss Type Qty �Pl y 17320024 521883 T11 Hip Truss 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Oct 01 09:29:35 2013 Page 1 ID:j8H9rUWLlFnsOryLngrTjTyYSsz-DuvzUl5UdFO?1pFY7wXIP?k PZZ3nPCjXyMLrfyX k-1.4-0 5-911 11-0-0 18-11-0 24-1-12 29-11-0 31-3-0 1�0 5-9� 5 2-12 7-11-0 5-2-12 5-911 1.4-0 Sol�•tSlfi 4 5 em r a... b4 3 a a 33 r d zLLIe $ 12 13 14 11 10 15 16 B aM= 3w= ],4= N4 r— 7-9-0 14-11-8 22-2-0 29-11-0 7-9-0 7-2-8 7-2-8 7-9-0 Plate Offsets X Y: 2:0.2-10 0.1-8 4:0-0-0 0.2-8 5:0-0-0 0.2-8 :0.2-10 0.1-8 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/deft Idd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 1.00 Vert(LL) 0.13 11 >9W 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.23 11-12 >9% 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(TL) 0.08 7 Na n/a BCDL 5.0 Code FBC20101TP12007 (Matrix) Weight:145 to FT=20% LUMBER BRACING TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-3-2 oc bracing. WEBS 2x4 SP No.3 MiTekrecommends that Stabilizers and required cross bracing be installed rin =that in accordance with Stabilizer Installation uide. REACTIONS (ib/size) 2=929/0.3-8 (min.0-1-8),7=929/0-3-8 (min.0.1.8) Max Horz 2=90(LC 11) Max Uplift2=-270(LC 12),7=-270(LC 13) Max Grav 2=1031(LC 2),7=1031(LC 2) \\\\�\�C L+• ///// FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ,• CEN •. i TOP CHORD 2-3=-1997/1133,3-4=-1840/1106,4-5=-1457/914,5-0=-1840/1106,6-7=-1997/1133 `V. \ SF ••.C� i BOT CHORD 2-12=-868/1706,12-13=-575/1330,13-14=-575/1330,11-14=-575/1330,10-11=-578/1331, •7 \� i 10-15---57a/1331,15-16---57a/1331,9-16=-578/1331,7-9=-884/1713 = � '• ••,• 1 i WEBS 3-12=-296/314,4-12=-244/413,5-9=-244/413,6-9=-296/314 f 34869 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=4.2psf,BCDL=3.Opsf;h=25ft;Cat.Il;Exp C,End.,GCpi=0.18;MWFRS ( — (envelope)and C-C Exterior(2)zone,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 �_ 3)Provide adequate drainage to prevent water ponding. W 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. STATE OF .,•�`�` 5)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the •'.• FC OR'v P, •. bottom chord and any other members,with BCDL=5.Opsf. / I � •• \ \\� 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. //s 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 270 to uplift at joint 2 and 270 Ib uplift at joint 7. 8)"Semi-rigid pitchbreaks inducing heels"Member end fixity model was used in the analysis and design of this truss. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE. 11)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard October 1,201: AL WARNING-verify design parameters and READ NOTES ON TIHS AND INCLUDED MITEK REFERENCE PAGE M177473BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII QuaYfy Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 So"Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,W 153719. Job Truss Truss Type Qty Ply 17320025 521883 712 Hip Truss 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7,350s Sep 27 2012 MITek Industries,Inc. Tue Oct 0109:29:37 2013 Page 1 ID:j8H9rUWLIFnsoryLngrTjTyYSsz-AG1ju_7k8tejG7owFKZmUQpQCNFUFDBO G?uzXyXg4 -14-0 6-9413-0-0 16-11-0 23-1-12 29-11-0 313-0 1—0 6-94 6-2-12 3-11-0 6-2-12 6-9-4 14-0 sd.•IS1 ss= ewe 58= s s }4% rz }4 4 T L4 3 3 a a d T � B E 0 14 13 IB 13 13 11 11 }4 1 }4= }4= }4= 14= }4 7-9-0 14-11-8 22-2-0 29-11-0 7-9-0 7-2-8 7-2-8 7-9-0 Plate Offsets X Y: 2:0-2-10 0-1-8 5:0-3-0 0-2-0 6:0-3-0 0-2-0 9:0-2-100-1-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.13 11-13 >W9 240 MT20 244/190 TCDL TO Lumber Increase 1.25 BC 0.55 Vert(TL) -0.24 11-13 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.61 Horz(TL) 0.07 9 Na n1a BCDL 5.0 Code FBC201 O/iP12007 (Matrix) Weight:152 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-2-14 oc bacing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed unn truss re ion in accordance with Stabilizer Installation ouide. REACTIONS (Ib/size) 2=955/0-3-8 (min.0-1-8),9=956/0-3-8 (min.0-1-8) Max Horz 2=105(LC 11) Max Max G avt ( (LC ) 2=031(C 2),9=1031LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. `V` J• �{�\^ ,tom TOP CHORD 2-3=-2044/1128,34=-1980/1202,4-5=-1910/1224,5-6=-1365/876,6-7=-1911/1224, J� ' ,cEN.S '<` 7-8=-1982/1202,8-9=-2045/1128 i BOT CHORD 2-14=-855/1742,14-15=472/1243,15-16=472/1243,13-16=472/1243,12-13=473/1243, i 12-17=473/1243,11-17=473/1243,9-11=-869/1749 * 34869 WEBS 3-14=-393/406,5-14=-446/626,6-11=446/628,B-11=-393/406 NOTES (9-11) — &�JV'1of 1)Unbalanced roof live loads have been considered for this design. r-T't ....... 2)Wnd:ASCE 7-10;Vult--l30mph(3-second gust)Vasd=101 mph,TCDL=4.2psf;BCDL=3.Opsf,h=25ft,Cat.ll;Exp C;Enc.,GCpi=0.18;MWFRS (envelope)and C-C Extenor(2)zone,C-C for members and forces&M WFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1.60 W 3)Provide adequate drainage to prevent water ponding. STATE OF _\ 4)This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. •, FP 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-641 tall by 2-0-0 wide will fit between the OR 10 \� bottom chord and any other members,with BCDL=5.Opsf. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 283 Ib uplift at joint 2 and 283 Ib uplift at joint 9. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE. 11)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard October 1,201: WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MB-9473 BEFORE USE. Design valid for use only with M1ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component¢responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,defvery,erection and bracing,consult ANSI/rPll Quality Crtieda,DSB-89 and BCS11 BWIrAng Component Boynton Beach,FL 33435 Safely Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job' Truss Truss Type Qy Ply 17320026 521883 T13 Jack-Partial Truss 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Oct 01 09:29:37 2013 Page 1 ID-.iBH9rUWLIFnsOryLngrTjTyYSsz-AGlju_7k8tejG7OwFKZmUQpXyNHIFIOO_G?uzXyXqg 3-7.8 7-0-0 3-7-8 3-0-8 N4 II cab•t:aA 3 SM u m 2 ra wn r er szM II 4 3-73 7-0-0 3-7-8 34-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.16 Vert(LL) -0.02 1-5 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.43 Vert(TQ -0.03 1-5 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.30 Horz(TL) 0.01 4 rVa Na BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:40 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-&11 oc purlins, except end BOT CHORD 2x6 SP No.2 verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 104)-0 oc bracing. MiTek rewmmends that Stabilizers and required cross bracing be installed durin truss erection in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 1=708/0.3.8(min.0-1-8),4=586/Mechanical Max Horz 1=123(LC 8) Max Upliftl=-231(LC 8),4=-249(LC 8) Max Grav 1=842(LC 2),4=697(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shaken. �� _`� ••.•�,[� i TOP CHORD 1-2---1061/262 `V• +,CENSE • ,`� j BOT CHORD 1-6=-324/922,6-7=-324/922,5-7=-324/922,5-8=-324/922,4-8=-324/922 l i WEBS 2-5=-195/58,2-4=-1052/369 = * •• * � NOTES34869 (s-lz) _ _ 1)Wind:ASCE 7-10;Vult--130mph(3-second gust)Vasd=101 mph,TCDL=4.2psf;BCDL=3.Opsf,h=25ft,Cat.II;Exp C;End.,GCpi=0.18;MWFRS (envelope);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 33-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. �GJ 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. STATE OF ,•���\ 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 231 Ib uplift at joint 1 and 249 Ib uplift at joint 4. ••. F�OR'p P 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ••• •. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)370 Ib down and 115 Ib up at 1-0-12,and 370 Ib �// is j •• G�\\\ down and 115 Ib up at 3-0-12,and 370 Ib dawn and 115 Ib up at 5-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or bark(B). 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 11)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 12)Use Simpson HTU26 to attach Truss to Carrying member LOAD CASE(S)Standard 1)Regular Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pIf) Vert:1-3=44,14=-10 Concentrated Loads(Ib) li Vert:6=-311(F)7=311(F)8­311(F) October 1,201: WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 11,1I1-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Qualify Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Informallon available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply 17320027 521883 T14 Monopitch Truss 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Oct 0109:29:38 2013 Page 1 I D:j8H9rUWLl FnsoryLngrTjTyYSsz-eTb56K7MvAmZuHz6o24?1 dMhBnWo_il9DwkRVyXg4 i 3-7-8 7-0-0 3-7-8 34-8 214 II 8W�•122! s Om sa 2 ws wt t t g5= 6 7 5 8 4 at0 II 44= 3-7-8 7-0-0 37-8 34-8 Plate Offsets X Y: [1:D-3-4,0-1-51 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.03 1-5 >999 240 MT20 244/190 TCDL 7.0 Lumber increase 1.25 BC 0.86 Vert(TL) -0.06 1-5 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.46 Horz(TL) 0.01 4 n/a n/a BCDL 5.0 Code FBC2010/rP12007 (Matrix) Weight:40 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-0 oc purlins, except end verticals. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-4-14 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed ri truss erection in accordancewith Stabilizer Installation guide REACTIONS (Ib/size) 1=1207/0-38 (min.0-1-11),4=W&Mechanical u Max Harz 1=123(LC 8) Max Upliftl=-550(LC 8),4=-354(LC 8) Max Grav 1=1432(LC 2),4=960(LC 2) \\\\\`�� ,•�•�i ////// IF (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOPCHORD 1-2=-1543/476 �\ JL �GENS�' i BOT CHORD 1.6=-514/1351,6-7=-514/1351,5-7=-514/1351,5-8=-514/1351,4-8=-514/1351 i WEBS 2-5=-398/1215,2-0=-1540/586 1 NOTES (9-12) 7S 34869 1)Wind:ASCE 7-10;Vult=130mph(3seoond gust)Vasd=101 mph,TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.Il;Exp C;End.,GCpi=0.18;MWFRS _ f = (envelope);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 sf bottom chord live load nonconcurrent with an other live I —' 9 P y e e ands. , -T1 ...... / \ 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-(1 tall by 2-0-0 wide will fit between the — N bottom chord and any other members. 44/ 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. STATE OF •• � � 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 550 Ib uplift atjoint 1 and 354 Ib uplift atjoint 4. • .t ORIO N •• �••,` 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)896 Ib down and 434 Ib up at 1-0-12,and 533 Ib �V dawn and 167 lb up at 3-0-12,and 533 Ib down and 167 lb up at 5-0-12 on bottom chord. The design/selection of such connection device(s)is the //// /0 N M- V \\\ responsibility of others. // I 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPI B. 11)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 12)Use Simpson HTU26 to attach Truss to Carrying member LOAD CASE(S)Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-04,14=-10 Concentrated Loads(lb) Vert:6=-756(B)7=448(B)8=-448(6) October 1,201; WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED bUTEK REFERENCE PACE M777473 REFORE USE. Design valid for use any with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector. Additional permanent tracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualtiy Crtieda,DSB-89 and Ill Building Component Boynton Beaah,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. JobTruss 7,5ype Qty Ply17320028 521883 T15 Truss 1 1 Job Reference o tions Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Oct 010929:39 2013 Page 1 ID:j8H9rUWLIFnsOryLngrTjTyYSsz-6f9TJg8_gUuQVRYJMIcEZgvsl BxRjCUISaU_l QyX i 3-8-8 7-0-0 3S8 3-35 sa= b4 2 s 3 T2 em rx � Nn r colt t s e to b�II sfi= 3.8-8 7-0-0 3-8.8 3-3-8 Plate Offsets X Y: 2:0tW 0-2-8 LOADING(psf) SPACING 24).0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.25 Vert(LL) -0.02 1-5 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.04 15 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.30 Horz(TL) 0.01 4 n/a We BCDL 5.0 Code FBC2010rrP12007 (Matrix) Weight:37 Ib FT=20 LUMBER BRACING TOP CHORD 20 SP Not TOP CHORD Structural wood sheathing directly applied or 5-5-10 or purlins, except end BOT CHORD 2x6 SP No.2 verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 or bracing. MiTek recommends that Stabilizers and required cross bracing be installed Burin truss erection in a dance with tabilizer Installation uide. REACTIONS (lb/size) 1=732/0-3-8 (min.0-1-0),4=632/MechaNcal Max Harz 1=66(LC ) Max Uplift l=-2281(LC8),4=-284(LC 5) Max Grav 1=869(LC 2),4=749(LC 2) ` FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ��/•• \CEN,S`j TOP CHORD 1-2=-1034/329 BOT CHORD 1-7=-322/890,7-8=-322/890,5.8=-322/890,5-9=-335/953,9-10=-335/953,410=-335/953 1 WEBS 2-5=-1771796,24=-1101/387 34869 7� _ NOTES 1)Wind:ASCE 7-10 ,Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf,BCDL=3.Opsf,F�25ft;Cat.II;Exp C;End.,GCpi=0.18;MWFRS — _ (envelope),Lumber DOL=1.60 plate grip DOL=1.60 ' 2)Provide adequate drainage to prevent water ponding. Wo.-f,,, 3)This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other five loads. " STATE OF 4V Z- 4).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 35-0 tall by 2-0-0 wide will fit between the i bottom chord and any other members. s Ft ORIO N • r") 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. (� ••... 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 281 ib uplift at joint 1 and 284 Ib uplift at joint 4. /j///v'O N A` •G\\\\ 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. \\\ 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)22 Ib dawn and 93 Ib up at 3-8-8,and 22 Ib down and 93 Ib up at 5-94 on top chord,and 370 Ib down and 115 Ib up at 1-0-12,370 Ib down and 115 Ib up at 3-0-12,81 Ib down at 3-85,and 370 Ib dawn and 115 Ib up at 5-0-12,and 23 Ib down at 5-94 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 10)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 11)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE. 12)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 13)Use Simpson HTU26 to attach Truss to Carrying member LOAD CASE(S)Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-2=44,2-3=44,11-4=110 Continued on page 2 October 1,201, A& WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE M777473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector. Additional permanent bracing of the overall structure B the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Qualify Criteria.DSB-89 and BCSI1 Builcong Componerd Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,WI 53719. Job ]T"uss Truss Type pty Pty 17320028 521883 Hali Hip Truss 1 1 Job Reference(optional) - Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Oct 01 09:29:39 2013 Page 2 ID:j8H9rUWLIFnsOryLngrTjTyYSsz-6f9TJg8_gUuQVRYJMICEZgvslBxRjCUISaU 1QyXg4 LOAD CASE(S)Standard Concentrated Loads(Ib) Vert:5=-27(F)2=-18(F)6=-18(F)7=-311(B)8=311(B)9=-311(B)10=-8(F) WARNING-Veri y design parameters and READ NOTES ON THIS AND INCLUDED DUTER REFERENCE PAGE AW-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members any.Additional temporary bracing to insure stability during construction is the responsibilrity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T141 Quality Criteria,DSIII-89 and BCSII Bullding Component Boynton BeaCh,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job` Trvss Truss Type Oh Ply 17320029 521883 T16 Common Truss 6 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Oct 010929:40 2013 Page 1 I D:j8H9rU W LI FnsOryLngrTjTyYSsz-arisX09r-Ro0H7b7VwT7T62RvMaCySZKSg EDYZsyX i-14-0 7-9-0 14-11-8 22-2-0 29-11-0 .313-0 14-0 7-9-0 7-23 7-23 7-9-0 14-0 iI sa.•rs/o em F s aw b1 + 6 b4 3 r 1 y 2 112 dr s u u n 14 o &4 1 m4= ae= s..= s.4 9-11-11 19-11-5 29-11-0 9-11-11 9-11-11 9-11-11 Plate Offsets X Y: [2:D-2-10,0-1-81.[8:0-2-10,D-1-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Wall Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) -0.45 10.12 >791 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.59 10.12 >606 180 BCLL 0.0 Rep Stress Ina YES WB 0.65 Horz(TL) 0.07 8 Na rVa BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:138 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-12 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-2-6 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed durin truss erection in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 2=939/0.3-8(min.0.1-8),8=939/0-3-8(min.0.1-8) Max Harz 2=119(LC 11) Max Uplift2=-294(LC 12),8=-294(LC 13) Max Grav 2=1 031(LC 2),8=1 031(LC 2) \\0�`�S•• O t'• J/�// FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. `7•/•(. i TOP CHORD 2-3---1988/1124,34=-1807/1097,4-5=-1726/1121,5.6=-1726/1121,6-7=-1807/1097, �J . �GENSF •.�� 7-8=-1988/1124 i BOT CHORD 2-12=-843/1686,12-13=391/1072,11-13=-391/1072,11-14=-391/1072,10.14=391/1072, = y '• 1. � 8-10=-853/1690 7f 34869 7� WEBS 5-10=411/703,7-10=450/461.5-12=411/703,3-12=450/461 .- NOTES (8-10) 1)Unbalanced roof live loads have been considered for this design. '( ...... 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf,BCDL=3.Opsf,h=25ft,Cat.11.Exp C,End.,GCpi=0.18,MWFRS (envelope)and C-C Exterior(2)zone;C-C for members and forces 8 MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1.60 % STATEOF •• ,` ` 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,•�` 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-Otall by 2-0-0 wide will fit between the ••. F�O�)p P, bottom chord and any other members,with BCDL=5.0psf. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi.6)Provide �// p, �\ 7)Semi-rigid pitchbrelakninclulon d incy others)of truss to luding Member end fixity model was used inaring plate capable fthe antanding alysis and des design oflb uplift thislnt 2 truss and 294 Ib uplift at joint B. /J J`OJI y IA,,`\ 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE. 10)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard October 1,201: A WARNING-Verify design parnmewrs and READ NOTES ON THIS AND INCLUDED 177TEK REFERENCE PAGE RUT 7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component Boynton Beoch,FL 33435 Sally Irdormahon available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job7,,us-s Truss Type Qty Ply 17320030 521883 Common Truss 1 1 Job Reference o tional Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Oct 0109:29:412013 Page 1 I D:j8H9rU WLI FnsOryLngrTjTyYSsz-22GEkLAEC5881kihUAeifF_D1_kUBABbvuz56lyXg4 i -14-0 6-0-0 12-0-013-4-0 14-0 6-0-0 6-0-0 1-4-0 9a4= 7 a N4 II y4 II 8 B N4 II y4 II s m 3a4 i y1 M I 4 >•4 sn sn 3 6w 1z srz srz STI7 F-1 sTt u T1Li Li Li eT, , 13 18 19 17 ,s 15 14 Sag= 14 II y4 I I 24 I I 14 II y4 I I 14 II ye= 12-0-0 12-0-0 Plate Offsets MY):: [2:0-4-0,0-3-11, 7:0-2-0Ede [12:04-0,0-3-11 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Wall L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.16 Vert(LL) -0.01 13 n/r 120 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.03 Vert(TL) -0.01 13 Nr 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 12 n/a Na BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:59 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-"oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed Burin truss erection in accordance with Stabilizer Installation ouide. REACTIONS All bearings 12-0-0. (Ib)- Max Horz 2=76(LC 12) Max Uplift All uplift 100 Ib or less at joint(s)2,17,18,19,16,15,14 except 12=-102(LC 13) Max Grav All reactions 250 Ib or less at joint(s)2,12,17,18,19,16,15,14 \\\ `vS S FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. �� `vv• 5C'E►ySF `A NOTES (12.14) i 1)Unbalanced roof live loads have been considered for this design. t 34869 2)Wlnd:ASCE 7-10,Vult=130mph(3-second gust)Vasd=101mph,TCDL=4.2psf;BCDL=3.Opsf,h=25ft,Cat.11,Exp C,End.,GCpi=0.18;MWFRS (envelope)gable end zone and C-C Extedor(2)zone,C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate grip t — 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. 5)Gable requires continuous bottom chord bearing. -0 oc. STATE OF Gable studs spaced at 14 i 6)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. •FC O��d P.• ��•••,�`,�� 7)'This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. \ 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,17,18,19,16,15,14 except Qt= /1b) ///OJ J NIA(-, \\ \ 12=102. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)12. 11)"Semi-rigid pitchbreaks including heels"Member and fixity model was used in the analysis and design of this truss. 12)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 13)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 14)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard October 1,201; WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH-7473 BEFORE USE. Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIt Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,Fl 33435 Safety Information available from Truss Plate Institute,583 D'Onofdo Drive,Madison,WI 53719. JobTruss Truss Type Qty Ply 17320031 521883 T18 Common Truss 3 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Tue Oct 01 09:29:42 2013 Page 1 ID:j8H9rUWLlFnsOryLngrTjTyYSsz-WEgcyhBtzPG?MuHu1 u9xBTXJ60OPwchlBYifelyX 6-M 12-0-0 6-M 6-0-0 sd.•lm. as= z SW 12 T1 T1 W1 3 1 BILD mw 4 b4 II h4 6-M 12-0-0 6-M 60-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) 0.04 14 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.07 14 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) 0.01 3 n1a Na BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:42 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed curio truss erection in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 1=321/Mechanical,3=321/Mechanical Max Harz 1=44(LC 9) Max Upliftl=-105(LC 12),3=-105(LC 13) Max Grav 1=380(LC 2),3=380(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \\\ `v S •{t /j/ TOP CHORD 1-2---594/392,2-3=-5941392 BOT CHORD 14=-246/456,3-4=-246/456 ` •.' `CENSE •'•`• NOTES (8-11) = y 1)Unbalanced roof live loads have been considered for this design. 7� 34869 2)Wind:ASCE 7-10,Vuft=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf,h=25ft;Cat.fl;Exp C,Enc.,GCpi=0.18;MWFRS (envelope)and C-C Exterior(2)zone;C-C for members and forces&M WFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load norlconcument with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. t,. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. `V STATE OF 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except at--lb)1=105,3=105. � •. ••`'�` 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. •� Ft OR1Q p. 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the v- •.•••.••. �•+\� responsibility of the building designer per ANSI TPI 1 as referenced by the building code. // /S� \\ 110)Truss Visually ngEngineer. u us L e,PEded lumber :Florida P.E.LicenSP,represents se No.34869lumber 51gn Address:values1as per SPIB. 109 Coastal Ba Blvd.Boynton Beach,FL 33435 �O N A1- \\\ 11)Use Simpson H U26 to attach Truss to Carrying member y y LOAD CASE(S)Standard October 1,201, WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M7TEK REFERENCE PAGE AIR 7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consuff ANSI/TPll Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply 1 17320032 521883 T19 HIP TRUSS 1 7Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Oct 0109:29:43 2013 Page 1 ID:j6H9rUWLIFnsOryLngrTjTyYSsz-_00_91 BVkjOs-2s4bbgAkg3SdoF3f2ouNCSCAByXq44 212 10-0-0 14.8.8 17-0-0 2-38 4-8-8 3-0 0 4 8 8 2-38 19 S n e e 600 17 1e w1 w1 a 2.4 II 2 7 2.411 1s es 1e 10 ]e e 1 ZIB2R B1 7.4 II 20 s.4= dl s1 4.12= 12 a 2,4 11 *12= ai4 II 2-3.8 7-0-0 10-0-0 14 8 8 17-0-0 2-3-8 4-8-8 3-0-0 4-8.8 2-3-8 Plate Offsets X Y: [1:0-8-8,0-0-01 f2:0-6-0,0-Ml, 4:08-0 0-2-81,[5:0-3-0,0-2-01, :0.6-0Ed B:04" [13:0-2-0.0-0-41,04:0-2-0.0-0-41 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.53 Vert(LL) 0.21 2-11 >937 240 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.36 7-10 >536 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.16 Horz(TL) 0.32 8 Na Na BCDL 5.0 Code FBC2010frP12007 (Matrix) Weight:108 Ib FT=20 LUMBER BRACING TOP CHORD 2x6 SP SS*Except* TOP CHORD Structural wood sheathing directly applied or 4-1.4 oc purlins. T2:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-2-2 oc bracing. BOT CHORD 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed WEBS 2x4 SP No.3 Burin truss erection in accordancewith Stabilizer Installation uide. OTHERS 2x6 SP SS LBR SCAB 1-3 2x6 SP SS one side 6-8 2x6 SP SS one side REACTIONS (Ib/size) 1=769/0-3-8 (min.0-1-8),8=766/Mechanical Max Harz l=-51(LC6) \ J�'� Max Uplift 1=-426(LC 8),8=424(LC 9) \ ,CENS Max Grav 1=91O(LC 2),8=906(LC 2) F / i FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-15=-018(233,2-15=-380237,2-16=-2033/1003,3-16=-1979/1009,3-4=-1957/1018, 34869 4-19=-1910/999,5-19=-19101999,5E=-1962/1012,6-17=-198411002,7-17=-2038/995, 7-18=-363/207,8-18=-002203 BOT CHORD 2-11=-924/1880,11-20=-935/1901,10-20=-935/1901,7-10=-895/1890 WEBS 4-11=-186/391,5-10=-208/407 Noyes (14-17) STATE OF 1)Attached 6-0-0 scab 1 to 3,back face(s)2x6 SP SS with 2 row(s)of 10d(0.131"xW)nails spaced Y'o.c.except:starting at 0-5-7 from end at joint 1,nail 2 row(s)at 4"o.c.for 3-1-4;starting at 311E from end at joint 1,nail 2 row(s)at 4"o.c.for 2-0-0. .��OR lD P.•' 2)Attached 6-0-0 scab 6 to 8,back face(s)24 SP SS with 2 row(s)of 10d(0.131"x3")nails spaced 9"o.c.except:starting at 2-4-13 from end at joint 6,nail / "S ''''•'•' 2 row(s)at 4"o.c.for 32-3. ///////�// \ 3) roof live have for s design. anced dered 4)Winda ASCE 7-10,Vult=1d30mph((33-secondlgust)Vasd=101mph; TCDL=4.2psf;BCDL=3.Opsf,h=251t,Cat.II;Exp C,Encl.,GCpi=0.18;MWFRS jN A(�--` (envelope),Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 9)Bearing at joint(s)1 considers parallel to grain value using ANSIfrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except at--Ib)1=426,8=424. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)69 Ib down and 85 Ib up at 7-0-0,and 69 Ib down and 85 lb up at 8-6-0,and 69 Ib down and 85 Ib up at 10-0-0 on top chord,and 270 Ib down and 198 Ib up at 7-0-0,and 44 Ib down and 13 Ib up at 8E-0,and 270 Ib down and 198 Ib up at 9-11-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). .Continued a page 2 October 1,201' WARNING-Ver(/y design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M T7473 BEFORE USE. Design valid for use only with MRek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,defvery,erection and bracing,consult ANSI/TPI7 Quality Criteria,DSB-89 and BCSII Building Component Boynton Beaah,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. I Job Truss Truss Type Qty Ply 17320032 521883 T19 HIP TRUSS 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Oct 0109:29:43 2013 Page 2 1 D:j8H9rU WLI FnsOryLngrTjTyYSsz-_QO_91 BVkjOs_2s4bbgAkg3SdOF3f2ouNCSCAByXq 14)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 15)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE. 16)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 17)Use Simpson HTU26 to attach Truss to Carrying member LOAD CASE(S)Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:14=-04,4-5=44,5-8=44,1-12=-10,2-7=-10,8-9=-10 Concentrated Loads(lb) Vert:4=-57(F)5=-57(F)11=-231(F)10=-231(F)19=-57(F)20=-32(F) WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE. Design valid for use any with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Informalion available from Truss Plate Institute,583 D'Onotno Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply 17320033 521883 T20 Special Truss 2 7Job Reference(optional) Builders FirstSouree, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Toe Oct 0109:29:44 2013 Page 1 I D:j8H9rUWLl FnsOryLngrTjTyYSsz-SdyMMNC7VOWjcCRG9JBPGucXgCb1 OWt2bsBlidyXg4 -1.4-0 2-3A 86-0 14$8 17-0-0 1-4-0 2-3-8 1 6-2.8 6-2-8 ea= 4 6.00 wi R r zx4 II s 6 2.4 II a6 ez a 2.4 II � 6 q Z 174 ek Li i s rWll kCl y�11 ae= 23 8 86-0 14-8.8 17-40 23 8 6-2.8 6-2.8 2-3.8 Plate Offsets X Y: 2:0-0 0 0-0-4 3:0-0-14 42-2 5:0-0-14 0-2-2 6:0-0-00-0-410:0-2-00-0-4 11:0-2-00-0.4 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.90 Vert(LL) 0.32 8-23 >641 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.41 8-23 >504 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.26 6 Na Na BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight:63 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-40 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed Burin Wss ere ion in accordance with Stabilizer Installation guide. E REACTIONS (Ib/size) 6=458/Mechanical,2=521/0-36 (min.41-8) Max Horz 2=77(LC 16) Max Uplift6=-157(LC 13),2=-186(LC 12) Max Grav6=543(LC 2),2--620(LC 2) �\ •`` SUS FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \ -`�' TOP CHORD 2-3=-1980/1154,34=738/456,4-5=-748/456,56=-1979/1238 J ' \CENS BOT CHORD 2-9=-1668/2820,3-8=4671750,5-8=-475!758,6-7=-1806/2874 WEBS 46=-78/270 NOTES (8-11) * 34869 * _ 1)Unbalanced roof live loads have been considered for this design. tt 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS - .`1 (envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 364)tall by 2-0-0 wide will fit between the STATE OF Qj bottom chord and any other members. i ' 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. - F �r••,���� 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except at--lb)6=157,2=186. ••• OR iD V\�� 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. /, n 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the '/���N A'i- responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 10)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 11)Use Simpson HTU26 to attach Truss to Carrying member LOAD CASE(S)Standard October 1,201: WARNING-Verify design parameters and READ NOTES ON TN1S AND INCLUDED ANTEK REFERENCE PAGE M17,7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based any upon parameters shown,and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery,erection and tracing,consult ANSI/TPII QuaBty,Crtleda,DSB-89 and BCSII Building ComponaM Boynton Beach,FL 33435 So"Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Co Vv nZ rn y • H,/ J� " C D m � D o p D .. 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O�. c (CSD - Q Q N�- 5.NN CDD(0 ✓� oQ °° 0 7Q a ° N �" (a Or 0' a °c° m o3 m ` mo (D 0 0 ° ° a o N� �� m T o o�o N O a m m m T o � o m a= o °0 3 1 `m� (D Z 7m co 31 0 CT � 0 N L,,"7777'77 777 pill I P-o" 11 --Ri IN ON 0 oppom"404owm— :-9-1JF 0 R T E,4 JOB SUMMARY REPORT JobAte 4- 01:Level Member Name Results Current Solution Comments BM1 Passed 2 Piece(s)13/4"x 16" 1.55E TimberStrand@ LSL B112 Passed 2 Piece(s)13/4"x 16"1.55E TimberStrand@ LSL I .� FILE top 10/1/2013 1:57:21 PM Forte Software Operator Job Notes Forte v4.0,Design Engine:V5.6.2.222 Sean Kelley Jacksonville Homes i Job.4te Builders First Source 2072 (904)680-6264 Page 1 of 3 sean,keiley@bldr.com .................... ............. ........................—.--------- ..................... ..........--................---.................. ............. s' MEMBER REPORT Level, BMl PASSED 2 pieces) 13/4" x 16" 1.55E TimberStrand® LSL r Overall Length: 19 3 0 m 1930 2� All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Pesi Jn Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 3471 @ 19 10 4449(2.25") Passed(78%) 1.0 D+0.75 L+0.75 Lr(All Spans) Member Type:Flush Beam Shear(lbs) 2491 @ 17 7 8 11573 Passed(22%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 16929 @ 10 0 2 35222 Passed(48%) 1.25 1.0 D+0.75 L+0.75 Lr(All Spans) Building Code:IBC Live Load Defl.(in) 0.266 @ 9 9 13 0.631 Passed(L/853) 1.0 D+0.75 L+0.75 Lr(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.636 @ 9 8 7 0.946 Passed(L/357) 1.0 D+0.75 L+0.75 Lr(All Spans) Deflection criteria:LL(V360)and TL(L/240). Bracing(Lu):All compression edges(top and bottom)must be braced at 8 3 14 o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Bearing Loads to Supports(lbs) Supports Total Available Required Dead Floor Roof Live Live I Total Accessories 1-Stud wall-SYP3.50" 2.25" 1.75" 2120 505 1329 3954 1 1/4"Rim Board 2-Stud wall-SYP 3.50" 2.25" 1.76" 1813 1184 1060 1 4057 11/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Tributary Dead Floor Live Roof Live loads Location Width (0.90) (1.00) {non snow:1.25) Comments 1-Unifonn(PSF) 0 0 0 to 19 3 0 1 0 0 12.0 40.0 Residential-Living Areas 2-Uniform(PLF) 0 0 0 to 14 4 0 N/A 110.0 - wall 3-Uniform(PLF) 0 0 0 to 14 0 0 N/A 15.0 - 25.0 lower roof 4-Uniform(PLF) 14 0 0 to 19 3 0 N/A 68.0 175.0 - T03 5-Unifonn(PLF) 0 0 0 to 14 0 0 N/A 65.0 108.0 jacks above 6-Point(Ib) 14 1 0 N/A 315 527 T13 above Weyerhaeuser Notes (d�)SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. ly Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator ,lob Notes 10/1/2013 1:57:21 PM '.. Sean Kelley Jacksonville Homes Forte v4.0, Design Engine:V5.6.2.222 j Builders First Source 2072 (904)660-6264 Job.4te sean.kelley@bldr.com Page 2 of 3 U a R T E ' MEMBER REPORT Level, BM2 PASSED 2 piece(s) 13/4" x 16" 1.55E TimberStrand® LSL ' Overall Length: 17 6 0 + + o -- ----- - -- — — o I_ 1760 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizonta I.;Drawing is Conceptual Design Results Actual to Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 4916 @ 17 2 8 4916(1.76") Passed(100%) 1.0 D+0.75 L+0.75 Lr(All Spans) Member Type:Flush Beam Shear(lbs) 3121 @ 15 10 8 11573 Passed(27%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 14898 @ 8 8 8 28178 Passed(53%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.227 @ 8 8 5 0.568 Passed(L/900) — 1.0 D+0.75 L+0.75 Lr(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.509 @ 8 8 5 0.852 Passed(L/402) — 11.0 D+0.75 L+0.75 Lr(All Spans) Deflection criteria:LL(L/360)and TL(L/240). Bracing(Lu):All compression edges(top and bottom)must be braced at 8 7 8 o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Bearing Loads to Supper(lbs) Supports Total Available Required Dead Floor Roof Total Accessories Live Live I-Stud wall-SYP 3.50" 2.25' 1.96" 2178 1377 959 4514 1 1/4"Rim Board 2-Hanger on 16"SYP beam 3.50" Hanger, 1.76" 2566 1981 1211 5758 See note, •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • See Connector grid below for additional information and/or requirements. Connector:Simpson Strong-Tie Connectors support Model Seat Length Top Nails Face Nails Member Nails Accessories 2-Face Mount Hanger HGUS412 4.00" N/A 56-16d common 20-16d double shear Tributary Dead Floor Live Roof Live Loads Location Width (0.90) (1.00) (rwo-snow:1.25) Comments '- 1-Unfform(PSF) 0 0 0 to 17 6 0 1 0 0 12.0 40.0 - Residential-Living Areas 2-Uniforrn(PLF) 0 0 0 to 17 6 0 N/A 110.0 - - wall 3-Undorn(PLF) 0 0 0 to 17 0 0 N/A 66.0 110.0 jacks above 4-Point(lb) 1700 N/A 180 - 300 H306 above 5-Unifonn(PLF) 0 0 0 to 16 0 0 N/A 45.0 118.0 - F11 6-Point(lb) 17 0 0 N/A 288 770 F10 Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software operator .lob Notes 10/112013 1:57:22 PM Forte v4.0,Design Engine:V5.6.2.222 Sean Kelley Jacksonville Homes Job.4te Builders First Source 2072 (904)6BO-6264 `: sean.kelley@bldr.com Page 3 of 3 August 10, 2010 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY ST - T-BRACE 2 �0 ® Pae1of1 MiTek Industries,Chesterfield,MO 9 Note:T-Bracing/ I-Bracing to be used when continuous lateral bracing 0 0o is impractical.T-Brace/ I-Brace must cover 90%of web length. o0 aNote:This detail NOT to be used to convert T-Brace/ I-Brace MiTek Industries, Inc. webs to continuous lateral braced webs. Nailing Pattern Brace Size T-Brace size Nail Size Nail Spacing for One-Ply Truss 2x4 or 2x6 or 2x8 10d 6"o.c. Specified Continuous Rows of Lateral Bracing Note: Nail along entire length of T-Brace/I-Brace Web Size 1 2 (On Two-Ply's Nail to Both Plies) 20 or 2x4 2x4 T-Brace 2x4 ►-Brace 2x6 2x6 T-Brace 2x61-Brace 2x8 2x8 T-Brace 2x81-Brace Nails Brace Size for Two-Ply Truss k Specified Continuous Rows of Lateral Bracing --A SPACING Web Size 1 2 k 2x3 or 2x4 2x4 T-Brace ,2x4 I-Brace k WEB 2x6 2x6 T-Brace 2x61-Brace --A 2x8 2x8 T-Brace 2x81-Brace k T-Brace/ I-Brace must be same species } T-BRACE and grade (or better) as web member. vS S.K Nails Section Detail * N 34869 * _ c N� . T-Brace =�° 6/22/11 �; - o ' STATE OF Web ��� "LORIDP Nails\ 1109 COASTAL BAY BOYNTON BC, FL 33435 Web I-Brace Nails FEBRUARY 14, 2012 TRUSSED VALLEY SET DETAIL ST-VALLEY HIGH WIND1 MiTek Industries,Chesterfield,MO Page 1 of 1 GENERAL SPECIFICATIONS a o0 o� 1.NAIL SIZE=3"X 0.131"=10d a 2.WOOD SCREW=3"WS3 USP OR EQUIVALENT DO NOT USE DRYWALL OR DECKING TYPE SCREW MiTek Industries, Inc. 3. INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND SECURE PER DETAIL A GABLE END,COMMON TRUSS 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE OR GIRDER TRUSS INDIVIDUAL DESIGN DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6.NAILING DONE PER NDS-01 7.VALLEY STUD SPACING NOT TO EXCEED 48"O.C. --- -- --- III- --rr--- II I --�--- II II II II II 11 II II I II II II II II II II II II II II I II II II II II II II II II II II I II i i II I II II II II II II II II I I II II II II II II II �I I I II II I II II I II II II II II II II II II II II 11 I I II II II II I I II II I II II II II II I I II II I I II II II BASE TRUSSES VALLEY TRUSS TYPICAL I, VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P 22 OR GIRDER TRUSS SEE DETAIL A BELOW(TYP.) SECURE VALLEY TRUSS W/ONE ROW OF 10d WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05 146 MPH NAILS 6"O.C. WIND DESIGN PER ASCE 7-10 160 MPH MAX MEAN ROOF HEIGHT=30 FEET ROOF PITCH=MINIMUM 3/12 MAXIMUM 6/12 ATTACH 2x4 CONTINUOUS NO.2 SYP CATEGORY II BUILDING TO THE ROOF W/TWO USP WS3(1/4"X 3") EXPOSURE C WOOD SCREWS INTO EACH BASE TRUSS. WIND DURATION OF LOAD INCREASE:1.60 MAX TOP CHORD TOTAL LOAD=50 P F MAX SPACING=24"O.C.(BASE AW�,W11 J/ MINIMUM REDUCED DEAD L0Pk9 F``v&FS ON THE TRUSSES �� ........ \• GEN *' N 34869 ;O 9�1 w.� STATE OF DETAIL Ai F�ORIDP •' 0 (NO SHEATHING) '�i910NAL N.T.S. ����/fillll��� 1109 COASTAL BAY BOYNTON BC, FL 33435 JANUARY 1, 2009 LATERAL TOE-NAIL DETAIL ST-TOENAIL-SP 0� ® MiTek Industries,Chesterfield,MO Page 1 of 1 NOTES: 1.TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER 0 0o AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND a oo EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. MiTek Industries, Inc. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. THIS DETAIL APPLICABLE TO THE TOE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (Ib/nail) THREE END DETAILS SHOWN BELOW DIAM. SYP DF HF SPF SPF-S 0 .131 88.0 80.6 69.9 68.4 59.7 p .135 93.5 85.6 74.2 72.6 63.4 VIEWS SHOWN ARE FOR in 162 108.8 99.6 86.4 84.5 73.8 ILLUSTRATION PURPOSES ONLY r) z .128 74.2 67.9 58.9 57.6 50.3 z 0 .131 75.9 69.5 60.3 59.0 51.1 SIDE VIEW N .148 81.4 74.5 64.6 63.2 52.5 3 NAILS Cl) NEAR SIDE VALUES SHOWN ARE CAPACITY PER TOE-NAIL. NEAR SIDE APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. NEAR SIDE EXAMPLE: (3)-16d NAILS(.162"diam.x 3.5")WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3(nails)X 84.5(Ib/nail)X 1.15(DOL)=291.5 Ib Maximum Capacity ANGLE MAY ANGLE MAY ANGLE MAY VARY FROM VARY FROM VARY FROM 30°TO 60° 301 TO 60° 30°TO 60° 45.00' 45.000 45.000 vs S•K \rENSF'<�� * ' N 1�34869 �03� L�� '✓' j O 6/22/11 41j; STATE OF �i "LORIDP. NIA`;�\`\\� 1109 COASTAL BAY BOYNTON BC, FL 33435 ; FEBRUARY 8, 2008 LATERAL BRACING RECOMMENDATIONS ST-STRGBCK =DDO MiTek Industries,Chesterfield,MO Page 1 of 1 D 00 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, D 2x6 "STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET MiTek Industries, Inc. ALONG A FLOOR TRUSS. NOTE 1:2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2:STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR,AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. ATTACH TO VERTICAL INSERT WOOD SCREW THROUGH OUTSIDE USE METAL FRAMING ATTACH TO VERTICAL SCAB WITH(3)-10d NAILS FACE OF CHORD INTO EDGE OF STRONGBACK ANCHOR TO ATTACH WEB WITH(3)-10d NAILS (0.131"x 3") TO TOP CHORD (0.131"x 3") (DO NOT USE DRYWALL TYPE SCREWS) ATTACH TO VERTICAL WEB WITH(3)-10d NAILS (0.131"x 3") BLOCKING BEHIND THE ATTACH 2x4 VERTICAL TO FACE VERTICAL WEB IS OF TRUSS. FASTEN TO TOP AND ATTACH TO CHORD RECOMMENDED WHILE BOTTOM CHORD WITH(2)- Od WITH TWO#12 x 3" NAILING THE STRONGBACK NAILS(0.131"x 3")IN EACH CHORD WOOD SCREWS(.216"DIAM.) USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT SCREW THROUGH OUTSIDE ANCHOR TO ATTACH SCAB WITH 3 TO BOTTOM CHORD WEB WITH(3)-1 Od NAILS ( ) 1 Od NAILS FACE OF CHORD INTO EDGE OF (0.131"x 3") (0.131"x 3") STRONGBACK(DO NOT USE DRYWALL TYPE SCREWS) ���111111/// TRUSS 2x6 4-0-0 WALL BLOCKING ���\ ``S S• /�� STRONGBACK (TYPICAL SPLICE) (BY OTHERS) (BY OTHENP `��v... �� /ice V \,\CENSE * T;j" 9 �� 6/22/11 W' �� STATE OF THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, �i� FCORIDP.•'' r^ DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4'-0"LONG \ SCAB CENTERED ON THE SPLICE AND JOINED WITH (12)-10d NAILS ��S/Ok. (0.131"x 3") EQUALLY SPACED. �/ IV/� ///I I I I% \\\ ALTERNATE METHOD OF SPLICING: 1109 COASTAL BAY OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-0"AND FASTEN WITH (12)- 1 O BOYNTON BC, FL 33435 NAILS(0.131"x 3")STAGGERED AND EQUALLY SPACED. (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL) FEI3RUARY 14, 2012STANDARD PIGGYBACK ST-PIGGY-7-10 TRUSS CONNECTION DETAIL MiTek Industries,Chesterfield,M MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT=30 FEET MAX TRUSS SPACING=24"O.C. 0 0o CATEGORY II BUILDING a oo EXPOSURE B or C ASCE 7-10 DURATION OF LOAD INCREASE:1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES MiTek Industries, Inc. TRANSFERING DRAG LOADS(SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. A-PIGGBACK TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN E WITH(2)0.131"X 3.5"TOE NAILED. B-BASE TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. C-PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24"O.C. A UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH(2) 0.131"X 3.5"NAILS EACH. D-2 X X 4'-0"SCAB,SIZE AND GRADE TO MATCH TOP CHORD OF PIGGYBACK TRUSS,ATTACHED TO ONE FACE,CENTERED ON INTERSECTION,WITH(2)ROWS OF 0.131"X 3"NAILS @ 4"O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT.IN BOTH DIRECTIONS AND: 1.WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN,OR 2.WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12 ft. E-FOR WIND SPEEDS BETWEEN 126 AND 160 MPH,ATTACH C MITEK 3X8 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT 72"O.C.W/(4)0.131"X 1.5"PER MEMBER.STAGGER NAILS FROM OPPOSING FACES.ENSURE 0.5"EDGE DISTANCE. (MIN.2 PAIRS OF PLATES REQ.REGARDLESS OF SPAN) B D WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On PLATES AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAB CONNECTION PER NOTE D ABOVE This sheet is provided as a Piggyback connection FOR ALL WIND SPEEDS,ATTACH MITEK 3X6 20 GA Nail-On PLATES TO detail only.Building Designer is responsible for all EACH FACE OF TRUSSES AT 48"O.C.W/(4)0.131"X 1.5"PER MEMBER. permanent bracing per standard engineering practices or STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5"EDGE DISTANCE. refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. VERTICAL WEB TO FOR LARGE CONCENTRATED LOADS APPLIED �\\`\` EXTEND THROUGH �� VS S K BOTTOM CHORD TO CAP TRUSS REQUIRING A VERTICAL WEB: `��J�� ,.•••••..; OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS �,\GENSF MUST MATCH IN SIZE,GRADE,AND MUST LINE UP AS SHOWN IN DETAIL. 2) ATTACH 2 x_x 4'-0"SCAB TO EACH FACE OF * N 34869 TRUSS ASSEMBLY WITH 2 ROWS OF 10d(0.131"X 3")NAILS SPACED 4"O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH = _ VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) W (MINIMUM 2X4) 3/ 9/1 /12 41j Z' 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM !O STATE OF CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS % FCORIDP DER LOADS, GREATER THAN 4000 LBS. i 4) NUMBER R OF P YS OF PIGGYBACK TRUSS R PIGGYBACK TRUSSES CARRYING T O MATCH BASE TRUSS. � O N A` 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. 1109 COASTAL BAY BOYNTON BC, FL 33435 FEBRUARY 14, 2012 Standard Gable End Detail ST-GE130-001 �� ®� MiTek Industries,Chesterfield,MO Pa�ge7l:of 2 2xTypical fl� —V l x4 L Brace Nailed To 2x Verticals W/10d Nails,6"o.c. Vertical Stud a o0 o� Vertical Stud (4)-16d Common Wire Nails DIAGONAL V�� BRACE MiTek Industries, Inc. 16d Common SECTION B-B �—Wire Nails DIAGONAL BRACE �_� Spaced 6"O.C. 4'-0"O.C.MAX (2)-10d Common 2x6 Stud or TRUSS GEOMETRY AND CONDITIONS Wire Nails into 2x6 2x4 No.2 of better SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace 12 Nailed To 2x_Verticals SECTION A A w/(4)-10d Common Nails A Varies to Common Truss 2x4 Stud ///7777777 SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING A TO TRUSSES WITH(2)-10d NAILS AT EACH END. *�c ATTACH DIAGONAL BRACE TO BLOCKING WITH B B 3x4=H (5)-10d COMMON WIRE NAILS. (4)-8d NAILS MINIMUM,PLYWOOD SHEATHING TO 2x4 STD SPF BLOCK Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B 2a"Max Roof Sheathin NOTE: 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND \�\ WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. . (2) 1„a 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. M3X ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT (2)-10d NAILS BRACING4."LBRACEOSYSTEM.F ROOF S SPECIFIED TO BE FULL LENGTH. GRADES:1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0"O.C. /TrUS s 24" O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. x6 DIAGONAL BRACE (REFER TO SECTION A-A) Dlag. Brace /ATTACHED TO VERTICAL WITH ACED 44 O.C. 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. ( ) 16d 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. at 1/3 point COMMON WIRE NAILS AND ATTACHED 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR If Heeded TO BLOCKING WITH(5)-10d COMMONS. TYPE TRUSSES. End Wall HORIZONTAL BRACE 2 DIAGONAL (SEE SECTION A-A) Minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length S S. i 2x4 SPF Std/Stud 12"O.C. 4-0-7 4-3-2 6-0-4 8-0-15 12-1-6oCENg 2x4 SPF Std/Stud 16"O.C. 3-7-0 3-8-4 5-2-10 7 1-15 10 8 15 : F 2x4 SPF Std/Stud 24"O.C. 2-11-1 3-0-2 4-3 2 5-10-3 8 9-4 *' N 34869 Diagonal braces over 6'-3"require a 2x4 T-Brace attached to - � f `^�' one edge. Diagonal braces over 12'-6"require 2x4 I-braces =� LLI attached to both edges. Fasten T and I braces to narrow edge 3/29/12 of web with 10d common wire nails 8in o.c.,with 3in minimum �� STATE OF end distance. Brace must cover 90%of diagonal length. i F�ORIDP.•'���?� CATEGORY 11 B BMAX MEAN OUIILD NGHT=30 FEET '��/7s�O EXPOSU or C ASCE 7-98,ASCE 7-02,ASCE 7-05 130 MPH 1109 COASTAL BAY ASCE 7-10 160 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. BOYNTON BC, FL 33435 DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. i FEBRUARY 14, 2012 Standard Gable End Detail SHEET 2 MiTek Industries,Chesterfield,MO Page 2 of 2 ALTERNATEDIAGONAL � 24' DICONC TO THE BOTTOM CHORD a 00 HORIZONTAL BRACE 2x6 DIAGONAL BRACE SPACED 48"O.C. (SEE SECTION A-A) ATTACHED TO VERTICAL WITH(4)-16d COMMON WIRE NAILS AND ATTACHED MiTek Industries, Inc. Roof Sheathing-- TO BLOCKING WITH(5)-10d COMMONS. Max. IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR NAIL DIAGONAL BRACE TO THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE PURLIN WITH TWO 16d NAILS CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT \ MAY RESULT FROM THE BRACING OF THE GABLE ENDS \ 2X 4 PURLIN FASTENED TO FOUR TRUSSES WITH TWO 16d NAILS EACH.FASTEN PURLIN \ TO BLOCKING W/TWO 16d NAILS(MIN) Diag. Brace \ \ PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES at 1/3 points SUPPORTING THE BRACE AND THE TWO TRUSSES if needed \ ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH(2)-10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) 10d COMMON WIRE NAILS. End Wall 7� CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: STRUCTURAL METHOD 1 :ATTACH A MATCHING GABLE TRUSS TO THE INSIDE GABLE TRUSS FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE. METHOD 2:ATTACH 2X_SCABS TO THE FACE OF EACH VERTICAL SCAB ALONG MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING VERTICAL NAILING SCHEDULE.SCABS ARE TO BE OF THE SAME SIZE,GRADE AND SPECIES AS THE TRUSS VERTICALS NAILING SCHEDULE: FOR WIND SPEEDS 120 MPH(ASCE 7-98,02,05),150 MPH(ASCE 7-10)OR LESS,NAIL ALL MEMBERS WITH ONE ROW OF 10d(.131"X 3")NAILS SPACED 6•'O.C. FOR WIND SPEEDS GREATER 120 MPH(ASCE 7-98,02,05),150 MPH(ASCE 7-10)NAIL ALL MEMBERS WITH TWO ROWS OF 10d(.131"X 3")NAILS SPACED 6"O.C.(2X 4 STUDS MINIMUM) MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE / VALID AND ARE TO BE FASTENED TO THE SCABS OR INLAYED STUD VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. / AN ADEQUATE DIAPHRAGM OR OTHER METHODOFBRACING MUST STRUCTURAL BE PRESENT TO THE BOTTOM GABLE TRUSS / CHORD TO RESIST PROVIDE OUT OF PLATNELO``SgqRSPrH T�ddl(yG�SHOWN IN THIS DETAIL IS FOR THE VERTICAL/S�zlgmo Y.S K NOTE:THIS DETAIL IS TO BE USED ONLY FOR / — * ' N 3486)9 STRUCTURAL GABLES WITH INLAYED = _ STUDS.TRUSSES WITHOUT INLAYED _ _0 _ STUDS ARE NOT ADDRESSED HERE. / W �� OX 3/29/12 - STATE OF STANDARD / % FCORO' GABLE TRUSS �j�/ S1/'' •••• ''��\�� 1109 COASTAL BAY BOYNTON BC, FL 33435 ■ _ TECHNICAL BULLETIN April 2010 by Weyerhaeuser Bulletin TB-300 Multiple-Member Connections for Side-Loaded Beams with Concentrated Loads Table 1: Maximum Concentrated Load Applied to Beam - Bolt or Nail Connection (lbs)(") Hanger '/2"o or'/4"o BOItS(394) 16d (0.148"x 31/4") Nails Beam Configuration Bolt #Bolts #Nails Type Diameter(2) 2 4 6 8 6 12 18 24 3-ply 11/4" FACE 0.5 2,100 4,200 6,300 8,400 2,125to 4,250"' 6,370(si 8,495is (51/4' Beam) 0.75 3,060 6,120 9,180 12,240 TOP 0.5 760 1,525 2,285 3,050 ) ts> si 8) J 0.75 930 1,860 2,790 3,720 1,060162,125 3,185 4,250 FACE 3'/2"+1 9/4" - - (51/4" Beam) _" 0.5 1,050 2,100 3,150 4,200 TOP 1,060 2,125 3,185 4,250 0.75 1,530 3,060 4,590 6,120 0.5 2,100 4,200 6,300 8,400 3'/2"+1'/4" FACE/ (5'/4" Beam) TOP 2,125tsl 4,250tst 6,3701s> 8,495 iso 0.75 3,060 6,120 9,180 12,240 FACE 0.5 1,400 2,800 4,200 5,600 --- --- --- --- 4-ply 1%" 0.75 2,040 4,080 6,120 8,160 (7" Beam) TOP 0.5 675 1,355 2,030 2,710 ___ ___ _ --- 0.75 825 1,655 2,480 3,305 0.5 2,800 5,600 8,400 11,200 FACE 2,830ts' 5,665ts1 8,495ts) 11,3301s1 2-ply 1%"+3'/2" 1 0.75 5,025 10,050 15,070 20,095 (7"Beam) 0.5 935 1,865 2,800 3,735 TOP 945'6' 1,89016' 2,830tet 3,775ts' 0.75 1,360 2,720 4,080 5,440 2-ply 3'/z" FACE/ 0.5 1,720 3,440 5,160 6,880 (7" Beam) TOP 0.75 2,480 4,960 7,440 9,920 2-ply 1'/<"+31/2" FACE/ 0.5 1,015 2,030 3,050 4,065 (7"Beam) TOP --- --- 0.75 1,240 2,480 3,720 4,960 FACE 0.5 11720 3,440 5,160 6,880 --- --- --- --- 2-ply 1%"+ 3'/2" 0.75 2,480 4,960 7,440 9,920 (7" Beam) TOP 0.5 675 1,355 2,030 2,710 -- --- --- --- 0.75 825 1,655 2,480 3,305 SFTAOCPE0.5 2,800 5,600 8,400 11,200 (7" Beam /) 2,830"' 5,665"' 8,495") 11,330ts� 0.75 5.025 10,050 15,070 20,095 1. See page 4 for table General Notes,connection details and beam depth limitations. 2. Washers required. Bolt holes to be 9/16"maximum for 1/2"bolts, 13/16"maximum for 3/."bolts. 3. Minimum end distance for bolts is 6". 4. Drilling bolt holes reduces the section of the beam and thus the load capacity of the supporting member.Shear and moment capacity of the beam must be checked at the location of each row of bolts. 5. Number of required nails shown must be installed from side opposite hanger. 6. Number of required nails shown must be installed from hanger side.Additionally, install half the number of required nails from side opposite hanger. Page 1 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) -www.iLevel.com Weyerhaeuser,il_evel,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.©2010 Weyerhaeuser NR Company.All rights reserved. ■ TECHNICAL BULLETIN April 2010 by Weyerhaeuser Bulletin TB 300 Table 2A: Maximum Concentrated Load Applied to Beam -Wood Screw Connection (lbs)"' Fastener Type Hanger Wood USP WS Simpson SDS Beam Configuration Screw Type Length #Screws #Screws 2 4 6 8 2 4 6 8 T-1 FACE 3'/i' 1,435 2,870 4,305 5,740 2,040 4,080 6,120 8,160 3-ply 1%" (51/4"Beam) TOP 121 3'/z' 720 1,435 2,155 2,870 1,020 2,040 3,060 4,080 FACE 3'/z' - - - --- --- --- --- --- 3%"+1%" (51/4"Beam) ' TOP 141 3'/2' 720 1,435 2,155 2.870 1,020 2,040 3,060 4,080 31/2"+1%" ' FACE/ (51/4" Beam) TOP i3) 3'/z' 1,435 2,870 4,305 5,740 2,040 4,080 6,120 8,160 FACE(2) 6'"5' 1,055 2,110 3,165 4,220 1,360 2,720 4,080 5,440 4-ply 13/4" ; (7" Beam) TOP(2) 6"(5) 705 1.405 2,110 2.810 905 1,815 2,720 3,625 i FACE 13) /z 3' " 1,915 3,825 5,740 7,655 2,720 5,440 8,160 10,880 2-ply 13/4"+3+/.2" " 6"(5) 2,110 4,220 6,325 8,435 2,720 5,440 8,160 10,880 (7" Beam) ? '/i TOP(2) 3 640 1.275 1,915 2,550 905 1,815 1 2,720 3,625 6 705 1,405 2,110 2,810 905 1,815 2,720 3,625 2-ply 31/2" FACE/ 6"(5' 1,055 2,110 3,165 4,220 930 1,860 2,785 3,715 (7" Beam) TOP i2l } 2-ply 13/4"+ 3'/2" j FACE/ 6��rs, 1,055 2,110 3,165 4,220 1,360 2,720 4,080 5,440 (7" Beam) ! TOP 13) ! I ' t 2-ply 13/4"+ 3'/2" FACE(') 6"(5) 1,055 2,110 3,165 4,220 930 1,860 2,785 3,715 ��' (7" Beam) 141 .5. TOP 6"" 705 1,405 2,110 2.810 905 1,815 2,720 3,625 51/4"+ 13/4" FACE/ (7"Beam) TOP{3) 31/2" 1,915 3,825 5,740 7,655 2,720 5,440 8,160 10,880 1. See page 4 for table General Notes,connection details and beam depth limitations. 2. Install screws from both sides of beam. 3. Install screws from side opposite hanger only. 4. Install screws from hanger side only. 5. 6"SDS or WS screws can be used with Parallam's PSL and Microllarl LVL,but are not recommended for TimberStrand"'LSL. Page 2 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com w w Weyerhaeuser.iLevel.Microllam,Parallam.TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.©2010 Weyerhaeuser NR Company.All rights reservea ■ TECHNICAL BULLETIN April 2010 by Weyerhaeuser Bulletin TB-300 Table 2B: Maximum Concentrated Load Applied to Beam -Wood Screw Connection (lbs)1'1 Connection Name Hanger Wood TrussLok Beam Configuration Type Screw Length #Screws 2 4 6 8 3 ff'� FACE 131 3%" 1,600 3,205 4,805 6,410 -ply 13/4" Beam) TOP 121 3%" 800 1,600 2,405 3,205 F 3'/s"+13/4" ACE 3%" --- (5'/4" Beam) TOP 141 33/8' 800 1,600 21405 3,205 L � 3'/2"+13/4" FACE/ 3%" 1,600 3,205 4,805 6,410 (5'/4"Beam) TOP 131 4-ply 13/4" FACE 121 5",63/," 1,160 2,320 3,480 4,640 (7" Beam) i i TOP 121 5",63/:' 775 1,545 2,320 3,095 FACE 131 3%" 2,135 4,270 6,410 8,545 2-ply 13/4"+3'/z" 5" 63/," 2,320 4,640 6,960 9,280 (7" Beam) �. TOP 121 33/8 710 1,425 2,135 2,850 5", 63/," 775 1,545 2,320 3,095 2-ply 31/2" FACE/ (7"Beam) TOP 121 5",63/" 1,160 2,320 3,480 4,640 FACE/ 2-ply 13/4"+3'/2" TOP 131 5", 63/," 1,160 2,320 3,480 4,640 (7" Beam) FACE141 5",63/" 1,160 2,320 3,480 4,640 2-ply 13/4"+ 3'/2" (7" Beam) TOP 141 5", 63/," 1,160 2,320 3,480 4,640 FACE I 131 5",6/,s " 2,320 4,640 6,960 9,280 (7" Beam) TOP 1. See page 4 for table General Notes, connection details and beam depth limitations. 2. Install screws from both sides of beam. 3. Install screws from side opposite hanger only. 4. Install screws from hanger side only. Page 3 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com w w Weyerhaeuser,iLevel,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.©2010 Weyerhaeuser NR Company.All rights reserved. ■ y TECHNICAL BULLETIN April 2010 by Weyerhaeuser Bulletin TB-300 Table 1, 2A, 2B General Notes ■ Connections are based on NDS®2005 or manufacturer's code report. ■ All plies must be the same material and grade. ■ Values are for 100%duration of load. Increase 15%for snow load or 25%for non-snow roof load conditions, where code allows. ■ Rotational effects should be considered for 7"wide beams loaded from one side only. ■ Capacities shown for face mount hanger conditions are based on 16d common (0.162"x 3'/2") nails installed in the hanger. Other nails used for face mount hanger installations invalidate the capacities in these tables. • Verify adequacy of beam with all loads applied by using iLevel software or other methods. ■ See the iLevel Trus Joist®Beams, Headers, and Columns Specifier's Guide(#TJ-9000)for required connections for uniform side loads. Bolt or Wood Screw Connection Details • 1/2' bolts-9/16"0 maximum holes • 3/4'bolts- 13/16"0 maximum holes Ci°:Ci ■ Lead holes not required for wood screws di El Conc.Load Conc.Load m m Conc.Load Conc.Load `o `o N M 0 N I EQA EQ. 2' Max (typ) 2 Fastener 4 Fastener 6 Fastener 8 Fastener Pattern Pattern Pattern Pattern Min. Beam Depth: Min.Beam Depth: Min. Beam Depth: d=7'/4'for%"o bolts d=9Y:'for M'0 bolts d=11'/4'for 1/2"0 bolts d=91/V for W 0 bolts d= 14"for'/;'0 bolts d= 16"for'/,"0 bolts Conc. Load Nailed Connection Detail E T • "STAGGER NAILS TO • PREVENT SPLITTING I _,�Z__ t 16d Sinker(typ) 1 '/2" 9" „ (0.148" x 3'/<") LL116 Nail Pattern2 Nail Pattern 18 Nail Pattern Page 4 of 8 24 Nail Pattern w CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com `iWeyerhaeuser,iLevel,Microllam.Parallam.TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.©2010 Weyerhaeuser NR Company.All rights reserved. ■ TECHNICAL BULLETIN by Weyerhaeuser March 2010 Bulletin TB-30(- Table B-30(- Table 3: Allowable Capacities of 51/4" Beams with Bolt Connections Bolt Conn. Beam Depth Dia. Loc. 71/4" 91/4" 91/s" 11'/4" 117/8 14" 16" 18" 20" 24" <5d 6,235 6,545 8,755 9,560 12,345 15,005 Max '/2„ >5d 10,150 10,500 12,950 13,825 16,800 19,600 Shear <5d 3,995 4,260 6,210 6,940 9,510 12,015 (lbs) '/4" >5d © 8,750 9,100 11,550 12,425 15,400 18,200 2 10,605 15,295 15,685 23,905 32,760 42,265 4 9,355 13,470 13,730 20,915 28.725 37,250 Max 6 9,350 13,470 13,730 20,910 28,725 37,245 a) Moment 8 13,510 20,575 28.275 36,685 E (ft-ib) 10,600 15,290 15,685 23,900 32,755 42,260 4 9,900 14,215 14,195 21,490 29,020 37,225 6 29,015 37,220 8 36,655 <5d 2,745 4,445 4,665 6,240 6,810 8,795 10,690 12,610 14,545 18,440 Max 1/2„ >5d 5,235 7,230 7,480 9,225 9,850 11,970 13,965 15,960 17,955 21,945 Shear <5d 1,455 2,845 3,035 4,425 4,945 6,775 8,560 10,390 12,250 16,040 3 s) /4 >5d 4,240 6,235 6,485 8,230 8,855 10,975 12,970 14,965 16,960 20,950 © 2 9,960 16,220 17,105 23,990 26,730 36,385 46,670 58,130 70,740 99,375 E1/Z„ 4 9,025 14,305 15,065 21,000 23,385 31,905 41,130 51,535 63,100 89,670 1 2 23,385 31,905 o Max 6 14,305 5,060 0,995 41,125 51,530 63,100 89,670 " Moment 8 20,660 23,010 31,405 40,510 50,795 62,250 88590 .2 (ft-Ib) 2 9,950 16,210 17,100 23,985 26,725 36,380 46,665 58,125 70,740 99,370 g/4„ 4 15,145 15,895 21,710 24,030 32,235 41,105 51,120 62,285 88,015 6 32,230 41,100 51,115 62,280 88,010 8 40,475 50,335 61,335 86,745 Max 1/2" <5d 4,520 4,745 6,350 6,930 8,950 10,880 12,830 Shear >5d 1 7,360 7,615 9,390 10,025 12,180 14,210 16,240 J (lbs) 3/4„ <5d 2,895 3,090 4,505 5,030 6,895 8,710 10,575 uq >5d 6,345 6,600 8,375 9,010 11,165 13,195 15,225 a 2 18,090 19,080 26,760 29,815 -40740 52,430 65,495 ® 4 15,960 16,805 23,420 26,085 35,725 46,205 58,065 1/2„ 6 15,955 16,800 23,420 26,080 35,725 46,205 58,060 Max 8 23,045 25,665 35,165 45,510 57,235 Moment (ft-Ib) 2 18,080 19,070 26,755 29,810 40,735 52,425 65,490 n. 4 16.890 17,730 24,215 26,805 36,095 46,180 57,600 6 36,085 III , IT 57,595 8 45,470 1 56,715 Table 3 General Notes ■ Connection location refers to distance from face of bearing to centerline of connection,where d is the beam depth. Less than 5d refers to connections located less than five times the depth of the beam from the face of bearing. • Shear reduction has been taken in accordance with NDS 3.4.3.3. ■ All values shown are for 5%"widths. Multiply by 1.33 for 7"wide beams. • 9%" and 11%"TimberStrand°LSL are 1.3E grade, all other depths are 1.55E grade. Page 5 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com AWeyerhaeuser,il-evel,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.C 2010 Weyerhaeuser NR Company.All rights reserved. ■ - - TECHNICAL BULLETIN March 2010 by Weyerhaeuser Bulletin TB-300 Connection Design Example Given the floor framing shown below, specify the necessary connections for the a 3-ply Microllam� LVL beam supporting a 2-ply Microllam�LVL beam on one side and floor joists from the other side. The floor joists apply a 500 plf load to the side of the beam while the 2-ply beam reaction is 5,000 lbs. See the following page for the solution. Brg (TYP.) Additional 3-1'/" x 14" Microllamu LVL Beam, Flush Connection ` - - - - - Required for r - - - - Concentrated Face Mount Hanger with 5,000 lbs Reaction Load L -- --.- ------ r - 2- 1'/4" x 14" Microllame LVLT 14" Floor Joists @ 24" o.c., Typ. Beam, Flush r 4'-0"__ Partial Framing Plan Page 6 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.83581 -www.iLevel.com AWeyemaeuser.iLevel.Microllam.Parallam.TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.©2010 Weyerhaeuser NR Company.All rights reserved. Imam'*' TECHNICAL BULLETIN March 2010 by Weyerhaeuser Bulletin TB-300 Solution: • Use the Level Trus Joist®Beams, Headers, and Columns Specifier's Guide(#TJ-9000)to select a connection for the uniform loading. Multiple options exist that meets or exceed the 500 plf requirement: — 2 rows of 1/2"diameter bolts at 16"on-center(570 plf) — 2 rows of USP WS35 wood screws at 16"on-center(540 plf)on each side of beam — 2 rows of SDS '/<"x 3'/z"at 24"on-center(510 plf)on each side of beam — 2 rows of 5"TrussLok wood screws at 24"on-center(500 plf) ■ Determine what additional connection is needed for the concentrated load using the information in this Technical Bulletin: 1. Using Table 1,2A or 2B of this bulletin, locate the section for a 3-ply 1%"member and face mount hanger. Again, multiple options exist that exceed the 5,000 Ib load requirement: — '/2"diameter bolts in a 6-bolt connection (6,300 lbs) — 16d (0.148"x 3'/<") sinker nails in an 18-nail connection (6,370 lbs) — 3'/z'WS wood screws in an 8-screw connection(5,740 lbs) — 3'/2" SDS wood screws in a 6-screw connection (6,120 lbs) — 3%"TrussLok wood screws in an 8-screw connection (6,410 lbs) Note that the allowable applied concentrated load is dependent upon the type of hanger used and 16d common nails must be used for face mount hanger installation to achieve the capacities shown. 2. If the bolted connection option is chosen,the 3-ply beam must be checked for the effect of the bolt holes from the 6-bolt connection. This task may be accomplished by utilizing the location analysis feature in iLevel software. Per the detail on page 4,the bolt holes will be located approximately V to either side of the concentrated load location. After inputting the span and load information, choose the two locations corresponding to the concentrated load location (+i_) 1'. Upon completion of the analysis, compare the calculated shear and moment for each of the two locations against the reduced allowable shear and moment capacities of the beam for the bolt pattern selected using Table 3 on page 5 of this bulletin. See the Forte software output on the following page for results of this analysis. The 3-ply Microllam®LVL beam works for the given loading. Refer to the highlighted values for the results at both bolt locations(Von either side of the load). The highest calculated shear at either location is 6035 lbs. The highest calculated moment is 25,215 ft-lbs. The connection is less than 5d (48"< 14"'5=70")from the end of the member. From Table 3 of this bulletin, the reduced allowable shear for the 3-ply 14" Microllam®LVL beam with the 6 bolt pattern located less than 5d from the end of the member is 8,795 lbs while the reduced allowable moment is 31,905 ft-lbs. Therefore,the beam is acceptable with the 6 bolt connection. ■ Select the preferred options for both the uniform load connection along the length of the beam and the concentrated load connection at the hanger location and specify both on the drawings including information on fastener type, size, spacing and installation pattern as appropriate. Page 7 of 8 CONTACT US ■ 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com Weyerhaeuser,iLevel,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.©2010 Weyerhaeuser NR Company.All rights reserved. ■ ■* "I' l= f% UAllf% Al MIIi I CTIRl a _ Level,Floor:Flush Beam (�CI'te MEMBER REPORT ) �i�J :,mare 3 PIECE(S) 1 3/4" x 14" 1.9E Micro{lamCw, LVL PASSED Overall Length 16 4 4 d J All Dimensions are Horizontal,Drawing is Conceptual, Design Results Actual @ Location Allowed Result LDF System:Floor Member Reaction(lbs) 7595 Q 2` 7809 Passed(97%) Member Type:Flush Beam Shear(lbs) 6837 @ 1'5112" 13965 Passed(49%) l.0 Building Use:Residentlat Moment(Ft-lbs) 25215 Q 4.11 7/8" 36387 Passed(69%) `D Building Code:IBC Live Load Dell-(in) 0-356 @ T 1 13116" 0.485 Passed(1-!494) Design Methodology:ASD Total Load Defl.(in) 0.456 @ 7'1 718" 0.733 Passed(1-1386) • Deflection criteria:LL(1-7360)and TL(Lf240). • Design results assume a fully braced condition where all compression edges(top and bottom)are properly braced to provide lateral stability. Bracing(Lu):All compression edges(top and bottom)must be braced at 13'15116"o1c unless detailed otherwise_Proper attachment and positioning of lateral bracing is required to achieve member stability. Supports Total Available Required Support Reactions(lbs) Accessories PP Bearing Bearing Bearing Dead f Floor 1 Roof 1 Snow 1 -Stud wall-Spruce Pine Fir 3.50' 3.50" 3.40' 1641/595510 i 0 Blocking 2-Stud wall-Spruce Pine Fir 3.50" 3.50" 2.33" 11641404510/0 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full bad is applied to the member being designed. Loads Location Tributary Dead Floor Live Roof Live Snow Comments Width (0190) (1.00) (non-snow:1.25) 11.15} 1 -Uniform(PSF) 0 to 15' 1` 100 0 400.0 0.0 0.0 10'Floor 2-Point(lb) 4' NIA 1000 4000 Cl 0 Loeatlon Analysis Shear(lbs) Moment(Ft—Ibs) Comments Actual 1 Allowed I LDF Actual I Allowed 1 LDF 1-3• 6035113965110 19186 1 363871 1.0 BOLTS LEFT OF HANGER 2.5• 39 f 1256910.9 25215136387/1.0 BOLTS RIGHT OF HANGER Forte-Software Operator Job Notes 3r25f2010 9:0221 AM il-eveM Forte—v1.1,Design Engine:1.14-8.0,1 Page 1 of 1 Page 8 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.83581 •www.iLevel.com w w Weyerhaeuser,il-evel,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.©2010 Weyerhaeuser NR Company.All rights reserved. €� L n, CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD "J ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 ��JF31�a Application Number . . . . . 14-00000728 Date 6/04/14 Property Address . . . . . . 130 SEMINOLE RD Application type description SINGLE FAMILY RESIDENCE Property Zoning . . . . . . . TO BE UPDATED Application valuation . . . . 207100 ---------------------------------------------------------------------------- Application desc new single family home ---------------------------------------------------------------------------- Owner Contractor - ------------------------ ----------------------- 221 OLEANDER LLC LEON C MARTIN INC P O BOX 11508 7721 KNOLL DR SOUTH JACKSONVILLE FL 32239 JACKSONVILLE FL 32221 (904) 334-5637 --- Structure Information 000 000 SINGLE FAMILY HOME Construction Type . . . . . TYPE 5-B Occupancy Type . . . . . . RESIDENTIAL Flood Zone . . . . . . . . ZONE X ---------------------------------------------------------------------------- Permit . . . . . . ELECTRICAL PERMIT Additional desc . . Sub Contractor . . SCHUMAN ELECTRIC INC. Permit Fee . . . . 115 . 00 Plan Check Fee 00 Issue Date . . . . Valuation . . . . 0 Expiration Date . . 12/01/14 ------------------------------------------------------------------------ Special Notes and Comments APPLICANTS REMOVED ONE DANGEROUS TREE THAT WAS GROWING INTO THE NEIGHBORS HOUSE WHICH WAS ALLOWED BY STAFF. A TREE REMOVAL PERMIT IS NECESSARY IF ANY FURTHER TREES WILL BE REMOVED. PER JTH. Avoid damage to underground water/sewer utilities . Verify vertical and horizontal location of utilities . Hand dig if necessary. If field coordination is needed, call 247-5834 . Ensure all meter boxes, sewer cleanouts and valve covers are set to grade and visible . A sewer cleanout must be installed at the property line . Cleanout must be covered with an RT1 concrete box with metal lid. Cleanout to be set to grade and visible . A reduced pressure zone backflow preventer must be installed if irrigation will be provided or if there is a private well on the property. Backflow preventer must be tested by a certified tester and a copy of the results sent to Public Utilities . Full right-of-way restoration, including sod, is Qrequired. A � A� 4E FLORIDA PERMIT ISPA@"V@&8N1 M1NPPWAA *.tb BUILDING CODES. lel s, CITY OF ATLANTIC BEACH j 800 SEMINOLE ROAD J _ _ ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 Page 2 Application Number . . . . . 14-00000728 Date 6/04/14 ---------------------------------------------------------------------------- Special Notes and Comments and container cannot be placed on City Right-of-Way. (Approved: Advanced Disposal, Realco, Shappelle ' s and Waste Management . ) Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities . Contact Public Works (247-5834) for Erosion and Sediment Control Inspection prior to start of construction. Construction parking in right-of-way only in front of this lot . 2010 FLORIDA BUILDING CODE, 2008 NATIONAL ELECTRIC CODE A sewer cleanout must be installed at the property line. Cleanout must be covered with an RT1 concrete box with metal lid. Cleanout to be set to grade and visible . REQUIRED INSPECTIONS : *POOL STEEL *ELECTRICAL GROUNDING AND BONDING *FINAL (PUMPS MUST BE RUNNING FOR FINAL) SWIMMING POOL SAFETY INSPECTION REQUIRED WINDOW AND DOOR INSPECTION: *INSTALLATION INSTUCTIONS REQUIRED *ALL STICKERS ARE TO REMAIN ON THE WINDOWS *PROVIDE ACCESS TO ALL WINDOWS TO INSPECT FASTENERS ---------------------------------------------------------------------------- Other Fees . . . . . . . . . STATE ELEC DCA SURCHARGE 2 . 00 STATE ELEC DBPR SURCHARGE 2 . 00 ------------------------------------------------------------------------ Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 115 . 00 115 . 00 . 00 . 00 Plan Check Total . 00 . 00 . 00 . 00 Other Fee Total 4 . 00 4 . 00 . 00 . 00 Grand Total 119 . 00 119 . 00 . 00 . 00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. 5'1121-ell—GrJl kti!'!LL'% I�•VV QUIU111011 L_LCI_ LI 1'— 111L. \I njN/VV-4Q'jV`1IV" I . VVI{VVI ELECTRICAL PERMIT APPLICATION (/ CITY OF ATLANTIC HEACH 800 Seminole Rd, Atlantic Beach, FL 32233 5cm— Ph (904) 47-582G .l a.� (904) ..47-5$4. .TOS ADDRESS: j �)O i ac! e— PERMIT JEA INFORMATION REQUIRED ON ALL PERMITS AMPS 2-qO VOLTS I PHASE VAC UE OF WORK.S l 07b NEW SERVICE © Overhead Underground Underground up Pole -----�..E? esidential (Main) Service F70-100 amps ZO 1 EO an s 7 D 151-200tunps i amps # of Meters ❑Commercial (Main) Service El 0-100 amps t_1101-150amps 0151-200amps ❑_ amps C-1 CT Service amps Conductor Type Size DMulti-Family(Main) Service DO-100 amps 0101-150amps 1 1151-200amps ❑ amps # of Unit Meters emporaryPole-0 _nps SERVICE UPGRADE, 0 1amps ❑ CT Service ati;ps NEW FEEDER(ADDITIONS,ACCESSORY STRUCTURES,FTC.) ❑100 amps D 15MMPS LJ200amps ❑ amps uCT Service amps ADDITIONS,REMODELS,REPAIRS,BUILD-OUTS,ACCESSORY STRUCTURES,ETC, Outlets/Switches: 0-30amps 31-100amps 101-200amps Appliances: 0-30amps �31-100amps 10I-200amps A/C Circuits: 0-60amps 61-100amps Heat Circuits: # circuits @ kw Number of Lighting Outlets, Including Fixtures: OTHER ELECTRICAL,PROJECTS USwimming Pool [--'ISign El Smoke Detectors_Qty f_lTransformers KVA ❑Motors hp FIRE ALARM SYSTEM (Requires 3 set- of plans) Qty vo Its/amps_. _ VA�J:UE OF WORK S REPAIRS/MISCELLANEOUS O'Keplace Burnt/Dainaged Meter Can OSafety Inspection OPtmel Chai ge OOR to UG OOther: Permit becomes void it work does not commence within it six month period or work is suspended or abandoned far si c months. I hereby certify that I have rcud this application and know the some to be true and correct. All provisions of laws and ordinances gnveming this work will be complied with whether specified or not. The permit does 4io �•,,,i,�late the provisions of any other state or local la,. regulation construction or the performance of construction, f Properly Owners Namet'..•f Phone Number Electrical Company Office Phone ' , - LIVID Fax Co. Address: LCity 1 Gtr nJ 11 k State Zip 32 Ij License Holder (X'rint): Dyl» `=! "?�1YY�C�(� State Certification/Registration# ��jU�a4��; Notarized Sig ttature of License Holder HOLLY NARIS WALDEN worn and subscribed before me ti day of rYYAL4 20 'I MY COMMISSION#EESS3737 EXPIRES Nowtmbef 25,2016 ignature of Notary Public CITY OF ATLANTIC BEACH J 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 'r�J131>� Application Number . . . . . 14-00000728 Date 5/29/14 Property Address . . . . . . 130 SEMINOLE RD Application type description SINGLE FAMILY RESIDENCE Property Zoning . . . . . . . TO BE UPDATED Application valuation . . . . 207100 ---------------------------------------------- Application desc new single family home ---------------------------------------------- Owner Contractor - ------------------------ ----------------------- 221 OLEANDER LLC LEON C MARTIN INC P O BOX 11508 7721 KNOLL DR SOUTH JACKSONVILLE FL 32239 JACKSONVILLE FL 32221 (904) 334-5637 --- Structure Information 000 000 SINGLE FAMILY HOME Construction Type . . . . . TYPE 5-B Occupancy Type . . . . . . RESIDENTIAL Flood Zone ZONEX ------------------- - ----- - ------------------------------------ Permit . . . . . . PLUMBING PERMIT Additional desc INSTALL 14 FIXTURES Sub Contractor CANNON PLUMBING, INC. 00 Permit Fee . . . . 153 . 00 Plan Check Fee Issue Date . . . . Valuation . . . . 0 Expiration Date . . 11/25/14 --------------------------------------- Special Notes and Comments APPLICANTS REMOVED ONE DANGEROUS TREE THAT WAS GROWING INTO THE NEIGHBORS HOUSE WHICH WAS ALLOWED BY STAFF. A TREE REMOVAL PERMIT IS NECESSARY IF ANY FURTHER TREES WILL BE REMOVED. PER JTH. Avoid damage to underground water/sewer utilities . Verify vertical and horizontal location of utilities . Hand dig if necessary. If field coordination is needed, call 247-5834 . Ensure all meter boxes, sewer cleanouts and valve covers are set to grade and visible . A sewer cleanout must be installed at the property line . Cleanout must be covered with an RT1 concrete box with metal lid. Cleanout to be set to grade and visible . A reduced pressure zone backflow preventer must be installed if irrigation will be provided or if there is a private well on the property. Backflow preventer must be tested by a certified tester and a copy of the results sent to Public Utilities . Full right-of-way restoration, including sod, is required. PERMIT IS 0ffiD�'�f)NMINtwi Ncl)�'LnusatothitTISARTICitAtt�� "SAE FLORIDA BUILDING CODES. ,I% % Ir v CITY OF ATLANTIC BEACH J 800 SEMINOLE ROAD s) ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 Page 2 Application Number . . . . . 14-00000728 Date 5/29/14 ---------------------------------------------------------------------------- Special Notes and Comments and container cannot be placed on City Right-of-Way. (Approved: Advanced Disposal, Realco, Shappelle' s and Waste Management. ) Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities . Contact Public Works (247-5834) for Erosion and Sediment Control Inspection prior to start of construction. Construction parking in right-of-way only in front of this lot . 2010 FLORIDA BUILDING CODE, 2008 NATIONAL ELECTRIC CODE A sewer cleanout must be installed at the property line. Cleanout must be covered with an RT1 concrete box with metal lid. Cleanout to be set to grade and visible . REQUIRED INSPECTIONS : *POOL STEEL *ELECTRICAL GROUNDING AND BONDING *FINAL (PUMPS MUST BE RUNNING FOR FINAL) SWIMMING POOL SAFETY INSPECTION REQUIRED WINDOW AND DOOR INSPECTION: *INSTALLATION INSTUCTIONS REQUIRED *ALL STICKERS ARE TO REMAIN ON THE WINDOWS *PROVIDE ACCESS TO ALL WINDOWS TO INSPECT FASTENERS --------------------------------------------------------- Other Fees . . . . . . . . . STATE PLBG DCA SURCHARGE 2 . 30 STATE PLBG DBPR SURCHARGE 2 . 30 ------------------------------------------------------- Fee summary Charged Paid Credited Due ----------------- ---------- ---------- --------- Permit Fee Total 153 . 00 153 . 00 . 00 . 00 Plan Check Total . 00 . 00 . 00 . 00 Other Fee Total 4 . 60 4 . 60 . 00 . 00 Grand Total 157 . 60 157 . 60 . 00 . 00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. PLUMBING PERMIT APPLICATION CITY OF ATLANTIC BEACH 800 Seminole Rd Atlantic Beach, FL 32233 Ph(904) 247-5826 Fax Fax (904) 247-5845 JOB ADDRESS: 130 .Sc 01 <.e D`;- /" PERMIT # NEW OR REPLACEMENT INSTALLATION: Project Value$ 5 go e loop— TYPE of FIXTURE QTY TYPE of FIXTURE QTY Bathtub / Septic Tank&Pit Clothes Washer �_ Shower 0_ Dishwasher Shower Pan / Drinking Fountain Slop Sink Floor Drain Three Compartment Sink Floor Sink Toilet .3 Hose Bibs Urinal Kitchen Sink / Vacuum Breakers Laundry Tray Water Connected Appliances Lavatory _ Water Heater I Other Fixtures Water Treating System RE-PIPE: TYPE of FIXTURE QTY TYPE of FIXTURE QTY Bathtub Septic Tank&Pit Clothes Washer Shower Dishwasher Shower Pan Drinking Fountain Slop Sink Floor Drain Three Compartment Sink Floor Sink Toilet Hose Bibs Urinal Kitchen Sink Vacuum Breakers Laundry Tray Water Connected Appliances Lavatory Water Heater Other Fixtures Water Treating System MISCELLANEOUS: ❑ Sewer Replacement ❑ Back Flow Preventer ❑ Grease Interceptor(Trap) gallons(Requires 3 sets of plans) ❑ Lawn Sprinkler System-Number of Heads ❑ Well ** **SJRWD Well Completion Form. Completed form to be submitted to the Building Department for final inspection.** N.OfFier Permit becomes void if work does not commence within a six month period or work is suspended or abandoned for six months.I hereby certify that I have read this application and know the same to be true and correct. All provisions of laws and ordinances governing this work will be complied with whether specified construction or the performance of construction. local law regulation cons p or not. The permit does not give authority to violate the provisions of any other state oro gu Property Owners Name Phone Number Plumbing Company 6_�r n.4 a..l /u"7.s/in I �^'L Office Phone 7YY&_3 SVOFax Co. Address: /71°/" 2 0_07'`l /t-� tv City J*- ,< State F4 Zip -?22-It ��'� License Holder(Print): 04 n Ca ti-4+•1. State Certification/Registration# �Fc/�a/L Glyn Notarized Signature of License Holder w ��'�' 0 (PS I�� ,1 -0 JENNIFER WALKER =o. fore me this day of 2 MY COMMISSION#FF 011480 EXPIRES:April 24,2017 o,F Bonded Thru Notary Public Underv+dter� nature of Notary Pub CITY OF ATLANTIC BEACH r 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 Application Number . . . . . 14-00000728 Date 6/19/14 Property Address . . . . . . 130 SEMINOLE RD Application type description SINGLE FAMILY RESIDENCE Property Zoning . . . . . . . TO BE UPDATED Application valuation . . . . 207100 ------------------------------------------- Application desc new single family home ------------------------------------------- Owner Contractor - ------------------------ ----------------------- 221 OLEANDER LLC LEON C MARTIN INC P O BOX 11508 7721 KNOLL DR SOUTH JACKSONVILLE FL 32239 JACKSONVILLE FL 32221 (904) 334-5637 --- Structure Information 000 000 SINGLE FAMILY HOME Construction Type . . . . . TYPE 5-B Occupancy Type . . . . . . RESIDENTIAL -----Flood ---- - FloodZone-------------------ZONE-X------------------------------------ Permit . . . . . . MECHANICAL HVAC PERMIT Additional desc . Sub Contractor . . A/C MASTERS HVAC INC . 00 Permit Fee 103 . 00 Plan Check Fee . Issue Date . . . Valuation 0 Expiration Date . . 12/16/14 -------------------------------------- Special Notes and Comments APPLICANTS REMOVED ONE DANGEROUS TREE THAT WAS GROWING INTO THE NEIGHBORS HOUSE WHICH WAS ALLOWED BY STAFF. A TREE REMOVAL PERMIT IS NECESSARY IF ANY FURTHER TREES WILL BE REMOVED. PER JTH. Avoid damage to underground water/sewer utilities . Verify vertical and horizontal location of utilities . Hand dig if necessary. If field coordination is needed, call 247-5834 . Ensure all meter boxes, sewer cleanouts and valve covers are set to grade and visible . A sewer cleanout must be installed at the property line . Cleanout must be covered with an RT1 concrete box with metal lid. Cleanout to be set to grade and visible . A reduced pressure zone backflow preventer must be installed if irrigation will be provided or if there is a private well on the property. Backflow preventer must be tested by a certified tester and a copy of the results sent to Public Utilities . Full right-of-way restoration, including sod, is required. PERMIT ISFATaR1OVQS f)NIUOntAXi NCVWPWALLTIgAtO �LQW'CjW K rQMftj Ai"E FLORIDA BUILDING CODES. CITY OF ATLANTIC BEACH f 800 SEMINOLE ROAD rj ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 Page 2 Application Number . . . . . 14-00000728 Date 6/19/14 ---------------------------------------------------------------------------- Special Notes and Comments and container cannot be placed on City Right-of-Way. (Approved: Advanced Disposal, Realco, Shappelle ' s and Waste Management . ) Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities . Contact Public Works (247-5834) for Erosion and Sediment Control Inspection prior to start of construction. Construction parking in right-of-way only in front of this lot . 2010 FLORIDA BUILDING CODE, 2008 NATIONAL ELECTRIC CODE A sewer cleanout must be installed at the property line. Cleanout must be covered with an RT1 concrete box with metal lid. Cleanout to be set to grade and visible. REQUIRED INSPECTIONS : *POOL STEEL *ELECTRICAL GROUNDING AND BONDING *FINAL (PUMPS MUST BE RUNNING FOR FINAL) SWIMMING POOL SAFETY INSPECTION REQUIRED WINDOW AND DOOR INSPECTION: *INSTALLATION INSTUCTIONS REQUIRED *ALL STICKERS ARE TO REMAIN ON THE WINDOWS *PROVIDE ACCESS TO ALL WINDOWS TO INSPECT FASTENERS ---------------------------------------------------------------------------- Other Fees . . . . . . . . . STATE MECH DCA SURCHARGE 2 . 00 STATE MECH DBPR SURCHARGE 2 . 00 ---------------------------------------------------------------------------- Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 103 . 00 103 . 00 . 00 . 00 Plan Check Total . 00 . 00 . 00 . 00 Other Fee Total 4 . 00 4 . 00 . 00 . 00 Grand Total 107 . 00 107 . 00 . 00 . 00 PERMIT IS APPROVED ONLI' IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. MECHANICAL PERMIT APPLICATION CITY OF ATLANTIC BEACH 800 Seminole Rd Atlantic Beach, FL 32233 Ph(904) 247-5826 Fax(904) 247-5845 PERMIT# { JOB ADDRESS: I V �P I t rk"- w I PROJECT VALUE $ NEW AIR CONDITIONING & HEATING SYSTEM INSTALLATION Air Conditioning: Unit Quantity _L- Tons Per Unit Unit Quantity 1 BTU's Per Unit /0 K� Seer Rating Heat: REQUIRED Duct Systems: Total CFM i N tl�' REPLACEMENT AIR CONDITIONING & HEATING SYSTEM Tons Per Unit INSTALLATION REQUIREDLLATION Air Conditioning: Unit Quantity BTU's Per Unit Seer Rating Heat: Unit Quantity REQUIRED Duct Systems: Total CFM FIRE PREVENTION Quantity (Requires 3 sets of plans) Fire Sprinkler System Q y Quantity (Requires 3 sets of plans) Fire Standpipe (Requires 3 sets of plans) Underground Fire Main Value (Requires 3 sets of plans) Fire Hose Cabinets Quantity Quantity (Requires 3 sets of plans) Commercial Hoods Q y (Requires 3 sets of plans) Fire Suppression Systems Quantity FIRE PLACES MISCELLANEOUS: Prefabricated Fireplace Qty Automobile Lifts BTU'sBoilers Gas Piping Outlets Elevators/Escalators ALL OTHER GAS PIPING Heat Exchanger Quantity of Outlets Pumps #Vented Wall Furnaces Refrigerator Condenser BTU's #Water Heaters Solar Collection Systems Tanks (gallons) Wells OTHER: t I Permit becomes void if work does not commence withinta s411n►ovisions of laws and ordinanh period or'work is oesdgovernor aing this work wfor six ill be complied with whs.I hereby certify ether specified this application and know the same to be true and correc p or not. The permit does not give authori to violate the provisions of any other state or local law regulation construction or the performance of construction. S Phone Number Property Owners Name o— _ /a C I'�t k�c.s ��y At _Office Phone Mechanical Company 7 wa S �� City ���tS;?n�� ��< State 'L Zip Co. Address: —I y 14-1 � p �/ �� ification/Registration# � I d� 3 5 1 License Holder(Print): C L V LAS Notarized Signature of License Holder Sworn and subscribed before m his day o �uhc 20 -- DEBRA ANN HOISINGTON MY COMMISSION 0 EE213758 Signature of Notary Public EXPIRES October 15 2016 (4011�ot63 fq�deNOUrySw�c�.00m