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1654 ATLANTIC BEACH DR - RES18-0040 NEW SFR PERMIT �JAl`I t rS �� i CITY OF ATLANTIC BEACH t1tJ,V. ;' 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 01319'' INSPECTION PHONE LINE 247-5814 RESIDENTIAL - NEW SINGLE FAMILY RESIDENCE MUST CALL BY 4PM FOR NEXT DAY INSPECTION: 247-5814 PERMIT INFORMATION: PERMIT NO: RES18-0040 Description: new single-family residence Estimated Value: 485936.9 Issue Date: 2/22/2018 Expiration Date: 8/21/2018 PROPERTY ADDRESS: Address: 1654 ATLANTIC BEACH DR RE Number: 169505 2050 PROPERTY OWNER: Name: TOLL FL VI LIMITED PARTNERSHIP Address: 250 GIBRALTAR RD HORSHAM, PA 19044 GENERAL CONTRACTOR INFORMATION: Name: Address: Phone: Name: TOLL BROS.,INC Address: 250 GIBRALTAR RD STEVEN R MERTEN HORSHAM, PA 19044 Phone: PERMIT INFORMATION: Please see attached conditions of approval. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. * A notice of Commencement is only required for work exceeding an estimated value of $2,500. For HVAC work, a Notice of Commencement is only required when HVAC work exceeds and estimated value of$7,500. 0,avf,, City of Atlantic Beach APPLICATION NUMBER Js 14 Building Department (To be assigned by the Building Department.) 800 Seminole Road n Es1 --UvrQ ( Atlantic Beach, Florida 32233-5445 '` '7 CJ Phone(904)247-5826 • Fax(904)247-5845 `l �JF >P E-mail: building-dept@coab.us Date routed: I I v (0 I I g City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: L(DS-LA f`-3(U,t(*(_ gQ Et \ ( • Department review required Yes/No �Bulldi g� i/ Applicant: I Cl V 13 f l)S J Y\L Manning &Zoning, Tree Aaministra or Project: \ Q- �-J �� N\(k{ \nor 1.Q b+rc of ublic tilities Public Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: Approved. Wnied. ❑Not applicable (Circle one.) Comments: BUILDING PLANNIN &ZONING Reviewed by: Date: TREE ADMIN. Second Review: F4proved as revised. ❑Denied. ❑Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: /117 Date: 2-113/20/r FIRE SERVICES Third Review: ❑Approved as revised. ❑Denie . ❑Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 �sAL. ss CITY OF ATLANTIC BEACH r, ,J 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 (904) 247-5800 BUILDING REVIEW COMMENTS Date: 2/6/2018 Permit#: RES18-0040 Site Address: 1654 ATLANTIC BEACH DR Review Status: RE#: 169505 2050 Applicant: TOLL BROS.,INC Property Owner: ATLANTIC BEACH PARTNERS LLC Email: ARegnier@TOLLBROTHERSINC.COM Email: Phone: 9043866472 Phone: THIS REVIEW IS ONE OF MULTIPLE DEPARTMENT REVIEWS. Revisions may not be submitted until ALL departments have completed their respective reviews. Revisions submitted MUST respond to EACH department review. Submittals that respond to only one or a few correction items will not be accepted. Correction Comments:------ 1. omments:- ---1. M er bathroom window adjacent to tub, labeled E on plans, should be tempered. R i: 4.5. Verify the ight of window sill is more than 60 inches above walking or sitting surface at tub area If not -submit the correction to the window schedule on page A3.N of the Archit- . • awings. 2 copies. 2. The - er page,Cl, needs to be updated to reflect the current o•es that are in affect as of January 1, 2018. Se2o, P Building Mike Jones Building Inspector/Plans Examiner City of Atlantic Beach 800 Seminole Road Atlantic Beach, FL 32233 904.247.5 844 Email:mjones@coab.us Resubmittal Notes: All revisions and changes shall clearly stand out from the rest of the drawing on the sheet as a revision by way of completely encircling the change with "clouding".The revision shall also be identified as to the sequence of revision by indicating a triangle with the revision sequence number within it and located adjacent to the cloud.The revision date and revision sequence number shall also be indicated in a conspicuous location in the title block for each sheet on which Pte' a revision for that sequence occurs. For projects still in the initial review stage and permit pending, all sheets with revisions shall be inserted into each set of drawings.The original sheets must be clearly marked "VOID" but are to be left within the set of drawings. Complete new sets of drawings will not be accepted. ADDITIONAL ITEMS MAY BE REQUIRED DEPENDING UPON NEW INFORMATION AND CLARITY OF FINAL PLANS SUBMITTED FOR REVIEW. • ' .,is CITY OF ATLANTIC BEACH kj � 800 Seminole Road . iL� OFFICE COPY Atlantic Beach, Florida 32233 REVISION REQUEST/ CORRECTIONS TO PLAN REVIEW COMMENTS FEB - `? 2018 Date 2/8/2018 Revision to Issued Permit Corrections to Comments X Permit#RES18-0040 Project Address 1654 Atlantic Beach Blvd Contractor/ Contact Name Audrey Regnier Phone 904.595.5243 Email aregnier@tollbrothers.com Description of Proposed Revision/Corrections: Permit Fee Du. $ 5 0 . Op Corrected roof overhang detail, master bath window, and cover page FBC edition per comments. Additional Increase in Building Value $ Additional S.F. By signing below, I Audrey Regnier affirm the Revision is inclusive of the proposed changes. (printed name) / j _. 2/8/2018 L.-...i.... Signature of Co:ractor /Agent('ontractor must sign if increase in valuation) Date (Office Use Only) Approved )1 Denied Not Applicable to Department Revision/Plan Review Comments De'rtrtment Review Required: M Bum._- / ' ' • . ping &Zoning Reviewed By Tree Adminis ra or Public Works Public Utilities 2 • / 3. 20! ' Public Safety Date Fire Services 40J.n;.,, City of Atlantic Beach APPLICATION NUMBER jS 44141414 Building Department (To be assigned by the Building Department.)l 800 Seminole Road (L51 . :-Do ( ,-�l imr) �r Atlantic Beach, Florida 32233-5445 C� "1 11 Phone(904)247-5826 • Fax(904)247-5845 1 F1,01 9 E-mail: building-dept@coab.us Date routed: 1 'v I 1 s City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: [CO3" ��0. n*C EzuL I\ 0 i ._ Department review required Yes No C3u ll- ic7� h Applicant: [ O` ' (3{i)S_ hr* . lanrimg &Zoning) -� Tree A-aministrafor Project: 1\ - L--J S1\13 - -11 jh.� \NOfYAS. '_ublic oW rcl s 'ublic tilities Public Safety _ Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept.of Transportation St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS,�/ Reviewing Department First Review: nApproved. Denied. nNot applicable (Circle one.) Comments: Ra.27z, BUILDING CV y / PLANNING & ZONING Reviewed by: Date: I 33- 1 TREE ADMIN. Second Review: prApproved as revised. ❑Denied. ❑Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES /� J PUBLIC SAFETY Reviewed by:� �-- Date:^ I / — 18 FIRE SERVICES Third Review: ['Approved as revised. ❑Denied. ❑Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 _`$t CITY OF ATLANTIC BEACH r OFFICE ' ' 800 SEMINOLE ROAD ►� ATLANTIC BEACH, FL 32233 (904) 247-5800 ZONING REVIEW COMMENTS Date: 1/30/2018 Permit#: RES18-0040 Site Address: 1654 ATLANTIC BEACH DR Review Status: DENIED RE#: 169505 2050 Applicant: TOLL BROS.,INC Property Owner: ATLANTIC BEACH PARTNERS LLC Email: ARegnier@TOLLBROTHERSINC.COM Email: Phone: 9043866472 Phone: THIS REVIEW IS ONE OF MULTIPLE DEPARTMENT REVIEWS. Revisions may not be submitted until ALL departments have completed their respective reviews. Revisions submitted MUST respond to EACH department review. Submittals that respond to only one or a few correction items will not be accepted. Correction Comments: Roof 0 ang: Page A5.2.48 Exterior Elevation Details calls for a 9'-4" roof overhang in the front of th- house. ' ease indicate the correct roof overhang on the plans. ire), 2- ?- 2cAl Brian Broedell bbroedell(r)coab.us Resubmittal Notes: All revisions and changes shall clearly stand out from the rest of the drawing on the sheet as a revision by way of completely encircling the change with "clouding".The revision shall also be identified as to the sequence of revision by indicating a triangle with the revision sequence number within it and located adjacent to the cloud.The revision date and revision sequence number shall also be indicated in a conspicuous location in the title block for each sheet on which a revision for that sequence occurs. For projects still in the initial review stage and permit pending, all sheets with revisions shall be inserted into each set of drawings.The original sheets must be clearly marked "VOID" but are to be left within the set of drawings. Complete new sets of drawings will not be accepted.ADDITIONAL ITEMS MAY BE REQUIRED DEPENDING UPON NEW INFORMATION AND CLARITY OF FINAL PLANS SUBMITTED FOR REVIEW. CITY OF ATLANTIC BEACH ��1 \� 800 Seminole Road V. � '' � � , , Atlantic Beach,Florida 32233 t1 � REVISION, QUEST/CORRECTIONS TO PLAN REVIEW COMMENTS FEB - 8 2018 11 l ; Date f2" '" Revise o n to Issued Permit Corrections to Comments X Permit# RES 18-0040 Project Address 1654 Atlantic Beach Blvd Contractor/Contact Name Audrey Regnier Phone 904.595.5243 Email aregnier@tollbrothers.com Description of Proposed Revision/Corrections: Permit Fee Due $ Corrected roof overhang detail, master bath window, and cover page FBC edition per comments. Additional Increase in Building Value$ Additional S.F. By signing below,I Audrey Regnier affirm the Revision is inclusive of the proposed changes. (printed name) 1) 2/8/2018 Signature of Co ractor/Agent( ontractor must sign if increase in valuation) Date (Office Use Only) Approved / Denied Not Applicable to Department Revision/Plan Review Comments DeRartment Review Required: ., ---- Bui . ' . ring & Zoning . Reviewed By Tree Adminis ra or Public Works �_ ( � _ l Public Utilities Public Safety Date Fire Services iJ\nI , City of Atlantic Beach APPLICATION NUMBER �sillw 1 Building Department (To be assigned by the Building Department.) 800 Seminole Road nc + I r Uv 4Q -,, Atlantic Beach, Florida 32233-5445 '- �l `1Phone(904)247-5826 • Fax(904)247-ftECEIIJrE. 5 1 Q "�,,319� E-mail: building-dept@coab.us JAN 2 g 2018 Date routed: I I v lD 1 I U City web-site: http://www.coab.us BY:-_.. .. APPLICATION REVIEW ANDTRACKING FORM Property Address: 1,10S14 AA-U.1 n C IgQic-ti\ 01 Department review required Yes No Butli ds: Applicant: 1 O\ V i3fpS J hr* : !arming &Zoning J Tree A minis ra or Project: 1\ Q 0S�NI - c ( ( oiyvv__ biic otl r s� ublic Utilities Public Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept.of Transportation St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: pproved. ❑Denied. ['Not applicable (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed by: / 2frlZ Date:/2f-7/, TREE ADMIN. Second Review: ❑Approved as revised. ❑Denied. Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ❑Approved as revised. I 'Denied. ['Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 City of Atlantic Beach APPLICATION NUMBER `terb cd Building Department �� w. (To be assigned by the Building Department.) 14'4800 Seminole RoadL ` / ,�� , �� Atlantic Beach, Florida 32233-5445 R T 00 LI O Phone(904)247-5826 • Fax(904) 584AN 2 9 2018 0;;1�P E-mail: building-dept@coab.us Date routed: I '�� I City web-site: http://www.coab.us BY:. APPLICATION REVIEW AND TRACKING FORM Property Address: L1Q3 ( A3Atti C. �Q IA ii j • Department review required Yes No Ciuildic Applicant: �� l ( fl)S3n(_. • Planning Zoni g Tree A minis ra or Project: 11 u� � e..- �� \ftL\ ublic t/C%o�ks ublic tilities • Public Safety Fire Services i Review fee $ " Dept Signature s� Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLIC TION STATUS Reviewing Department First Review: Approved. ['Denied. ['Not applicable (Circle one.) Comments: BUILDING PLANNING &ZONING • Reviewed by: � `"Date: 2 ( �' TREE ADMIN. Second Review: 'Approved as revised. ['Denied. ❑Not applicable PU:Jig" OR Comments: 'UBLIC UT CITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: (Approved as revised. ['Denied. ['Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 �J t lei r 't-'' City of Atlantic Beach �. `'yl PUBLIC UTILITIES DEPARTMENT '� 1200 Sandpiper Lane Atlantic Beach, FL 32233 __`-' (904) 247-5834 NEW WATER / SEWER TAP REQUEST Date 2 — i g Project Address /6 S� t-L /- Number of Units / Commercial Residential V Multi-Family 3/ c� New Water Tap(s) & Meter(s) Meter Size(s) 1 New Irrigation Meter Upgrade Existing Meter from to (size) 3,. ' ' New Reclaim Water Meter Size t New Connection to City Sewer � Applicant Name Applicant Address City State Zip Phone Cell Email Applicant Signature CITY STAFF USE ONLY Application 4$ 1- t 8 - 00(4 0 Water System Development Charge $ 11 I`i a 06 /1-/lC e Sewer System Development Charge $ 4, 0 So ,6n Water Meter Only $ 00 Reclaim Meter Only $ I VI S CSS Water Meter Tap $ Sewer Tap $ Cross Connection $ S0. 3 Other $ TOTAL $ le /0 , CM (Notes) APPROVED Kayle Moore, P.E. z1.�_ Date 2 [2 u Public Utilities Director or Authorized Signature ALL TAP REQUESTS MUST BE APPROVED BY THE PUBLIC UTILITIES DEPARTMENT BEFORE FEES CAN BE ASSESSED y: tavr M' A '0,..),,o;,,, ___} REVOCABLE ENCROACHMENT PERMIT En !fr THIS REVOCABLE ENCROACHMENT PERMIT, issued on this day of , 20 , by the City of Atlantic Beach,Florida,a municipal corporation organized and existing under the laws of the State of Florida,hereinafter referred to as"CITY"and TOLL FL VLLP of Atlantic Beach,Florida,hereinafter referred to as"USER". WITNESSETH: That the CITY does hereby grant the USER permission on a revocable basis as described herein the right to enter upon the property for the purpose as described in the City of Atlantic Beach Right-of-Way Permit# This work is generally described as Pavers in the Rght-of-Way for the driveway. • Any facility maintained, repaired, erected, and/or installed in the exercise of the privilege granted remains subject to relocation or removal on thirty(30)days' notice by CITY to USER,said notice to USER shall be given by certified mail, return receipt requested,to the following address 1654 Atlantic Beach Dr, Parcel#67-132 08-2S-29E . • In the event it is necessary for the CITY or the City's approved representative or other franchised utility to enter upon the above described property of the CITY,the USER shall replace at the USER's sole expense,any and all material necessarily displaced during the action of maintaining,repairing,operating,replacing or adding to of the utilities and facilities of the CITY or franchise utility provider. • The facilities allowed by the permit shall meet the current requirements of the City Code, Building Codes,Land Development Code and all other land use and code requirements of the CITY,including City Code Section 19-7(h) which states"Driveways that cross sidewalks: City sidewalks may not be replaced with other materials, but must be replaced with smooth concrete left natural in color so that it matches the existing and adjoining sidewalks." • The USER,prior to making any changes from the approved plans and/or method,must obtain written approval from the City of Atlantic Beach Public Works Department,for said change within 30 days after the day of completion. • This permit shall inure to the benefit of,and be binding upon,the USER and their respective successors and assigns. • USER shall meet the terms and conditions of this permit and to all of the applicable State and CITY laws and/or specifications,to include utilities locate requirements and use limitations/requirements of public right-of-ways and other public land. USER further agrees that the CITY and its officers and employees shall be saved harmless by the USER from . of the work herein under the terms of this permit and that all of said liabilities are hereby assumed by the rfER . ,0Date / ZSA, Property Own: :S R.Merten,Division President,TOLL FL VI,LP (signed in pr.sence of Notary Public) STATE OF FLORIDA,COUNTY OF SAINT JOHNS The foregoing instrument was acknowledged this 2 S day of ictkA ,{ft,' ,20 I`S , by gfe/e- C-i/{-..�4A-- ,who personally appeared before me and (printed name of Signer) acknowledged that he/she signed the instrument voluntarily for the purpose expressed in it. Jh lip Signature ,t • ary Public,State of Florida Approved/Public Works Department: Personally Known Produced Identification(Type) , , , . . ‘-1:-Kia o.,p4 Notary Public State of Florida r Scott Williams Pub is Works Director 4r `7` Melissa Sue Lieberman • 'or a My Commission GG 126088 +'dor rvor Expires 08/18/2021 t 'f RIGHT-OF-WAY I EASEMENT PERMIT ' :J Permit#Issued by the City of Atlantic Beach PERMITTEE RESPONSIBLE FOR NOTIFYING 811 AND OBTAINING UTILITY LOCATES Job Address 1654 Atlantic Beach Drive Phone 904-595-5243 Permittee Steven Merton Email areenierntollbrothers.com Requesting Permission to Construct Pavers in the Right of Way for the driveway Location(Reference to Cross-Street) Coastal Oak Lane&Atlantic Beach Dr. -06884 ATLANTIC BEACH COUNTRY CLUB UNIT 02 • Permittee declares that prior to filing this application they have ascertained the location of all existing utilities, both aerial and underground and the accurate locations are shown on the sketches. • Whenever necessary for the construction,repair,improvement,maintenance,safe and efficient operation, alteration or relocation of all,or any portion of said street or easement as determined by the Director of Public Works,any or all said poles,wires,pipes,cables or other facilities and appurtenances authorized hereunder,shall be immediately removed from said street or easement or reset or relocated hereon as required by the Director of Public Works and at the expense of the Permittee unless reimbursement is authorized. • All work shall meet City of Atlantic Beach or Florida Department of Transportation Standards and be performed under the supervision of stacia Moore (Project Superintendent) located at 237 9th Avenue North,Suite 4,Jacksonville Beach,FL 32250 . • All materials and equipment shall be subject to inspection by the Director of Public Works. • All city property shall be restored to its original condition as far as practical,in keeping with City specifications and the manner satisfactory to the City. • A sketch of plans covering details of this installation,as well as a copy of a recent survey shall be made a part of this permit. Calculations showing any increase in Impervious area on owner's lot or in the City right-of-way are to be included with this application. • The permittee shall commence actual construction in good faith within days. If the beginning date is more than 60 days from date of permit approval then permittee must review the permit with the Director of Public Works to make sure no changes have occurred in the area that would affect the permitted construction. • It is understood and agreed that the rights and privileges herein set out are granted only to the extent of the City's right,title and interest in the land to be entered upon and used by the holder,and the holder will,at all times, assume all risk of and indemnify,defend and save harmless the City of Atlantic Beach from and against any and all loss,damage and cos i f expenses arising in any manner of the exercise or attempted exercises by the holder of the aforesaid rights a a arrvdeges. • The Director of P . to/ Works shall be notified twenty-four(24)hours prior to starting work and again immediately ups a letion. / Date r75�B Permittee:Steven R. e • I ivision President,TOLLFL VI,LP(signed in presence of Notary Publ'c) STATE OF FLORIDA,COUNTY OF SAINT JOHNS The foregoing instrument was acknowledged this .05 day of `G t t(ArA,.vt.6--- ,2016 , by %k-Ctj? (1j1ei/I-e k ,who personally appeared before me and (printed name of Permittee) acknowl••ged hat he/she signed the instrument voluntarily for the purpose expressed in it. 4 _ Personally Known V Signature o Notar Public,Stat, •f a • „ roduced Identification(Type) ur`r° Notary Public Stale of Florida , 4`';,l y' ' Melissa Sue Lieberman • y Aif My Commission GG 126068 '>"or ryExpires 09/1812021 u �< �hcs�J' JAN 2 6 2018 Building Permit Application Updated 12/8/17 M City of Atlantic Beach :(fir'' 800 Seminole Road,Atlantic Beach,FL 32233 Phone:(904)247-5826 Fax:(904)247-5845 U Job Address: 1654 Atlantic Beach Drive Permit Number: G 5 I — 00(10 0 Legal Description Lot 151 Atlantic Beach Country Club Unit 2, Parcel#67-52 16-25-29E RE# 169505-2050 Valuation of Work(Replacement Cost)$439254 Heated/Cooled SF 3746 Non-Heated/Cooled 1279 • Class of Work(Circle one): New Addition Alteration Repair Move Demo Pool Window/Door • Use of existing/proposed structure(s)(Circle one): Commercial Residential • If an existing structure,is a fire sprinkler system installed?(Circle one): Yes No N/A • Submit a Tree Removal Permit Application if any trees are to be removed or Affidavit of No Tree Removal Describe in detail the type of work to be performed: New home construction Florida Product Approval#sPe_attarhed for multiple products use product approval form Property Owner Information Name: Toll FL VI Limited Partnership Address: 160 Cape May Avenue City PontaVedra State FL Zip 32081 Phone 904-217-0739 E-Mail aregnier@tollbrothers.com Owner or Agent(If Agent, Power of Attorney or Agency Letter Required) ToILEL VI, LP Contractor Information Name of Company: Toll Bros.,Inc Qualifying Agent: Steven R. Herten Address 160 Cape May Avenue City Ponte Vedra State FL Zip 32081 Office Phone 904-595-5243 Job Site/Contact Number 904-595-5243 State Certification/Registration It CCC1510225 E-Mail aregnier@tollbrothers.com Architect Name&Phone# Toll Architecture(407)248-5800 Engineer's Name&Phone# Lou Pontigo&Associates(904)242-0908 Workers Compensation Policy#MWC30267702/Expries 911/2018 Exempt/Insurer/Lease Employees/Expiration Date Application is hereby made to obtain a permit to do the work and installations as indicated.I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all the laws regulationg construction in this jurisdiction.I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING,SIGNS, WELLS,POOLS,FURNACES, BOILERS,HEATERS,TANKS,and AIR CONDITIONERS,etc.NOTICE:In addition to the requirements of this permit,there may be additional restrictions applicable to this property that may be found in the public records of this county,and there may be additional permits required from other governmental entities such as water management districts,state agencies,or federal agencies. OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYI G TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINAN , CONSULT WITH YOUR LENDER OR AN ATTO' Y BEFORE RECORDING YO t •TICE OF COMMENCEMENT. KIN .r (Si grure of Owner or Agent) "^�•ture of Contractor) (including contractor) Signed and sworn to(or affirmed)before me this 25 day of Signed and sworn to(or affirmed)before me this 2m day of Jan14611•LI 2OI ,by 4-.evL,itileft-&4- _ .jttem n..1 , 2_01z-c ,by 5-t eve f+-t ittr.-. ( : a re of Notary) (Signa re of N•t.. (Personally Known OR nog P\ Notary Public State or Florida VI personally Known OR " Notary Public State of Florida Melissa Sue Lieberman `,� , Melissa Sue Lieberman OProduced Identification My Commission GG 126068 [ ]Produced Identification ; _ ' p• My Commission GG 120068 Type of Identification: •• .fres 09118/2021 Type of Identification: �,, A¢' Expires 09/18/2021 DO NOT TE RY -Applica, e Co.es: 201OFLORIDA I DING�CODE E ® OFFICE USE ONJ[, Review_Remit circle one Approved Dzsapproved , . Approvedvv/ Conditions Review Initials/Date: G m DeyeXo�ment Size :abitabie S aceJ % S, p f. Non-Habitable npervious area riscelianeous Information :,cupancy Group R-3 pe of Construction V- (j tuber of Stories ling District 14 (3 .c-c-. • K. Occupancy Load Sprinklers Required dZone X !itions/Com hent : ,n Pro . S / rr67r / ..C. PRODUCT APPROVAL INFORMATION SHEET FOR THE CITY OF ATLANTIC BEACH,FLORIDA Project Name: Toll Brothers,Inc. Permit# Pe rrn`i 4 Res/g-04090 Project Address: 1654 Atlantic Beach Drive,Atlantic Beach,FL 32233 Lot 151 As required by Florida Statute 553.842 and Florida Administrative Code Rule 9B-72,please provide the information and product approval number(s) for the building components listed below as applicable to the building construction project for the permit number listed above. You should contact OFFICE C®P 1 �j your product supplier if you do not know the product approval number for any of the applicable listed products. Information regarding statewide product approval may be obtained at:www.floridabuilding.or$. Category/Subcategory Manufacturer Product Description Limitation of Use State# Local# A. EXTERIOR DOORS 1. Swinging Masonite Wood Edge,Steel N/A Double-FL8228.6 Single-FL6506.4 Simpson Door Company Wood Door FL 14487.1 Therma-Tru Fiberglass/Wood Door N/A FL 5262.3 2. Sliding PGT 2500 Aluminum Slide Glass +25/-25 FL 251 3. Sectional Clopay Building Products Section Ext.Door +20/-20 PSF FL15279.1/FL15279.3 4. Roll up 5.Automatic 6. Other B. WINDOWS 1. Single Hung PGT 5400 Vinyl Single Window +50/-50 FL 1435 2.Horizontal slider PGT 5400 Vinyl Hor.Window +50/-50 FL 1844 3. Casement 4. Double hung 5.Fixed PGT 5400 Vinyl Fixed Window +50/-50 FL 5012 6.Awning 7. Pass-through 8.Projected 9.Mullion PGT Alum/Vinyl Mullions N/A FL 261 10.Wind Breaker 11.Store Front/Mitred Glass Kawneer Glass Windows Mitred Glass Windows +30/-30 FL 10008.1 12. Glass Block US Block/Hy-Lite Glass Block Window 70 PSF FL 185.12 Category/Subcategory Manufacturer Product Description Limitation of Use S&FFICEL tliP C. PANEL WALL 1.Siding James Hardie Building Products,Inc. Lap Siding and Shingle Panels N/A FL 13192.2; 13192.4 FL 12098.3; 12098.1; Nichiha Corp. Lap Siding and Shingles N/A 12875.1 2.Soffits/Ceilings James Hardie Building Products,Inc. Soffit Panels N/A FL 13265.1 Nichiha Corp. Soffit Panels N/A FL 12098.4 3.EIFS 4.Storefronts Kawneer Glass Windows Mitred Glass +30/-30 FL 10008.1 5.Curtain walls 6.Wall louvers 7.Glass block 8.Membrane 9.Greenhouse 10.Synthetic Stucco 11.Other D.ROOFING PRODUCTS 1.Asphalt shingles GAF Corp. Timberline 30 year Arch Shingles N/A FL 10124.1 2.Underlayments Woodland Industries,Inc. Felt N/A FL 1814.12 Boral Roofing Roof Underlayment N/A FL 14317.1 3.Roofing fastners 4.Nonstructural metal roof Millennium Metals,Inc. Metal Roofing-M seam N/A FL 5211.3 R6 5.Built-up roofing _- 6.Modified bitumen 7.Single ply roofing 8.Roofing tiles 9.Roofing insulation 10.Waterproofing 11.Wood shingles/stakes Watkins Sawmill LTD. Wood Shingles and Shake N/A FL 13714.1 12.Roofing slate 13.Liquid applied roofing 14.Cement-adhesive coats 15.Roof tile adhesive 16.Spray applied polyurethane roof 17.Other Pli-Deck Walking deck membrane N/A FL 12407.1 Category/Subcategory Manufacturer Product Description Limitation of Use State# Local #yy E.SHUTTERS 1.Accordion 2.Bahama _ 3.Storm panels Town and Country Industries Storm shutters N/A FL 11963 4.Colonial 5.Roll-up 6.Equipment 7.Other F. STRUCTURAL COMPONENTS 1.Wood connector/anchor Simpson Strong Tie Per engineering 2.Truss plates Alpine Engineered Truss plate conn. Per engineering 3.Engineered lumber Georgia Pacific Eng.Lumber FL 2023.1 4.Railing 5.Coolers-freezers 6.Concrete admixtures 7.Material 8.Insulation forms 9.Plastics 10.Deck-roof 11.Wall 12. Sheds 13.Other G. SKYLIGHTS 1.Skylight Sun Tek FGC Skylite FL 2442 2.Other H.NEW EXTERIOR ENVELOPE PRODUCTS 1 7.16"Zip Wall- Structural I OSB (roof and wall);manufacturered by Huber Engineered Woods 2 In addition to completing the above list of manufacturers,product description and State approval number for the products used on this project,the Contractor shall maintain on the job site and available to the Inspector,a legible copy of each manufacturer's printed specifications and installation instructions along with this Product Approval Sheet. I certify that this product approval list is true and correct to the best of my knowledge. I further certify that use of different components other than the ones listed in this document must be approved by the Building Official. Audrey Regnier 0. (Contractor Name) (Print Name) (Signature) Company Name: Toll Brothers,Inc. Mailing Address: 160 Cape May Avenue City: Ponte Vedra State: FL Zip Code: 32081 Telephone Number: 904 217-0739 Fax Number: OFFICE C O E Cell Phone Number: 904-405-8969 Email Address: aregnier@tollbrothers.com 4 re !" -1,4-eS-3 O 0 pier,i '. FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method • Project Name: Julington 3746 Right E Builder Name: Toll Brothers Homes Street: Lot 151 Atlantic Beach CC Permit Office: Atlantic Beach City,State,Zip: Atlantic Beach ,FL, Permit Number: Owner: Toll Brothers Homes Jurisdiction: 261300 Design Location: FL,Jacksonville County:: Duval(Florida Climate Zone 2) • 1. New construction or existing New(From Plans) 9. Wall Types(4423.3 sqft.) Insulation Area a.Frame-Wood,Exterior R=19.0 4203.30 ft2 - 2. Single family or multiple family Single-family . b.Frame-Wood,Adjacent R=13.0 220.00 ft2 3. Number of units,If multiple family 1 c.N/A R= ft2 4. Number of Bedrooms 5 d.N/A R= ft2 10.Ceiling Types (2953.0 sqft.) Insulation Area 5. Is this a worst case? No a.Under Attic(Vented) R=38.0 2621.00 ft2 6. Conditioned floor area above grade(ft2) 3746b.Under Attic(Vented) R=19.0 332.00 ft2 c.N/A R= ft2 . Conditioned floor area below grade(ft2) 0 11. Ducts R ft2 7. Windows(614.6 sqft.) Description Area .a.Sup: Attic,:Attic, et: Attic, H:tic,AKMad Floor 6 ain 6 394 a. U-Factor. Dbl,U=0.34 614.56 ft2 SHGC: SHGC=0.27 kBtu/hr Efficiency U-Factor: N/A ft2 12.Cooling systems a.Central Unit 48.0 SEER:14.00 SHGC: b.Central Unit 24.0 SEER:14.59 c. U-Factor. N/A ft2 SHGC: 13.Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a.Electric Heat Pump 48.0 HSPF:8.20 SHGC: b.Electric Heat Pump 24.0 HSPF:8.20 Area Weighted Average Overhang Depth: 5.280 ft. 14.Hot water systems Area Weighted Average SHGC: 0.270 • a.Natural Gas Tankless Cap:1 gallons 8. FloorTypes (3746,0 sqft.) Insulation Area • • EF:0.800 a.Slab-On-Grade Edge Insulation R=0.0 .2703.00 ft2 b. Conservation features b.Floor Over Other Space R=0.0 793.00 ft2 None c.other(see details) R= 250.00 ft2 15.Credits Pstat . Total Proposed Modified Loads: 99.62 PASS Glass/Floor Area: 0.164 Total Baseline Loads: 105.27 /�1 I hereby certify that the plans and specifications covered by Review of the plans and +�``f01� B 5T,1. si, specifications covered by this ti ; r‘`z O.,{,'�g this calculation are in compliance with the Florida Energy P a•,w��'�i,, A4r,z'��`• �,, • calculation indicates compliance I -/,/k •. S. o ,r.I Code. with the Florida Energy Code. 6 mitt , • " ` o•d 1-� - f,4to�CF _ i L hn Before construction is completed a --.7,,,r4._,_ '-'7-' PREPARED BY: -��%-=- --- - 'i 8) DATE: �/2-9--.-' '7' this building will be inspected for 1 C5 �i ' `�? compliance with Section 553.908 - Florida Statutes. 0 `1, .....-'4, d/ I hereby certify that this building,as designed, is in compliance 4 .•C Q .. with the Florida Energ Code. ,,4,oD„W/S}` o OWNER/AGENT: ` BUILDING OFFICIAL: DATE: 1/auiIFS • DATE: - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory-sealed in accordance with R403.2.2.1. -Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 11/29/2017 2:48 PM EnergyGauge®USA-FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 1 f GOrn � l0 b —._ — — - — �'cix.. C. C'. Ala- 2-6 -2oi- FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTIONx r. y Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Julington 3746 Right E Builder Name: Toll Brothers Homes Street: Lot 151 Atlantic Beach CC Permit Office: Atlantic Beach • City,State,Zip: Atlantic Beach ,FL, Permit Number: Design Location: FL,Jacksonville Jurisdiction: 261300 Cond.Floor Area:: 3746 sq.ft. Cond.Volume: 36417 cu ft. • Envelope Leakage Test Results Leakage Characteristics Regression Data: C: n: R: CFM(50): Single or Multi Point Test Data HOUSE PRESSURE FLOW: ELA' 1 Pa cfm EqLA: • 2 Pa cfm ACH: 3 Pa cfm ACH(50): 4 Pa cfm SLA: 5 Pa cfm 6 Pa cfm R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2,3 air changes per hour in Climate Zones 3 through 8.Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g.(50 Pascals).Where required by the code official,testing shall be conducted by an approved third party.A written report of the results of the test shall be signed by the party conducting the test and provided to the code official.Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. . During testing: 1.Exterior windows and doors,fireplace and stove doors shall be closed,but not sealed,beyond the intended weatherstripping or other infiltration control measures; 2.Dampers including exhaust,intake,makeup air,backdraft and flue dampers shall be closed,but not sealed beyond intended infiltration control measures; 3.Interior doors,If installed at the time of the test,shall be open; 4.Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5.Heating and cooling systems,if installed at the time of the test,shall be turned off;and 6.Supply and return registers,if installed at the time of the test,shall be fully open. I hereby certify that the above envelope leakage Where required by the code official, `o,1KE.STA 1�'4;, performance results demonstrate compliance testingshall be conducted byan ''•�' , ",•'-= o ',« with Florida Energy Code requirements in approved third party. A written . ").;'',1 r >,•", s.,� t' accordance with Section R402.4.1.2. report of the results of the test shall '�"?n"" `' „:-.,,,,,:.1!,.,4:,„. „-..a' be signed by the third party —� . andprovided to . . t .0 " conducting the test :�� ' SIGNATURE: the code official. ",,_ .a,,r• rr ......'4, PRINTED NAME: ft""'••}•_••""° BUILDING OFFICIAL: DATE: DATE: 11/29/2017 2:48 PM EnergyGauge®USA-FlaRes2014 -Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION . Florida Department of Business and Professional Regulation Residential Performance Method • Project Name: Julington 3746 Right E Builder Name: Toll•Brothers Homes Street: Lot 151 Atlantic Beach CC Permit Office: •Atlantic Beach City,State,Zip: Atlantic Beach ,FL, Permit Number: • Owner: Toll Brothers Homes Jurisdiction: 261300 Design Location: FL,Jacksonville County:: Duval(Florida Climate Zone 2) 1. New construction or existing New(From Plans) 9. Wall Types(4423.3 sqft.) Insulation Area 2. Single family or multiple family Single-family a.Frame-Wood,Exterior R=19.0 4203.30 ft2 . b.Frame-Wood,Adjacent R=13.0 220.00 ft2 3. Number of units,If multiple family 1 c.N/A R= ft2 4. Number of Bedrooms 5 d.N/A R= ft2 5. Is this a worst case? No 10.Ceiling Types (2953.0 sqft.) Insulation Aka a.Under Attic(Vented) R=38.0 2621.00 ft2 6. Conditioned floor area above grade(ft2) 3746 .b.Under Attic(Vented) R=19.0 332.00 ft2 • Conditioned floor area below grade(ft2) 0 c.N/A R= ft2 11.Ducts R ft2 7. Windows(614.6 sqft.) Description Area .a.Sup:Attic,Ret:Attic,AH:Main 6 394 a. U-Factor. Dbl,U=0.34 614.56 ft2 b.Sup: Attic,Ret:Attic,AH:2nd Floor 6 165 ' SHGC: SHGC=0.27 b. U-Factor: N/A ft2 12.Cooling systems kBtu/hr Efficiency SHGC: a.Central Unit 48.0 SEER:14.00 b.Central Unit 24.0 SEER:14.50 c. U-Factor. N/A ft2 . SHGC: 13.Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a.Electric Heat Pump 48.0 HSPF:8.20 SHGC: b.Electric Heat Pump 24.0 HSPF:8.20 Area Weighted Average Overhang Depth: 5.280 ft. Area Weighted Average SHGC: 0.270 14.Hot water systems ' a.Natural Gas Tankless Cap:1 gallons 8. FloorTypes (3746.0 sqft.) Insulation Area • EF:0.800 a.Slab-On-Grade Edge Insulation R=0.0 .2703.00 ft2 b. Conservation features b.Floor Over Other Space R=0.0 793.00 ft2 None c.other(see details) R= 250.00 ft2 15.Credits Pstat Glass/Floor Area: 0.164 Total Proposed Modified Loads: 99.62 /� c c Total Baseline Loads: 105.27 f1�7�7 I hereby certify that the plans and specifications covered by Review of the plans and ;,,._rctiE ST'�?�'*+, this calculation are in compliance with the Florida Energyspecifications covered bythis ;F`•v: ar r;_ O Code. calculation indicates compliance c%:u„ ?_�?,`'p,, �'C.1, /� / with the Florida Energy Code. .. f /':urs 64, -s , tti 01 PREPARED BY: U' 3 ,2 l?cvf+liv4a#io Before construction is completed ` I DATE: ,A-2-/•- 'T this building will be inspected for0 ---to' � • : compliance with Section 553.908 a ; o: I hereby certify that this building,as designed, is in compliance Florida Statutes. ..1,.. 4).\.§111i'I✓ �.... 5`S :" with the Florida Ener Code. '',t '„OD Wt .0, OWNER/AGENT: ni1� BUILDING OFFICIAL: i' /` • DATE: kfaCili I r DATE: ?_G_acv 0✓ Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory-sealed in accordance with R403.2.2.1. -Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 11/29/2017 2:48 PM EnergyGauge®USA-FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Julington 3746 Right E Bedrooms: 5 Address Type: Street Address Building Type: User Conditioned Area: 3746 Lot# Owner: Toll Brothers Homes Total Stories: 2 Block/SubDivision: #of Units: 1 Worst Case: No PlatBook: Builder Name: Toll Brothers Homes Rotate Angle: 0 Street: Lot 151 Atlantic Beach Permit Office: Atlantic Beach Cross Ventilation: County: Duval Jurisdiction: 261300 Whole House Fan: City,State,Zip: Atlantic Beach , Family Type: Single-family FL, New/Existing: New(From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location DAY Site Zone 97.5% 2.5% Winter Summer Degree Days Moisture Range FL,Jacksonville FL JACKSONVILLE_INT 2 32 93 70 75 1281 49 Medium BLOCKS Number Name Area Volume 1 Block1 .2703 27030 .2 Block2 1043 9387 SPACES Number Name Area Volume Kitchen Occupants Bedrooms Intl]ID Finished Cooled Heated 1 Main 2703 .27030 Yes 3 2 1 Yes Yes Yes ! 2 .2nd Floor • 1043 9387 No 3 3 1 Yes Yes Yes FLOORS # FloorType Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet � 1 Slab-On-Grade Edge Insulatio Main 232 ft 0 .2703 ft2 ____ f0 0 1 2 Floor Over Other Space 2nd Floor _ ___ 793 ft2 0 0 0 1 3 Floor over Garage 2nd Floor ___ 250 ft2 0 0 0 1 • ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) ✓ 1 Gable or shed Composition shingles 3303 ft2 740 ft2 Medium 0.6 No 0.9 No 0 26.6 ATTIC V # Type Ventilation Vent Ratio(1 in) Area RBS IRCC ✓ 1 Full attic Vented 300 2953 ft2 N N • 11/29/2017 2:48 PM EnergyGauge®USA-FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING • V✓ # Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic(Vented) Main 38 Blown 1760 ft2 0.11 Wood 2 Under Attic(Vented) 2nd Floor 38 Blown 861 ft2 0.11 Wood 3 Under Attic(Vented) Main 19 Blown 150 ft2 0.11 Wood 4 Under Attic(Vented) 2nd Floor 19 Blown 182 ft2 0.11 Wood I' WALLS / Fractionto Adjacent Space Cavity Width Height Sheathing Framing Solar Below V Opt To Wail Type R-Value Ft In Ft 1n Aran R-Value Abcnr Grady V 1 E Exterior Frame-Wood Main 19 31 4 10 313.3 ft2 0.23 0.6 0 2 E Garage Frame-Wood Main 13 22 0 10 220.0 ft2 0.23 0.01 0 3 N Exterior Frame-Wood Main 19 77 0 10 770.0 ft2 0.23 0.6 0 4 W Exterior Frame-Wood Main 19 53 4 10 533.3 ft2 0.23 0.6 0 5 S Exterior Frame-Wood Main 19 77 0 10 770.0 ft2 0.23 0.6 0 6 E Exterior Frame-Wood 2nd Floor 19 53 4 10 533.3 ft2 0.23 0.6 0 7 N Exterior Frame-Wood 2nd Floor 19 37 6 10 375.0 ft2 0.23 0.6 0 8 W Exterior Frame-Wood 2nd Floor 19 53 4 10 533.3 ft2 0.23 0.6 0 • 9 S Exterior Frame-Wood 2nd Floor 19 37 6 10 375.0 ft2 0.23 0.6 . 0 DOORS V # Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In it1 E Wood Main None .4 3 8 24 ft2 .2 E Wood Main None .4 2 8 8 21.3 ft2 WINDOWS Orientation shown is the entered,Proposed orientation. Wall Overhang !/ # Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening ✓ 1 E 1 Vinyl Low-E Double Yes 0.34 0.27 54.0 ft2 1 ft 4 in 1 ft 0 in Drapes/blinds None 2 E 1 Vinyl Low-E Double Yes 0.34 0.27 16.0 ft2 7 ft 4 in 1 ft 0 in None None 3 N 3 Vinyl Low-E Double Yes 0.34 0.27 20.0 ft2 1 ft 4 in 1 ft 0 in Drapes/blinds None 4 N 3 Vinyl Low-E Double Yes 0.34 0.27 6.0 ft2 1 ft 4 in 1 ft 0 in None None 5 N 3 Vinyl Low-E Double Yes 0.34 0.27 20.0 ft2 1 ft 4 in 1 ft 0 in None None 6 N 3 Vinyl Low-E Double Yes 0.34 0.27 4.0 ft2 1 ft 4 in 1 ft 0 in None None 7 W 4 Vinyl Low-E Double Yes 0.34 0.27 54.0 ft2 1 ft 4 in 1 ft 0 in Drapes/blinds None 8 N 3 Vinyl Low-E Double Yes 0.34 0.27 36.0 ft2 21 ft 0 in 1 ft 0 in None None 9 S 5 Vinyl Low-E Double Yes 0.34 0.27 45.0 ft2 1 ft 4 in 1 ft 0 In Drapes/blinds None 10 S 5 Vinyl Low-E Double Yes 0.34 0.27 24.0 ft2 1 ft 4 in 1 ft 0 in None None 11 E 6 Vinyl Low-E Double Yes 0.34 0.27 30.0 ft2 1 ft 4 in 1 ft 0 in Drapes/blinds None 12 E 6 Vinyl Low-E Double Yes 0.34 0.27 35.6 ft2 7 ft 4 in 1 ft 0 in None None 13 E 6 Vinyl Low-E Double Yes 0.34 0.27 12.0 ft2 1 ft 4 in 1 ft 0 in Drapes/blinds None 14 W 4 Vinyl Low-E Double Yes 0.34 0.27 96.0 ft2 16 ft 0 in 1 ft 0 in None None 1 15 N 7 Vinyl Low-E Double Yes 0.34 0.27 41.3 ft2 1 ft 4 in 1 ft 0 in None None 16 W 8 Vinyl Low-E Double Yes 0.34 0.27 30.0 ft2 1 ft 4 in 1 ft 0 in Drapes/blinds None i 1 ` 17 S 9 Vinyl Low-E Double Yes 0.34 0.27 30.0 ft2 1 ft 4 In 1 ft 0 in Drapes/blinds None • 11/29/2017 2:48 PM EnergyGaugee USA-FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 WINDOWS ' Orientation shown is the entered,Proposed orientation. / Wall Overhang V / # Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation 'Int Shade Screening ✓ 18 W 4 Vinyl Low-E Double Yes 0.34 0.27 54.0 ft2 1 ft 4 in 1 ft 0 in None None 19 E 1 Vinyl Low-E Double Yes 0.34 0.27 6.7 ft2 1 ft 4 in 1 ft 0 in None None GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg.Wall Height Exposed Wall Insulation ___,Z 1 715 ft2 715ft2 75ft 10ft 0 i INFILTRATION # Scope Method SLA CFM 50 ELA EqLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000432 4248.6 233.25 438.65 .4099 7 HEATING SYSTEM -# System Type Subtype Efficiency Capacity . Block Ducts V 1 Electric Heat Pump None HSPF:8.2 48 kBtu/hr 1 sys#1 7 2 Electric Heat Pump None HSPF:8.2 24 kBtu/hr 2 sys#2 .COOLING SYSTEM ✓ # System Type Subtype Efficiency Capacity Alr Flow SHR Block Ducts I ,/ 1 Central Unit None SEER: 14 48 kBtu/hr 1440 cfm 0.79 1 sys#1 i 2 Central Unit None SEER: 14.5 24 kBtu/hr 720 cfm 0.7 2 sys#2 1 f HOT WATER SYSTEM - ✓ .# System Type SubType Location EF Cap Use SetPnt Conservation 1 Natural Gas -Tankless Exterior 0.8 1 gal 60 gal 120 deg None SOLAR HOT WATER SYSTEM V FSEC Collector Storage I. Cert # Company Name System Model# Collector Model# Area Volume FEF V. 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 Z 1 Attic 6 394 ft2 Attic 98 ft2 Default Leakage Main (Default) (Default) 1 1 / 2 Attic 6 165 ft2 Attic 83 ft2 Default Leakage 2nd Floor (Default) (Default) 2 2 11/29/2017 2:48 PM EnergyGauge®USA-FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 TEMPERATURES Programable Thermostat:Y Ceiling Fans: Coolin [[ �]]Jan ]Feb 1)(1 MarA rMa rikir, n'a rim [ ]Oct [ ]Nov DecHeating [X)Jan EX]Feb Mar Ei Apr I 1 Ma [ [ )Oct (X]Nov. Dec Venting [ ]]Jan [[ ]Feb XMar [X Apr May Jun Jul Aug Sep [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 I I I 11/29/2017 2:48 PM EnergyGauge®USA-FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 1 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY.PERFORMANCE INDEX* = 95 The lower the EnergyPerformance Index, the more efficient the home. Lot 151 Atlantic Beach CC, Atlantic Beach , FL, 1. New construction or existing New(From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a.Frame-Wood, Exterior R=19.0 4203.30 ft' b.Frame-Wood,Adjacent R=13.0 220.00 ft' 3. Number of units,if multiple family 1 c.N/A R= ft2 -4. Number of Bedrooms 5 d.N/A R= ft2 5. Is this a worst case? No 10.Ceiling Types Insulation Area a.Under Attic(Vented) R=38.0 2621.00 ft2 6. Conditioned floor area(ft') 3746 b.Under Attic(Vented) R=19.0 332.00 ft' 7. Windows"" Description Area c.N/A R= ft'x a. U-Factor: Dbl,U=0.34 614.56 ft' 11.Ducts R ft a.Sup:Attic,Ret:Attic,AH:Main 6 394 SHGC: SHGC=0.27 b.Sup: Attic,Ret:Attic,AH:2nd Floor 6 165 b. U-Factor: N/A ft2 SHGC: 12.Cooling systems kBtu/hr Efficiency c. U-Factor. N/A ft2 a.Central Unit 48.0 SEER:14.00 SHGC: b.Central Unit 24.0 SEER:14.50 d. U-Factor: N/A ft' 13.Heating systems kBtu/hr Efficiency SHGC: a.Electric Heat Pump 48.0 HSPF:8.20 Area Weighted Average Overhang Depth: 5.280 ft. b.Electric Heat Pump 24.0 HSPF:8.20 Area Weighted Average SHGC: 0.270 8. Floor Types Insulation Area 14.Hot water systems Cap: 1 gallons a.Slab-On-Grade Edge Insulation R=0.0 2703.00 ft' a.Natural Gas EF:0.8 b.Floor Over Other Space R=0.0 793.00 ft' c.other(see details) R= 250.00 ft' b. Conservation features None 15.Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building , i.""..a..`"" �. 'StklE E. ., Construction through the above energy saving features which will be installed (or exceeded) ,-'''01.,t .,-.. _ _ T4,o-;� in this home before final inspection. Otherwise, a new EPL Display Card will be completed ow, -•!..!•;-; ;=2 I based on installed Co compliant features. ;'Iii/a7i'" c 'Z.,',;..0 . Builder Signature: ` ,, 5 �� Date: I/��/I ;o-. zt_ ; . Address of New Home: I -1-Ic0. go,( fir, Ci /FL Zip: Q�-___ �► &A_ ,•, 30D33 "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 R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 11/29/2017 2:48 PM EnergyGauge®USA-FlaRes2014 -Section R405.4.1 Compliant Software Page 1 of 1 I FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS: Lot 151 Atlantic Beach CC Permit Number: Atlantic Beach , FL, MANDATORY REQUIREMENTS See individual code sections for full details. • 401.3 Energy Performance Level(EPL)display card(Mandatory). The building official shall require that an energy performance level(EPL) • display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law [Section 553.9085,Florida Statues]requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings.The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit.The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building.A copy of the EPL display card can be found in Appendix C. O R402.4 Air leakage(Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2.The sealing methods between dissimilar materials shall allow for differential expansion and contraction. • R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1,as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. • R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2,and 3 air changes per hour in Climate Zones 3 through 8.Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals).Where required by the code official,testing shall be conducted by an approved third party.A written report of the results of the test shall be signed by the party conducting the test and provided to the code official.Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. , During testing: I 1.Exterior windows and doors,fireplace and stove doors shall be closed,but not sealed,beyond the intended weatherstripping or other infiltration control measures; 2.Dampers including exhaust,intake, makeup air,backdraft and flue dampers shall be closed,but not sealed beyond intended infiltration control measures; 3.Interior doors, if installed at the time of the test,shall be open; 4.Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5.Heating and cooling systems,if installed at the time of the test,shall be turned off; and ' 6.Supply and return registers,if installed at the time of the test,shall be fully open. • O R402.4.2 Fireplaces. New wood-burning fireplaces shall have tight-fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air leakage.Windows,skylights and sliding glass doors shall have an air Infiltration rate of no more than 0.3 cfm per square foot(1.5 L/s/m2),and swinging doors no more than 0.5 cfm per square foot(2.6 Us/m2),when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited,independent laboratory and listed and labeled by the manufacturer. Exception: Site-built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage • between conditioned and unconditioned spaces.All recessed luminaires shall be IC-rated and labeled as having an air leakage rate not more than 2.0 cfm(0.944 L/s)when tested in accordance with ASTM E 283 at a 1.57 psf(75 Pa)pressure differential.All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. O R403.1.1 Thermostat provision(Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. O R403.1.3 Heat pump supplementary heat(Mandatory). Heat pumps having supplementary electric-resistance heat shall have controls that,except during defrost,prevent supplemental heat operation when the heat pump compressor can meet the heating load. O R403.2.2 Sealing(Mandatory)All ducts,air handlers,and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers,shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post-construction or rough-in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99,Florida Statutes, or as authorized by Florida Statutes,to be"substantially leak free"by either of the following: 1. Post-construction test:Total leakage shall be less than or equal to 4 cfm(113 L/min)per 100 square feet(9.29 m2)of conditioned floor area when tested at a pressure differential of 0.1 inches w.g.(25 Pa)across the entire system,including the manufacturer's air handler enclosure.All register boots shall be taped or otherwise sealed during the test. 2. Rough-in test:Total leakage shall be less than or equal to 4 cfm(113 Umin)per 100 square feet(9.29 m2)of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa)across the system,including the manufacturer's air handler enclosure.All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test,total leakage shall be less than or equal to 3 cfm (85 Umin)per 100 square feet(9.29 m2)of conditioned floor area. Exceptions: 1. The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code, 11/29/2017 2:48 PM EnergyGauge®USA-FlaRes2014 -Section R405.4.1 Corn Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.2.3 Building Cavities(Mandatory). Building framing cavities shall not be used as ducts or plenums. ❑ R403.3 Mechanical system piping Insulation(Mandatory). Mechanical system piping capable of carrying fluids above 105°F(41°C) or below 55°F(13°C)shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. ❑ R403.4.1 Circulating hot water systems(Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use. ❑ R403.4.3 Heat traps(Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets.External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 31/2 inches(89 mm)in the hot water distribution line and cold water line located as close as possible to the storage tank. ❑ R403.4.4 Water heater efficiencies(Mandatory). O R403.4.4.1 Storage water heater temperature controls • ▪ R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use.The minimum temperature setting range shall be from 100°F to 140°F(38°C to 60°C). ▪ R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied • to electric service systems to be turned off.A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water heating systems to be turned off. O R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation,Commercial Provisions,for the type of equipment installed. . Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. .. R403.4.4.2:1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system.The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of • Certified Solar Systems.Solar collectors shall be tested in accordance with ISO Standard 9806,Test Methods for Solar Collectors, and SRCC Standard TM-1,Solar Domestic Hot Water System and Component Test Protocol,Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal;and 2. Be installed at an orientation within 45 degrees of true south. O R403.5 Mechanical ventilation(Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code,Mechanical,as applicable,or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. ❑ R403.6 Heating and cooling equipment(Mandatory). The following sections are mandatory for cooling and heating equipment. O R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, • based on building loads for the directional orientation of the building,The manufacturer and model number of the outdoor and indoor units(if split system)shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1.This code does not allow designer safety factors,provisions for future expansion or other factors which affect equipment sizing.System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. • R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load,but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6,or the closest available size provided by the manufacturer's product lines.The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 11/29/2017 2:48 PM EnergyGauge®USA-FlaRes2014 -Section R405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) 0 R403.6.1.1 Cooling equipment capacity.(continued) The published value for AHRI total capacity is a nominal,rating-test value and shall not be used for equipment sizing.Manufacture's expanded performance data shall be used to select cooling-only equipment.This selection shall be used to select cooling-only equipment.This selection shall be based on the outdoor design dry bulb temperature for the load calculation(or entering water temperature for water-source equipment),the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s)Is installed In an unconditioned space. Exceptions: 1. Attached single-and multi-family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida-registered engineer,In attached single-and multi-family units,the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity ' R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. ▪ R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.6.1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis,such as anticipated additional loads caused by major entertainment events,shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. ❑ R403.7 Systems serving multiple dwelling units(Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. ❑ R403.8 Snow melt system controls(Mandatory). Snow and ice-melting systems,supplied through energy service to the building,shall include automatic controls capable of shutting off the system when the pavement temperature Is above 55°F,and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F. O R403.9 Swimming pools,inground spas and portable spas(Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15.The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on-off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil-fired pool and spa heaters. All gas-and oil-fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16,2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. ▪ R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160,Table 2,Standard Rating Conditions-Low Air Temperature.A test report from an independent laboratory Is required to verify procedure compliance.Geothermal swimming pool heat pumps are not required to meet this standard. • O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps.Heaters,pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: • 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar-and waste-heat-recovery pool heating systems. 3. Where pumps are powered exclusively from on-site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor-retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site-recovered energy,such as a heat pump or ' solar energy source computed over an operating season. ❑ RR404.1 Lighting equipment(Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high-efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low-voltage lighting shall not be required to utilize high-efficacy lamps. O R404.1.1 Lighting equipment(Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights ❑ R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R406.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19.Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space,R-10 is allowed. 11/29/2017 2:48 PM EnergyGauge®USA-FlaRes2014 -Section R405.4.1 Corn Page 3 of 3 FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Julington 3746 Right E Builder Name: Toll Brothers Homes Street: Lot 151 Atlantic Beach CC Permit Office: Atlantic Beach City,State,Zip: Atlantic Beach ,FL, Permit Number: Owner: Toll Brothers Homes Jurisdiction: 261300 Design Location: FL,Jacksonville COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. • Air-permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings,drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in ✓ substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above-garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation,insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts,utility penetrations,and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit,or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated,and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub-floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 11/29/2017 2:48 PM EnergyGauge®USA-FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 1 Project Summary Job: Lot 151 ABCC ,4. Date: (Rest of House) By: Saldie Guintivano -------- McGowan's Heating & Air Conditioning, Inc. 4850 Collins Road,Orange Park,Fl 32073 Phone:904-278-0339 Fax:904-278-0366 Email:Korey@mcgowansac.com Web:www.mcgowansac.corn Project Information For: Steve Merten,Toll Brothers, Inc. 160 Cape May Ave., Ponte Vedra, Fl 32081 Phone: (904)217-0739 Fax: 904)814-8173 Web:www.tollbrothers.com Email: smerten@tollbrothersinc.com Notes: JULINGTON Desi• n Information Weather: Jacksonville NAS, FL, US Winter Design Conditions Summer Design Conditions Outside db 32 °F Outside db 99 °F Inside db 70 °F Inside db 75 °F Design TD 38 °F Design TD 24 °F Daily range M Relative humidity 50 % Moisture difference 61 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 104896 Btuh Structure 26577 Btuh Ducts 7013 Btuh Ducts 5264 Btuh Central vent(0 cfm) 0 Btuh Central vent(0 cfm) 0 Btuh (none) (none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 111910 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 31841 Btuh Method Blower door Latent Cooling Equipment Load Sizing Shielding/stories 3(partial)/2 Pressure/AVF 50 Pa/4536 cfm Structure 7391 Btuh Ducts 924 Btuh Central vent(0 cfm) 0 Btuh Heating Cooling (none) Area(ft2) 2703 2703 Equipment latent load 8315 Btuh Volume (ft3) 27000 27000 Air changes/hour 4.31 0.35 Equipment Total Load (Sen+Lat) 40156 Btuh Equiv.AVF (cfm) 1939 160 Req.total capacity at 0.70 SHR 3.8 ton Heating Equipment Summary Cooling Equipment Summary Make Carrier Make Carrier Trade CARRIER AIR CONDITIONING Trade CARRIER AIR CONDITIONING Model CH14NB0480000A0 Cond CH14NB0480000A0 AHRI ref 9162789 Coil FB4CNP048L AHRI ref 9162789 Efficiency 8.2 HSPF Efficiency 11.5 EER, 14 SEER Heating input Sensible cooling 32200 Btuh Heating output 45500 Btuh @ 47°F Latent cooling 13800 Btuh Temperature rise 30 °F Total cooling 46000 Btuh Actual air flow 1400 cfm Actual air flow 1400 cfm Air flow factor 0.013 cfm/Btuh Air flow factor 0.044 cfm/Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.79 Capacity balance point=47°F Backup: Input= 11 kW, Output=38065 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. -411- wrlghtsoft- 2017-Nov-29 12:27:37 „iiComfort Builder by Wrightsoft 18.0.04 RSU03444 Page 1 AC ...thers Julington 3746 Right E-Lot 151 ABCC.rup Calc=MJ8 Front Door faces: E Job: Lot 151 ABCC Project Summary Date: + 11. Second Floor By: Saldie Guintivano rw----- McGowan's Heating & Air Conditioning, Inc. 4850 Collins Road,Orange Park,Fl 32073 Phone:904-278-0339 Fax:904-278-0366 Email:korey@mcgowansac.com Web:www.mcgowansac.com Project Information For: Steve Merten,Toll Brothers, Inc. 160 Cape May Ave., Ponte Vedra, Fl 32081 Phone: (904)217-0739 Fax: (904) 814-8173 Web:www.tollbrothers.com Email: smerten@tollbrothersinc.com Notes: JULINGTON Desi• n Information Weather: Jacksonville NAS, FL, US Winter Design Conditions Summer Design Conditions Outside db 32 °F Outside db 99 °F Inside db 14k °F Inside db 75 °F Design TD 14k °F Design TD 24 °F Daily range M Relative humidity 50 % Moisture difference 61 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 24378k Btuh Structure 11312 Btuh Ducts 791183 Btuh Ducts 2161 Btuh Central vent(0 cfm) 0 Btuh Central vent(0 cfm) 0 Btuh (none) (none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 25169k Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 13874 Btuh Method Blower door Latent Cooling Equipment Load Sizing Shielding/stories 3 (partial)/2 Pressure/AVF 50 Pa/4536 cfm Structure 5345 Btuh Ducts 426 Btuh Central vent(0 cfm) 0 Btuh Heating Cooling (none) Area(ft2) 1043 1043 Equipment latent load 5241 Btuh Volume(ft3) 11925 11925 Air changes/hour 7.03 0.58 Equipment Total Load (Sen+Lat) 19115 Btuh Equiv.AVF (cfm) 1396 115 Req. total capacity at 0.70 SHR 1.7 ton Heating Equipment Summary Cooling Equipment Summary Make Carrier Make Carrier Trade CARRIER AIR CONDITIONING Trade CARRIER AIR CONDITIONING Model CH14NB0240000A0 Cond CH14NB0240000A0 AHRI ref 9162301 Coil FB4CNP025L AHRI ref 9162301 Efficiency 8.2 HSPF Efficiency 11.5 EER, 14.5 SEER Heating input Sensible cooling 15540 Btuh Heating output 22200 Btuh @ 47°F Latent cooling 6660 Btuh Temperature rise 29 °F Total cooling 22200 Btuh Actual air flow 700 cfm Actual air flow 700 cfm Air flow factor 0.000 cfm/Btuh Air flow factor 0.052 cfm/Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.70 Capacity balance point=65°F Backup: Input=5 kW, Output= 17184 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. #� wrghtsoft' 2017-Nov-29 12:27:37 &, Comfort Builder by Wrightsoft 18.0.04 RSU03444 Page 2 �� ...thersUulington 3746 Right E-Lot 151 ABCC.rup Calc=MJ8 Front Door faces: E 4,e/ - - r, First Floor et\ II master bed dining 18 x 18 14" 11 A .. 12x6 12x6 7 11 14x6 `� - �(11 10x6 4x8 • ■ 4„ 12x6 4 7„ attic a access p o, great room kitchen3"Fan 4 x 8 master bath 4' master wic B 0111. • 1 • 6x12 6' 111 �i 12x6 J 7 e.. 18' r.: 12x6 4x8 7" pantry 5„ • laundry 6x10 11 5" 10x10 9" 18" 10x 10 1._1),• ■ 18' study 6 x 10 p 6" stairs/foyer entryahu 24 x 18 .411 10 12x12 18" 10" 4x8 3 Fa pwdr4" n bath 2 14 x 14 ` garage wic 2 Vl ;o 8x4 8x4 ..■ 4^ 4„ 3"Fan 14 x 14 •. 12" 1 14 x 6 8" bed 2 Job #: Lot 151 ABCCMcGowan's Heating & Air Condition... Scale: 1 : 108 Performed by Saldie Guintivano for: Page 1 Steve Marten 4850 Collins Road Comfort Builder by Wrightsoft 160 Cape May Ave. Orange Park,Fl 32073 18.0.04 RSU03444 Ponta Vedra,FI 32081 Phone:904-278-0339 Fax:904-278-0366 2017-Nov-29 12:28:36 Phone:(904)217-0739 Fax:(904)814-8173 www.tollbrothers.com smerten@tolibrothersinc.com www.mcgowansac.com korey@mcgowansac.com ...3746 Right E-Lot 151 ABCC.rup _,.,...4, , r4 T' up bed 4 . l 12 x 12 apen to below 6x12 ah 12 x 12 ." 9 J 14" •� r� 10„ 14" i bonus rm. vvic 4 sinks 2-way 12„ 6 x 12 6x12 ii attic 14 x 6 8x4' 8.. 4 x 8 : 7„ 4" 8x4 0 .. is 4 • 3"Fan Me wic 3 am x 4 illr 4., 12,E 8 x 4 9 gallery _.....y..._ 4 bath 3 rt•til 12 x 6 ill 14x6 12x12 8,. 10" bed 3 J Job #: Lot 151 ABCCMcGowan's Heating & Air Condition... Scale: 1 : 108 Performed by Saldie Guintivano for: Page 2 Steve Marten 4850 Collins Road Comfort Builder by Wrightsoft 160 Cape May Ave. Orange Park,Fl 32073 18.0.04 RSU03444 Ponte Vedra,Fl 32081 Phone:904-278-0339 Fax:904-278-0366 2017-Nov-29 12:28:36 Phone:(904)217-0739 Fax:(904)814-8173 www.tollbrothers.corn smertenttollbrothersinc.corn www.mcgowansac.com korey©mcgowansac.com ...3746 Right E-Lot 151 ABCC.rup Manual S Compliance Report Da e. Lot 151 ABCC oviala (Rest of House) By: Saldie Guintivano McGowan's Heating & Air Conditioning, Inc. 4850 Collins Road,Orange Park,Fl 32073 Phone:904-278-0339 Fax:904-278-0366 Email:korey@mcgowansac.com Web:www.mcgowansac.com Project Information For: Steve Merten,Toll Brothers, Inc. 160 Cape May Ave., Ponte Vedra, Fl 32081 Phone: (904)217-0739 Fax: (904) 814-8173 Web:www.tollbrothers.com Email: smerten@tollbrothersinc.com Cooling Equipment Design Conditions Outdoor design DB: 99.2°F Sensible gain: 31841 Btuh Entering coil DB: 75.7°F Outdoor design WB: 80.2°F Latent gain: 8315 Btuh Entering coil WB: 62.9°F Indoor design DB: 75.0°F Total gain: 40156 Btuh Indoor RH: 50% Estimated airflow: 1400 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0480000A0+FB4CNP048L Actual airflow: 1400 cfm Sensible capacity: 32707 Btuh 103%of load Latent capacity: 8928 Btuh 107%of load Total capacity: 41635 Btuh 104%of load SHR: 79% Heating Equipment Design Conditions Outdoor design DB: 31.7°F Heat loss: 111910 Btuh Entering coil DB: 69.7°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0480000A0+FB4CNP048L Actual airflow: 1400 cfm Output capacity: 35630 Btuh 32%of load Capacity balance: 47 °F Supplemental heat required: 76279 Btuh Economic balance: -99 °F Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1400 cfm Output capacity: 11.2 kW 34%of load Temp. rise: 49 °F Meets all requirements of ACCA Manual S. 2017-Nov-29 12:27:37 -4111- wrightscrft�- .�,... . <...w- Comfort Builder by Wiighlsofl 18.0.04 RSU03444 Page 1 ...thersUulington 3746 Right E-Lot 151 ABCC.nip Calc=MJ8 Front Door faces: E Manual S Compliance Report Da e. Lot 151 ABCC Miwas,41 V' Second Floor By: Saldie Guintivano McGowan's Heating & Air Conditioning, Inc. 4850 Collins Road,Orange Park,Fl 32073 Phone:904-278-0339 Fax:904-278-0366 Email:korey@mcgowansac.com Web:www.mcgowansac.corn Project Information For: Steve Merten,Toll Brothers, Inc. 160 Cape May Ave., Ponte Vedra, Fl 32081 Phone: (904)217-0739 Fax: (904) 814-8173 Web:www.tollbrothers.com Email: smerten@tollbrothersinc.com Cooling Equipment Design Conditions Outdoor design DB: 99.2°F Sensible gain: 13874 Btuh Entering coil DB: 75.8°F Outdoor design WB: 80.2°F Latent gain: 5241 Btuh Entering coil WB: 62.9°F Indoor design DB: 75.0°F Total gain: 19115 Btuh Indoor RH: 50% Estimated airflow: 700 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0240000A0+FB4CNP025L Actual airflow: 700 cfm Sensible capacity: 13895 Btuh 100%of load Latent capacity: 5305 Btuh 101%of load Total capacity: 19200 Btuh 100%of load SHR: 72% Heating Equipment Design Conditions Outdoor design DB: 31.7°F Heat loss: 25169k Btuh Entering coil DB: 9052°F Indoor design DB: 14k°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0240000A0+FB4CNP025L Actual airflow: 700 cfm Output capacity: 17179 Btuh 0%of load Capacity balance: 65 °F Supplemental heat required: 25152k Btuh Economic balance: -99 °F Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 700 cfm Output capacity: 5.0 kW 0%of load Temp. rise: 62 °F Meets all requirements of ACCA Manual S. wrigFlitsoft' 2017-Nov-2912:27:37 Comfort Builder by Wrightsoft 18.0.04 RSU03444 Page 2 AC ...thers\Julington 3746 Right E-Lot 151 ABCC.rup Calc=MJ8 Front Door faces: E Duct System Summary Da e: Lot 151 ABCC Areioesq' ---- (Rest of House) By: Saldie Guintivano McGowan's Heating & Air Conditioning, Inc. 4850 Collins Road,Orange Park,Fl 32073 Phone:904-278-0339 Fax:904-278-0366 Email:korey©mcgowansac.com Web:www.mcgowansac.corn Project Information For: Steve Merten,Toll Brothers, Inc. 160 Cape May Ave., Ponte Vedra, Fl 32081 Phone: (904)217-0739 Fax: (904)814-8173 Web:www.tollbrothers.com Email: smerten@tollbrothersinc.com Heating Cooling External static pressure 0.50 in H2O 0.50 in H2O Pressure losses 0.11 in H2O 0.11 in H2O Available static pressure 0.39 in H2O 0.39 in H2O Supply/return available pressure 0.286/0.104 in H2O 0.286/0.104 in H2O Lowest friction rate 0.078 in/100ft 0.078 in/100ft Actual air flow 1400 cfm 1400 cfm Total effective length(TEL) 501 ft Supply Branch Detail Table Design Htg Clg Design Diam H x W Duct Actual Ftg.Eqv Name (Btuh) (cfm) (cfm) FR (in) (in) Matl Ln(ft) Ln(ft) Trunk bath 2 c 56 0 2 0.078 4.0 Ox 0 VIFx 80.0 285.0 st8 bed 2 h 18475 231 188 0.078 8.0 Ox 0 VIFx 82.1 285.0 st8 dining-A h 18046 226 214 0.104 8.0 Ox 0 VIFx 58.5 215.0 st6 great room c 2891 68 127 0.135 7.0 Ox 0 VIFx 27.1 185.0 st5 great room-A c 2891 68 127 0.130 7.0 Ox 0 VIFx 34.3 185.0 st5 kitchen c 2768 120 122 0.108 7.0 Ox 0 VIFx 50.0 215.0 st6 laundry c 1358 13 60 0.224 5.0 Ox 0 VIFx 7.5 120.0 st2 master bath h 8285 104 73 0.122 6.0 Ox 0 VIFx 38.4 195.0 st9 master bed h 11858 148 137 0.122 7.0 Ox 0 VIFx 43.6 190.0 st9 master bed-A h 11858 148 137 0.121 7.0 Ox 0 VIFx 41.6 195.0 st9 masterwic c 235 2 10 0.122 4.0 Oxo VIFx 43.7 190.0 st9 pantry h 2214 28 9 0.091 5.0 Ox 0 VIFx 64.5 250.0 st7 pwdr h 2760 35 28 0.179 4.0 Ox 0 VIFx 29.4 130.0 st2 stairs/foyer c 1646 69 72 0.130 7.0 Ox 0 VIFx 35.6 185.0 st5 study h 5867 73 65 0.090 6.0 Ox 0 VIFx 68.5 250.0 st7 we h 1638 20 11 0.125 4.0 Ox 0 VIFx 38.5 190.0 st9 wic 2 h 3763 47 16 0.079 4.0 Ox 0 VIFx 83.0 280.0 st8 -fiat- wrightsoft- 2017-Nov-2912:27:37 i.,... .. ,.,..-. ... Comfort Builder by Wrightsoft 18.0.04 RSU03444 Page 1 CA ...thersJulington 3746 Right E-Lot 151 ABCC.rup Calc=MJ8 Front Door faces: E Supply Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk st8 Peak AVF 278 206 0.078 510 10.0 0 x 0 ViniFlx st7 st7 Peak AVF 379 281 0.078 483 12.0 0 x 0 ViniFlx st6 st6 Peak AVF 725 617 0.078 679 14.0 0 x 0 ViniFlx st5 st5 Peak AVF 930 943 0.078 676 16.0 0 x 0 VinlFlx st4 st9 Peak AVF 423 369 0.121 538 12.0 0 x 0 VinlFlx st4 st4 Peak AVF 1352 1312 0.078 765 18.0 0 x 0 ViniFlx st2 st2 Peak AVF 1400 1400 0.078 792 18.0 0 x 0 ViniFlx Return Branch Detail Table Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size(in) (cfm) (cfm) (ft) FR (fpm) (in) (in) Opening(in) Matl Trunk rb4 Ox 0 598 516 106.0 0.098 339 18.0 Ox 0 VIFx rt2 rb7 Ox 0 802 884 133.8 0.078 827 14.0 Ox 0 VIFx rt2 Return Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk rt2 Peak AVF 1400 1400 0.078 792 18.0 0 x 0 VinIFIx -PkW rightsoft 2017-Nov-29 12:27:37 ,. .. ._.....„ _... Comfort Builder by VVnghtsoft 18.0.04 RSU03444 Page 2 AS ...thers\Julington 3746 Right E-Lot 151 ABCC.rup Calc=MJ8 Front Door faces: E Duct System Summary Date: Lot 151 ABCC e e. Second Floor v tit B Sadie Guintivano McGowan's Heating & Air Conditioning, Inc. 4850 Collins Road,Orange Park,Fl 32073 Phone:904-278-0339 Fax:904-278-0366 Email:korey@mcgowansac.com Web:www.mcgowansac.com Project Information For: Steve Merten,Toll Brothers, Inc. 160 Cape May Ave., Ponte Vedra, Fl 32081 Phone: (904)217-0739 Fax: (904)814-8173 Web:www.tollbrothers.com Email: smerten©tollbrothersinc.com Heating Cooling External static pressure 0.50 in H2O 0.50 in H2O Pressure losses 0.11 in H2O 0.11 in H2O Available static pressure 0.39 in H2O 0.39 in H2O Supply/return available pressure 0.211 /0.179 in H2O 0.211 /0.179 in H2O Lowest friction rate 0.105 in/100ft 0.105 in/100ft Actual air flow 700 cfm 700 cfm Total effective length (TEL) 373 ft Supply Branch Detail Table Design Htg Clg Design Diam H x W Duct Actual Ftg.Eqv Name (Btuh) (cfm) (cfm) FR (in) (in) Matl Ln(ft) Ln(ft) Trunk b.wic h 155930 4 4 0.156 4.0 Ox 0 VIFx 10.2 125.0 st1 bath 3 c 213 8 11 0.112 4.0 Ox 0 VIFx 33.3 155.0 st3 bed 3 c 1736 81 90 0.106 8.0 Ox 0 VIFx 38.4 160.0 st3 bed 3-I-I c 1736 81 90 0 0 Ox 0 VIFx 0 0 bed 4-A c 2529 113 131 0.105 7.0 Ox 0 VIFx 41.2 160.0 st3 bonus rm. h 4446k 124 122 0.155 7.0 Ox 0 VIFx 10.9 125.0 st1 bonus rm.-A h 4446k 124 122 0.146 7.0 Ox 0 VIFx 19.3 125.0 st1 open to below h 4174k 116 94 0.148 8.0 Ox 0 VIFx 17.0 125.0 st1 sinks c 195 8 10 0.108 4.0 Ox 0 VIFx 35.2 160.0 st3 wic 3 h 783250 22 14 0.106 4.0 Ox 0 VIFx 38.1 160.0 st3 wic 4 h 717980 20 12 0.105 4.0 Ox 0 VIFx 40.6 160.0 st3 Supply Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk st3 Peak AVF 252 269 0.105 342 12.0 0 x 0 VinIFIx st1 st1 Peak AVF 619 610 0.105 579 14.0 0 x 0 ViniFIx r)I�Iiltsof't 2017-Nov-29 12:27:37 ;•,4.-.. .a ,.,...,.f ;., Comfort Builder by Wrightsoft 18.0.04 RSU03444 Page 3 AC . ...thersUulington 3746 Right E-Lot 151 ABCC.rup Calc=MJ8 Front Door faces: E Return Branch Detail Table Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size(in) (cfm) (cfm) (ft) FR (fpm) (in) (in) Opening (in) Matl Trunk rb1 Ox 0 252 247 170.7 0.105 461 10.0 Ox 0 VIFx rt3 rsb6 Ox 0 149 165 171.5 0.105 374 9.0 Ox 0 VIFx rt3 rb2 Ox 0 299 288 108.0 0.166 549 10.0 Ox 0 VIFx rt1 Return Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk rt1 Peak AVF 700 700 0.105 655 14.0 0 x 0 ViniFlx rt3 Peak AVF 401 412 0.105 525 12.0 0 x 0 ViniFlx rt1 2017-Nov-29 12:27:37 - - wrightsoft- . -. ..,..,. .,.. Comfort Builder by Wrightsoft 18.0.04 RSU03444 Page 4 AC ...thersUulington 3746 Right E-Lot 151 ABCC.rup Calc=MJ8 Front Door faces: E MAP SHOWING PLOT PLAN OF LOT 151 AS SHOWN ON MAP OF ATLANTIC BEACH COUNTRY- CLUB UNIT AS RECORDED IN PLAT BOOK 67 PAGES 132-137 OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY, FLA. CERTIFIED TO: TOLL BROTHERS, INC. BUILDERS ENDORSEMENT SIGNED: NAME: 5 DATE: ALL PAVERS p'C ALL MEASUREMENTS ESTIMATED FRONT 510± SQ. FT. BACK 351 f SQ. FT. 1 5 CHEMTCA� S09.Ej 120'4 K04p >• 3 3 �'� 1 t N X15'3 '35 E f- :`.:•` o �� o 0o a o x'4,0 qpm-�p'iF6P'�� OPOgED SP AD i�v �° "' Z N ul Ta y r PR�posR 7 0 Fl mA �oJib. , RESWp1;N �G WON m 16.5 N , 0p0E IN-5-3.3oI DUMp51ER r NT GO v�o� D-1, A0.40p �o t3'� �� O MWN'FFF.E��,Z.D Ug 1 Loll( i to 0 om w ip o o Op V' p a o DOWN � PR -3 1 � r tD o 1L'w "32'aj5Mw 5 p c��` o o mo 575 Lim Z-ny •3 ono 3 m � 1 5 ur11S 1 ° i CN C°ONES 52 g4 A�AP�A�6BOO y' �-�- DENOTES DIRECTION OF FLOW TYPE "A" DRAINAGE ELEVATIONS SHOWN THUS (10.40) WERE TAKEN FROM ENGINEERING PLANS BY TAYLOR & WHITE, INC., DATED 04-15-14 DIMENSIONS SHOWN HEREON ARE PER FOUNDATION PLAN ELEVATIONS SHOWN HEREON LOT 151 MODEL "JULINGTON" LOT SIZE 8,400± SQ. FT. DRIVEWAY TO R/W 315± SQ: FT. ENTRY WALK 83± SQ. FT. APPROXIM kTE SIDEWALK 280± SQ. FT. RIGHT -OF WAY LENGTH 70.00 FT. TOTAL IMF ERVIOUS COVERAGE 4,327± SQ. FT. 52% TOTAL EASEMENT AREA O± SQ. FL REFER TO NAVD OF 1988 NOTE ALL UTILITIES SHOWN HEREON WERE FROM AS -BUILT DRAWINGS PROVIDED BY CODY'S PROFESSIONAL SURVEYING AND MAPPING, INC. 12-18-14; JOB #10114 PLOT PLAN* WOA 159623• 11-15-17 (OFFICE) TREE SCHEDULE LOT SQ. FT. MINUS EASEMENTS/WETLANDS 8,400 ACRES=8,400/43,560 0.19 ACRESx40=REQUIRED TREE INCHES 7.6 THE REQUIRED NUMBER OF TREE INCHES WILL BE MET ' USING 2" DIAMETER TREES. 70% OF REQUIRED PLANTED TREES SHALL BE CANOPY TYPE, WITH NO MORE THAN 50% OF THE SAME SPECIES. THE LOT SHOWN HEREON IS IN THE SPECIAL FLOOD HAZARD ZONE "AE" (EL 6) AS SHOWN ON LOMR-F CASE NO. 15-04-4216A, DATED MAY 4, 2015 AS SHOWN ON FLOOD INSURANCE RATE MAP 0408 H FOR. THE CITY OF JACKSONVILLE, FLORIDA, DATED 06-03-13 ALL AMERICAN SURVEYORS OF FLORIDA., INC. LMfD SURVEYORS 3751 SAN JOSE PGCE SUITE 15 - ,MCKSONNLLE PLORILT k 32257 904/279-0088 -LICENSED LMID BUSINESS NO. 3657 Le end = 5 F.F.E. - FINISH FLOOR ELEVATION COV. - COVERED A/C - AIR CONDITIONER SKETCH FOR PLOT PLAN ONLY - DOES NOT REPRESENT OR PURPORT TO SHOW - FND. - FOUND I.D. - IDENTIFICATION BOUNDARY LINES NOR IS IT BASED ON A FIELD RUN SURVEY —4 ESM' - EASEMENT CONC CONCRETE .IE► JACKSONVILLE ELECTRIC - - - MON. . MONUMENT P.T. POINT YANGENCY - I.P. e. IRON PIPE P.C.P. . PERMANENT CONTROL POINT ALL LR. - IRON ROD P.C. -POINT OF CURVE e DELTA AMERICAN CH CHORD P.R.C. POINT OF REVERSE CURVE SURVEYORS A - ARC P.C.C. - POINT OF COMPOUND CURVE SURVEY NOT VAUD UNLESS EMBOSSED BY SEAL Air.) B.R.L -. BUILDING RESTRICTION OF FLORIDA, ) CALCULI F.P-&L- FLORIDA POWER & LIGHT JAMES D. HARRISON, JR., No. 2647 INC DEED 0-.) - TYPICAL MICHAEL A. GARRETT. No. 6643 P� RADIAL - PIAT NOW- NATIONAL GEODETIC VERTICIL CENTER uUN NAV NORM AMERICAN VERTICAL. SCALE 1 "=30` r R/W - RIGHT -OF -I lAY DATUM 9 /d 9 P.1.. - POINT OF INTERSECTION -x -. FENCE EDW - EDGE OF WATER >. (w) . WITNESS Toe - TOP of BANK DATE '01-19-17 FLOR A� ISTERED S OR MAPPER 8 F.B. x DR. BY BRB _D/R, P:\2017\81431-159623-plotElon ORDER NO. 159623 FILE 81431 MAP SHOWING PLOT PLAN OF LOT 151 AS SHOWN ON MAP OF ATLANTIC BEACH COUNTRY CLUB UNIT AS RECORDED IN PLAT BOOK 67 PAGES 132-137 OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY, FLA. CERTIFIED TO. TOLL BROTHERS, INC. BUILDERS ENDORSEMENT n SIGNED: NAME: )>��' ti DATE: C ALL PAVERS ALL MEASUREMENTS ESTIMATED a FRONT 510+ SQ.. FT. m BACK 351± SQ. FT.rn M V N 0 T CWEu T00.Ej 4xCON �� O A IOA4 �� pp Zs o N% 5 8'y� .i A xoa gx pROPpSAIp pA0 L,+ CON REEN WAS �.0�i w/ 2 Z 700. \ ��SSOMED ERC Ci` n IRE S\Du0N3 �pN o N 1 O 0,7 10,AOi 0` 13 \ 1/ r tT L be ooa E•EA 00) va a ¢\ n r �-0 m m pA1N F F.6 •E•'�12. r \ 0p`( p �\ iR zyc�o o PROP n o \ Dp A Zmtn \ AR 4 i tA. p \ r i5 B.R 1 oOf c <pi - - - a 5�5 °oma 00 3 yG�iY 1 5 UNIT 1 PCN C�upES 8 54 P1�pp�AT 800K 67, --� DENOTES DIRECTION OF FLOW TYPE "A" DRAINAGE ELEVATIONS SHOWN THUS (10.40) WERE TAKEN FROM ENGINEERING PLANS BY TAYLOR & WHITE, INC., DATED 04-15-14 DIM NSIONS SHOWN HEREON ARE PER FOUNDATION PLAN ELEVATIONS SHOWN HEREON L T 151 MODEL "JULINGTON" LOT SIZE 8,400± SQ. FT. Of IVEWAY TO R/W 315+ SQ. FT. Et TRY WALK 831 SQ. FT. APPROXIMATE SIDEWALK 280± SQ. FT. RI HT -OF -WAY LENGTH 70.00" FT. TOTAL IMPERVIOUS COVERAGE 4,327± SQ. FT. 52% TOTAL EASEMENT AREA 0± SQ. FT. REFER TO NAVD OF 1988 NOTE ALL UTILITIES SHOWN HEREON WERE FROM AS -BUILT DRAWINGS PROVIDED BY CODY'S PROFESSIONAL SURVEYING AND MAPPING, INC. 12-18-14; JOB #10114 PLOT PLAN; W.O.# 159623. 11-15-17 {OFFICE) TREE SCHEDULE LOT SQ. FT. MINUS EASEMENTS/WETLANDS 8,400 ACRES=8,400/43,560 0.19 ACRESx40=REQUIRED TREE INCHES 7.6 THE REQUIRED NUMBER OF TREE INCHES WILL BE MET USING 2" DIAMETER TREES. 70% OF REQUIRED PLANTED TREES SHALL BE CANOPY TYPE, WITH NO MORE THAN 50% OF THE SAME SPECIES. ki THE LOT SHOWN HEREON IS 1N THE SPECIAL FLOOD HAZARD ZONE "AE" (EL 6) AS SHOWN ON LOMR-F CASE NO. 15-04-4216A, DATED MAY 4, 2015 AS SHOWN ON FLOOD INSURANCE RATE MAP 0408 H FOR THE CITY OF JACKSONVILLE, FLORIDA, DATED 06-03-13 ALL AMERICAN SURVEYORS OF FLORIDA., INC. LAND SURVEYORS - 3751 SAN JOSE PLACE; SU?E 15 - JACKSONVILLE FLORILK 32257 - 904/279-0088 - LICENSED LAND BUSINESS NO. 3857 'kjeend E S 5 COV. COVERED : F.F.E.-FINISH FLOOR ELEVATION A/C - AIR CONOIr0*lt SKETCH FOR PLOT PLAN ONLY -DOES NOT REPRESENT OR PURPORT TO SHOW - — F7 FND. ESM'r FOUND EASEMENT I.D. - IDENTIFICATION BOUNDARY LINES NOR 1S IT BASED ON A FIELD RUN SURVEY —4 CONC CONCRETE JEA - JACKSONVILLE ELECTRIC. — MON. LP. IRON AUTHORITY MONUMENT P.T. • POINT Of TANGENCY PIPE P.C.P. ALL I.R. C. PERMANENT CONTROL POINT IRON Roo P.C. - POINT OF CURVE DELTA ANGLE P R.C. - POINT OF REVERSE CURVE AMERICAN A "R ARCCHOL P C.C. - POINT OF COMPOUND CURVE �US LENGTH O.R.L. - BUILDING; REsrtucnON SURVEY NOT VALID UNLESS EMBOSSED BY SEAL SURVEYORS OF FLORIDA, (CALO.) CALCULATED F•P•&L- FLORIDA POWER & LIGHT JAMES D. HARRISON, JR., No. 2647 INC. D ((P)j DEED c".) - TYPICAL.. MICHAEL A. GARRETT, No. 8843. (R) PUT NGVD - NATIONAL GEODETIC VERTICAL RADIAL LINE DATUM CENTER UNE - NAVD -NORTH AMERICAN VERTICAL 1 *-30' SCALE O R/W -z- RIGHT—OF—WAY DATUM FENCE P.1. - POINT OF INTERSECTION _ 9,�,� (W) EOW - EDGE OF WATER WITNESS Toe - TOP OF BATIK DATE 01-19-17 (FLORj9A_REtlSTERED SN8VEYOR WMAPPER -8 F.B. X DR. BY BRB DIR, P:\2017\81431-159623-plotplaa ORDER NO. 159623 FILE 81431 Emm Lumber design valumil To e are 1t accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek RE: 14793T0 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa,FL 33610-4115 Customer Info: Toll Brothers Project Name: Atlantic Beach Model: Julington - CaroFiina Lot/Block: 151 Subdivision: Atlantic Beach Address: 1654 Atlantic Beach Drive, . City: Jacksonville State: FL Name Address and License #of Structural Engineer of Record, If there is one, for the building. Name: Lou Pontigo License #: 53311 Address: 420 Osceola Ave., . City: Jacksonville Beach State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TPI2014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 40.0 psf Floor Load: 55.0 psf This package includes 82 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T12851378 CJ02 1/2/18 18 T12851395 F04 1/2/18 2 I T12851379 CJ12 1/2/18 19 T12851396 I F05 1/2/18 3 I T12851380 CJ22 1/2/18 20 T12851397 I F06 1/2/18 4 1112851381 CJ32 1/2/18 21 T12851398 I F07 1/2/18 5 T12851382 EJ02 1/2/18 22 T12851399 F08 1/2/18 6 T12851383 EJ04 1/2/18 23 T12851400 FT01 1/2/18 7 T12851384 EJ06 1/2/18 24 T12851401 T01 1/2/18 8 T12851385 EJ12 1/2/18 25 T12851402 T02 1/2/18 9 T12851386 EJ16 1/2/18 26 T12851403 T03 1/2/18 I 10 T12851387 EJ22 1/2/18 27 T12851404 T04 1/2/18 11 T12851388 EJ27 1/2/18 28 T12851405 106 1/2/18 12 T12851389 EJ32 1/2/18 29 T12851406 107 1/2/18 13 112851390 EJ37 1/2/18 30 I T12851407 108 1/2/18 14 T12851391 EJ47 1/2/18 31 (112851408 109 1/2/18 15 T12851392 F01 1/2/18 32 T12851409 T12 1/2/18 16 T12851393 F02 1/2/18 33 T12851410 T13 1/2/18 17 T12851394 F03 1/2/18 34 I T12851411 T14 1/2/18 `ot%$ItuHi,,i� The truss drawing(s)referenced above have been prepared by MiTek `��No% coN V - ii•,' USA, Inc. under my direct supervision based on the parameters `�� J•........... G E N.• c' •�• provided by Building Component Supply. • No 68182 Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2019. 1.%.-7):0:‘...",..h.#..;:"TioA0NT*REAI::00::;11.c.....144/: •IMPORTANT NOTE: The seal on these truss component designs is a certification �:that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters ��shown(e.g., loads,supports,dimensions,shapes and design codes),which were iS • ••• %%fileen refeorenlTek. Any ce pu ose onlyct specific,and was nt�kenlon into accded is ount inor the Ioerstl � purpose Y. preparation these designs. MiTek has not independently verified the applicability of the design Joaquin Velez PE No.68182 parameters or the designs for any particular building. Before use,the building designer MiTek USA,Inc.FL Cert 6634 should verify applicability of design parameters and properly incorporate these designs 6904 Parke East Blvd.Tampa FL 33610 into the overall building design per ANSI/TPI 1,Chapter 2. Date: January 2,2018 Velez. Joaquin 1 of 2 RE: 14793T0 - Site Information: Customer Info: Toll Brothers Project Name: Atlantic Beach Model: Julington - Carolina Lot/Block: 151 Subdivision: Atlantic Beach Address: 1654 Atlantic Beach Drive, . City: Jacksonville State: FL No. Seal# Truss Name Date No. Seal# Truss Name Date 35 T12851412 T19 1/2/18 178 T12851455 1 V08 1/2/18 36 712851413 1120 1/2/18 79 I T1 2851 456 1 V09 1/2/18 37 T12851414 1121 1/2/18 80 17128514571 V10 1 1/2/18 38 T12851415 1122 1 1/2/18 81 1712851458 1 V11 1 1/2/18 39 T12851416 1 123 ! 1/2/18 82 1T12851459 1V12 1 1/2/18 40 T12851417 T25 1/2/18 41 T12851418 1 T26 1/2/18 42 T12851419 1127 1/2/18 43 T12851420 1 128 1/2/18 44 T12851421 1129 1/2/18 45 T12851422 1730 1/2/18 46 T12851423 1T31 1/2/18 47 712851424 11-32 1/2/18 OFFICE ®� 48 T12851425 1 733 1/2/18 49 T12851426 1T34 1/2/18 50 T128514271135 1/2/18 51 T12851428 11-36 1/2/18 52 T12851429 1T37 1/2/18 53 T12851430 1 138 1/2/18 54 T12851431 1139 1/2/18 55 T12851432 1140 1/2/18 56 T12851433 11-41 1/2/18 57 T12851434 11-42 1/2/18 58 T1285143511-43 1/2/18 59 T12851436 1-1-44 1/2/18 60 T12851437 1-45 1/2/18 61 T12851438 1 146 1/2/18 62 T12851439 1 147 1/2/18 63 T12851440 1 1-48 1/2/18 64 T12851441 T49 1/2/18 65 T12851442 T50 j 1/2/18 66 1112851443 1 151 1/2/18 67 11128514441152 1/2/18 68 T128514451153 1/2/18 69 T12851446 1 154 1/2/18 70 1128514471155 1/2/18 71 1-128514481V01 1/2/18 72 7128514491 V02 1/2/18 73 112851450 1 V03 1/2/18 74 T12851451 1VO4 1/2/18 75 T12851452 1 V05 1/2/18 76 T12851453 I V06 1/2/18 77 T12851454 1V07 1/2/18 2 of 2 Job Truss Truss Type , 'O„* Ply 1 T12851381 t4793TO 'CJ32 Jack-Open 1 1 1 1 1 I Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:06:34 2018 Page 1 I D:?KVLnJdmeFL?cdV8wJvVilzmCVV-yteR6HOhnV_Bl9hjzlp8iiGHD3UdgEDbnlnt8ozzUEp 2-9-3 2-9-3 Scale=1:8.8 2.83 12 2 iy . 1 1 �m ;N a O_ O )X I ! I 3 ♦ 3x8 I 3x4= 0-3-8 I 2-9-3 ' 0-3-8 2-5-11 Plate Offsets(X,V)-- [1:0-0-0,0-1-5],(1:0-3-1,Edge) LOADING (psf) SPACING- 2-0-0 CSI. ( DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.01 6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.17 Vert(CT) 0.01 6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 1 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MP Weight:10 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 2=64/Mechanical,3=45/Mechanical,1=108/0-4-15 Max Horz 1=30(LC 8) Max Uplift 2=-45(LC 8),3=36(LC 8),1=68(LC 8) Max Gray 2=64(LC 1),3=46(LC 3),1=108(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.0psf;h=25tt;B=45ft;L=24ft;eave=4ft;Cat. Ii;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Corner(3)zone;cantilever left exposed;porch left and right exposed;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. 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 bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 45 lb uplift at joint 2,36 lb uplift at joint 3 and 68 lb uplift at joint 1. A WARNING-Verily design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Me-7473 rev.10103/2015 BEFORE USE mi Design valid for use only with MiTek®connectors.Ns design is based only upon parameters shown,and is for an Individual building component.not a truss system.Before use,the building g designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mile k is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the tabricatlon,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPt I Quality Criteria,OSB-89 and BCSI Building Component 6904 Parke East Bbd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type 4 Ori Ply T12851382 14793T0 EJ02 Jack-Open 16 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:06:35 2018 Page 1 ID?KVLnJdmeFL?cdV8wJvVilzmCW-R4CpJdOKYo72NJGvXTKNEwpUiTsbPhTk?PXOgEzzUEo 2-0-0 2-0-0 Scale=1:10.9 2 6.00 12 1 ►, • 3x5 I I 3 2-0-0 2-0-0 Plate Offsets(X,Y)-- (7:0 0 1,0 0 3], 1:0 0-3,0 5-0],(1:0-2-8,0-0-7] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) -0.00 6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.00 6 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MP Weight:7lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2x4 SP No.3 - REACTIONS. (lb/size) 2=50/Mechanical,3=30/Mechanical,1=80/0-5-8 Max Horz 1=41(LC 12) Max Uplift 2=32(LC 12),3=5(LC 12),1=-5(LC 12) Max Gray 2=50(LC 1),3=36(LC 3),1=80(LC 1) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)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. 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)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 32 lb uplift at joint 2,5 lb uplift at joint 3 and 5 lb uplift at joint 1. A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MW-7473 rev.10/032015 BEFORE USE hu Design valid for use only with MITeke connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall bugdrg design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M]Te k Is always required for stability and to prevent collapse wtth possible personal kyury and property damage. For general grddarice regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute,218 N.Lee Street Suite 312.Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type + Ore. Ply T12851383 14793T0 EJ04 Jack-Open 7 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:06:35 2018 Page 1 I D:?KVLnJdmeFL?cdV8wJvVilzmCW-R4CpJdOKYo72NJGvXTKN EwpR4TprPhTk?PXOgEzzU Eo 4-0-0 4-0-0 Scale:3/4'=1' 2 6.00 12 fl 7 W r4 N N PISIIIII 3 11.1 3.5 4-0-0 4-0-0 Plate Offsets()(,Y)— [1:0.0-1,0-0-3] LOADING(psi) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.02 3-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.03 3-6 >999 180 BCLL 0.0 ' Rep Stress!nor YES WB 0.00 Horz(CT) -0.01 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MP Weight:14 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 2=103/Mechanical,3=55/Mechanical,1=158/0-5-8 Max Harz 1=81(LC12) Max Uplift 2=-66(LC 12),3=-2(LC 12),1=-15(LC 12) Max Gray 2=103(LC 1),3=73(LC 3),1=158(LC 1) FORCES. (lb)-Max Comp./Max Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave--41t;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 3-11-4 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. 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)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 66 lb uplift at joint 2,2 lb uplift at joint 3 and 15 lb uplift at joint 1. pe. A WARNING-Verity design parameters and READ NOTES ON THIS AND AVCLUDED ANTEK REFERANCE PAGE AW-7473 rev.10103/2015 BEFORE USE Design valid for use only with Mack®connectors.This design Is based only upon parameters shown.and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possble personal injury and properly damage. For general guidance regarding the rubrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPIl Quality CAterla,DSS-69 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Stifle 312.Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type , QC^ 'Ply T12851384 14793T0 EJ06 JACK-OPEN 9 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:06:36 2018 Page 1 I D:?KVLnJdmeFL?cdV8wJvVi lzmCVV-vGmBW zPyJ6Fv_Tr55Arcn7LX2t5N88jtE3G_CgzzU En 6-0-0 6-0-0 Scale=1:20.7 2 •� 6.00 12 Yn � N 7 r7 1 16.11111.11►4 3 3x5 I I 6-0-0 6-0-0 Plate Offsets(X,Y)-- 11:0 0 1,0 0-31.11:0-0-3,0-5-01,11:0.2-0,0-1-31 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.10 3-6 >705 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.14 3-6 >524 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) 0.02 1 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MP Weight:20 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 2=157/Mechanical,3=80/Mechanical,1=238/0-5-8 Max Horz 1=122(LC 12) Max Uplift 2=100(LC 12),1=-26(LC 12) Max Gray 2=157(LC 1),3=111(LC 3),1=238(LC 1) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 5-11-4 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. 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 bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint 2 and 26 lb uplift at joint 1. a WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Mit Design valid for use only with MITekt.,connectors.This design is based only upon parameters shown-and Is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and property Incorporate this design into the overall L xr iding design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,seeANSl/WPl l Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type Qt', Ply T12851385 14793T0 EJ12 Jack-Open 3 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:06:37 2018 Page 1 I D:?KV LnJdmeFL?cdV8wJvVilzmCVV-NSKZkJQa4QNmccQHetNrJLuquH W gtbz1 TjOXk7zzUEm 2-0-0 2-0-0 Scale=1:10.9 6.001. 2 1 rn , N 1 3 3x5 II 0-3-0 2-0-0 r 0.3-0 I 1-9-0 Plate Offsets(X,Y)-- ]7:0 0-1,0 0 3],(1:0-0-3,0-5-0],j1:0-2-8,0-0-71 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (roc) 1/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) 0.00 6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 6 >999 180 � BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MP Weight:7 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 2=50/Mechanical,3=30/Mechanical,1=80/0-3-8 Max Horz 1=41(LC 12) Max Uplift 2=-38(LC 12),3=27(LC 12),1=33(LC 12) Max Gray 2=50(LC 1),3=36(LC 3),1=80(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24tt;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;cantilever left exposed;porch left and right exposed;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. 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 bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 38 lb uplift at joint 2,27 lb uplift at joint 3 and 33 lb uplift at joint 1. 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 645-7473 rev.10/03/2015 BEFORE USE illt Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and Is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall T • building design. Bracing Indicated h to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mile k is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,seeANSI/tPli Qualify Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate institute.218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa.FL 33610 ',, Job Truss Truss Type Qty, I Ply T12851386 14793T0 ,EJ16 Jack-Open 4 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:06:38 2018 Page 1 I D:?KV LnJdmeFL?cdV8wJvVi IzmCVV-rtuxxf RCrjVd Em?UCbu4sYRvbhm Bc2DAhNI4HZzzUEI 2-5-8 6-0-0 2-5-8 3-6-8 Scale=1:20.7 3 ,1 6.00 nlY 3x4 I 11 2 rn 10IN 1 q 4x5 I 4 0 o c IhrA 6 "'M 2x4 II 3x5 I 2-5-8 6-0-0 2-5-8 3-6-8 Plate Offsets(X,Y)-- J1:0-0-1,0-0-31,(1:0-0-3,0-5-01,[1:0-2-8,0-0-71 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.10 4-5 >712 240 i MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.12 4-5 >582 180 BCLL 0.0 ' I Rep Stress Incr YES WB 0.00 Horz(CT) 0.03 4 rVa n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MR Weight:22 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-6:2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 3=142/Mechanical,4=96/Mechanical,1=238/0-5-8 Max Horz 1=122(LC 12) Max Uplift 3=-83(LC 12),4=-15(LC 12),1—26(LC 12) Max Gray 3=142(LC 1),4=108(LC 3),1=238(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-300/113 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 5-11-4 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. 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)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 83 lb uplift at joint 3,15 lb uplift at joint 4 and 26 lb uplift at joint 1. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MB-7473 rev.10/93/2015 BEFORE USE. f Design valid for use only with Mitek©connectors.This design Is based only upon parameters shown,and Is for an individual building component.not a truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall braiding design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Milek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/WPl I Quality Criteria,DSS-89 and SCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job ITruss Truss Type . Qty Ply T12851387 14793T0 EJ22 Jack-Open 14 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:06:38 2018 Page 1 I D:?KV LnJdmeFL?cdV8wJvVi lzmCVV-rfuxxf RCrj Vd Em?UCbu4sYR?rhtSc2 DAhN I4HZzzUEI 2-0-0 2-0-0 Scale=1:8.9 4.00[12 2 /\; 1 t\ N — II ^ / O rR 3 • 3x4= 2-0-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) -0.00 6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.05 Vert(CT) -0.00 3-6 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MP Weight:6 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=80/0-5-8,2=54/Mechanical,3=26/Mechanical Max Horz 1=27(LC 12) Max Uplift 1.13(LC 12),2=-31(LC 12) Max Gray 1=80(LC 1),2=54(LC 1),3=37(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.Opsf;BCDL=5.0psf;h=25ft;B=45ft;L=24tt;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)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. 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)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 13 lb uplift at joint 1 and 31 lb uplift at joint 2. 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE AW-7473 rev.10/V3/2015 BEFORE USE Design valid for use only with MilekS)connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Indivkluai truss web and/or chord members only. Additional temporary and permanent bracing MiTek' S always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/1PI1 Quality Criteria,058-89 and 8C51 Butding Component 6904 Parke East Blvd. Safety Information avallabie from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type . Obs, !Ply T12851388 14793T0 EJ27 Jack-Open 8 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:06:39 2018 Page 1 I D:?KV LnJdmeFL?cdVBwJvVilzmCW-JrSJ9?Sgc1 dUrwagmlPJPmz4H445LVTKw1 Vep?zzUEk 2-5-8 6-0-0 i 2-5-8 3-6-8 � Scale=1:15.5 3 Vi 4.00 12 t 6x6= 11 2 • 10 co N 1t N 1 /ny 5 4 O 62x4 I 3x4= 2-5-8 6-0-0 2-5-8 3-6-8 Plate Offsets(X,Y)-- 12:0-1-12,0-0-91,(2:0-3-0,Edge),(5:0-0-0,0-1-121 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (roc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.09 4-5 >812 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.12 4-5 >578 180 BCLL 0.0 * Rep Stress[nor YES WB 0.00 Horz(CT) 0.03 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MR Weight:21 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-6:2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 1=238/0-5-8,3=143/Mechanical,4=95/Mechanical Max Horz 1=81(LC 12) Max Uplift 1=-45(LC 12),3 Job Truss Truss Type Qt)i, !Ply T12851389 14793T0 EJ32 Jack-Open 2 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:06:40 2018 Page 1 ID:?KVLnJdmeFL?cdV8wJvVilzmCW-n10iMLSSNLILT48sKOwYxzW LHUZh4yiT9hEBLSzzUEj 2-0-0 2-0-0 Scale=1:8.9 4.00 12 2 1 ri N r PrxilldIIIIIII , d d lijIMEIMIll -' 3 3x6 11 3x4= 0-3-0 2-0-0 0-3-0 I 1-9-0 Plate Offsets(X,Y)-- [1:0-0-0,0-1-41,[1:0-1-8,0-7-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) -0.00 6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.00 6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 1 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MP Weight:8 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 2=47/Mechanical,3=33/Mechanical,1=80/0-3-8 Max Horz 1=27(LC 12) Max Uplift 2=-31(LC 12),3=-26(LC 12),1=-41(LC 12) Max Gray 2=47(LC 1),3=34(LC 3),1=80(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi-0.18;MWFRS(directional)and C-C Exterior(2)zone;cantilever left exposed;porch left and right exposed;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. 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)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 31 lb uplift at joint 2,26 lb uplift at joint 3 and 41 lb uplift at joint 1. Al WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE Mi7473 rev.1010312015 BEFORE USE. Design valid for use only with Mileke connectors.This design is based only upon parameters shown.and Is for an Individual bulding component,not a truss system.Before use,ttse building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bractrrg Mile k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the i fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/1PI l Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type 1C44, Ply T12851390 14793T0 EJ37 Jack-Open i 2 1 'Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:06:40 2018 Page 1 ID:?KVLnJdmeFL?cdV8wJvVilzmCVV-n10iMLSSNLILT48sKOWYxzW DhUTQ4yiT9hEBLSzzUEj 6-0-0 6-0-0 Scale=1:15.5 2 4.00.FIT 8 7 m thN 1 3 3x4= 6-0-0 6-0-0 Plate Offsets(X,Y)-- 11:0-0-0,0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.07 3-6 >989 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.13 3-6 >557 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) 0.02 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MP Weight:20 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 1=238/0-5-8,2=162/Mechanical,3=76/Mechanical Max Horz 1=81(LC 12) Max Uplift 1=45(LC 12),2=-89(LC 12) Max Gray 1=238(LC 1),2=162(LC 1),3=112(LC 3) FORCES. (Ib)-Max.Comp-/Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 5-11-4 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. 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)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 45 lb uplift at joint 1 and 89 lb uplift at joint 2. A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M8-7473 rev.10/032015 BEFORE USE. . Design valid for use only with MITek0%connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeke is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Atexandrka.VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty. Ply T12851391 14793T0 IEJ47 Jack-Open 10 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:06:41 2018 Page 1 I D:?KV LnJdmeFL?cdV8wJvVi IzmCVV-F EZ4ahT48etC5 Ej3tj RnUB3N mun_pPydOL_ItuzzU Ei 6-0-0 I 6-0-0 Scale=1:15.5 2 1 4.00 12 8 • 7 a) so N N 1 I i 3 3x6 I I 3x4 P 3-g 6-0-0 I 0-3-0 5-9-0 Plate Offsets(X,Y)-- (1:0-1-8,0-7-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL- in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.20 3-6 >361 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.57 Vert(CT) 0.16 3-6 >445 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.03 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MP Weight:20 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 2=155/Mechanical,3=82/Mechanical,1=238/0-3-8 Max Horz 1=81(LC 12) Max Uplift 2=-97(LC 12),3.66(LC 12),1=-129(LC 12) Max Gray 2=155(LC 1),3=109(LC 3),1=238(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 5-11-4 zone;cantilever left exposed;porch left and right exposed;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. 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)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 97 lb uplift at joint 2,66 lb uplift at joint 3 and 129 lb uplift at joint 1. A WARNING-Verily design parameters and READ NOTES ON THIS AND WCLUDED MITEK REFERANCE PAGE Ma-7473 rev.10103/2015 BEFORE USE. 111 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing " M Te k Is always required for stability and to prevent collapse with possible personal knlray and property damage. For general guidance regarding the tabricatbn,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/Tell Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type i Qty. Ply T12851392 14793T0 F01 GABLE2 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:06:42 2018 Page 1 ID:?KVLnJdmeFL?cdV8wJvVilzmCVV-IQ7Sn1 Ujvy?3iOIFRRy000bfwlFwYsemc?jlQKzzUEh 08 0,1r8 ri Scale=1:25.1 3x4= 13x4— 2 3 4 5 6 7 8 9 10 11 12 0 s a o 0 04 oL o N 26 — I v I Y '•'iiii•i i iii;;i'ii;i 24 23 22 21 20 19 18 17 16 15 14 13 3x4= 3x4= 3x4 = 3x4= 1-6-12 2-10-12 I 4-2-12 5-6-12 6-10-12 8-2-12 9-6-12 I 10-10-12 12-2-12 13-6-12 15-2-8 1-6-12 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-7-12 Plate Offsets(X,Y)-- [12:0-1-8,Edgei,114:0-1-8,Edge1,[23:0-1-8,Edge1 i LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) Udefl Ltd PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.11 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a - rVa 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) -0.00 14 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 i Matrix-S Weight:72 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end 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:23-24,13-14. REACTIONS. All bearings 15-2-8. (Ib)- Max Gray All reactions 250 lb or less at joint(s)24,13,23,22,21,20,19,18,17,16,15,14 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 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 1-4-0 oc. 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. _ a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEB REFERANCE PAGE MB-7473 rev.10/03/2015 BEFORE USE. 11111 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Pi-acing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal ifrzy and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSl/7I1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute.218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty. Ply ' T12851393 14793T0 IF02 Floor 18 1 i Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:06:43 2018 Page 1 I D:?KV LnJdmeFL?cdV8wJvVi I zmCVV-Cchq_MVLgG7wKXtR?8TFZc8jOiOvHCgvrfTrymzzU Eg 0-1-8 H 1-3-0 , 1-11-8 01118 Sc4l4=1:25.6 4x6= 4x6= 1.5x3= 1.5x3 H 1.5x3 II 1.5x3= 1 2 3 4 5 6 7 8 Y 17 eN '— 18 7_, 2X, . NI e 7 e e 15 14 13 12 11 10 169 4x6= 4x6= 15-2-8 15-2-8 Plate Offsets(X,Y)-- [1:Edge,0-1-8],]8:0-1-8,Edge],(12:0-1-8,Edge],[13:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deil Lid 1 PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.57 Vert(LL) -0.15 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.80 Vert(CT) -0.19 13-14 >925 240 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(CT) 0.04 9 rVa n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S I Weight:79 Ib FT=20%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, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=816/0-5-8,9=816/0-5-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-16=-811/0,8-9.811/0,1-2=-812/0,2-3=-1930/0,3-4=-2513/0,4-5=-2513/0,5-6=-2513/0,6-7=-1930/0, 7-8=-812/0 BOT CHORD 14-15=0/1525,13-14=0/2308,12-13=0/2513,11-12=0/2308,10-11=0/1525 WEBS 1-15=0/1047,2-15=-991/0,2-14=0/563,3-14=-525/0,3-13=-9/520,4-13=-261/0,8-10=0/1047,7-10=-991/0, 7-11=0/563,6-11=-525/0,6-12=-9/520,5-12=-261/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)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. f mrit V WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Apt-7473 rev.10/03/201S 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,riot a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent colla se with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Bird. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Obit Ply T12851394 14793T0 F03 Floor 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:06:44 2018 Page 1 I D:?KV LnJ d me F L?c dV8wJv V i l zmC W-g o FC C i Vz RZ F myh SeZ r?U 6pg z F 5150Z?34J C P U Dzz U Ef 0-1-8 HI 1-3-0 I P-7-9 0-�11-8 Scale=1:40.5 1.5x3= 3x6 FP= 1.5x3= 3x6 FP= 6x8= 5x6= 4x6 II 4x6 II 5x6= 6x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 N-•" N ,/ \./ /'N /'N /rN./ N_ 17 • 27 26 25 24 23 22 21 20 19 18 17 16 15 4x6= 5x6= 4x6= 3x12 M18SHS FP= 3x4=3x4= 3x4= 3x4= 4x6= 5x6= 4x6= 3x4= 3x4= 1-6-0 4-0-0 6-6-0 9-0-0 14-10-8 17-4-8 19 10 8 22-4-8 23-10-8 1-6-0 I 2-6-0 2-6-0 I 2-6-0 I 5-10-8 I 2-6-0 I 2-6-0 I 2-6-0 1-6-0 I Plate Offsets(X,Y)-- [1:0-1-8,0-0-8),[2:0-3-0,Edge],[8:0-3-0,0-0-01,[13:0-3-0,Edge],[14:0-1-8,0-0-8),[14:0-1-8,Edge],[15:Edge,0-1-8],(16:0-2-8,Edge],[18:0-1-8,Edge], [20:0-1-8,Edge1,[21:0-1-8,Edge],[24:0-1-8,Edge],[26:0-2-8,Edge1,[27:Edge,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 IC 0.25 Vert(LL) -0.52 21 >547 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.74 Vert(CT) -0.71 21 >398 240 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.13 15 rVa n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:156 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.1(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP SS(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 27=1299/0-5-8,15=1299/0-5-0 FORCES. (Ib)-Max Comp./Max Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-27=-1292/0,14-15=-1292/0,1-2=-1427/0,2-3=-3628/0,3-4=-5215/0,4-6=-6205/0, 6-7=-6651/0,7-8=-6651/0,8-9=-6651/0,9-11=-6205/0,11-12=-5215/0,12-13=-3628/0, 13-14=-1427/0 BOT CHORD 25-26=0/2679,24-25-0/4549,22-24=0/5854,21-22=0/6528,20-21=0/6651,19-20=0/6528, 18-19=0/5854,17-18=0/4549,16-17=0/2679 WEBS 14-16=0/1843,1-26-0/1843,13-16=-1698/0,2-26=-1698/0,13-17-0/1288,2-25=0/1288, 12-17=-1249/0,3-25=-1249/0,12-18=0/903,3-24=0/903,11-18=-868/0,4-24=-868/0, 11-19=0/501,4-22=0/501,9-19=-473/0,6-22=-473/0,9-20=-281/545,6-21=-281/545, 7-21.303/161,8-20=-303/161 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All plates are 3x6 MT20 unless otherwise indicated. 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. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE AW-7473 rev.10/03/2015 BEFORE USE. 111 Design valid for use only with MITek®connectors.This design 8 based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the appkcabllty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek • Is always required for stability and to prevent collapse with possiale personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and tracing of trusses and truss systems.seeANSt/IPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Intonnallon avdlable from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type Qtyt I Ply T12851395 14793T0 F04 Floor 2 1 I Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:06:45 2018 Page 1 ID:?KVLnJdmeFL?cdV8wJvVilzmCW-8?pbP2W bCtNdZr1 g6ZWje1 Dz2V2012ACIzyyOfzzUEe 0-1-8 H I 1-3-0 I 11 -2-0 I Cr" 0-FF1I-8 Scale=1:40.5 TRUSS IS NOT DESIGNED TO SUPPORT CONCENTRATED LOADS AT ITS CANTILEVERED END(S). 4x6= 1.5x3= 1.5x3= 4x6= 3x6 FP= 4x6= 6x8= 1.5x3= 1 2 3 4 5 6 7 8 9 10 11 12 P ya 227 26 25 24 23 22 21 20 19 18 17 16 15 14 13 4x6= 4x6= 3x12 M18SHS FP= 1.5x3 II 1.5x3 II 4x6= 4x6= 4x6= 1.5x3 II 21-11-0 I 1-6-0 I 4-0-0 , 6-6-0 I 9-0-0 _ I 12-11-0 I 15v-0 I 17-11-0 I 20-5-0 1 21-9-8 -4$23-10-8 1-6-0 2-6-0 2-6-0 2-6-0 3-11-0 2.6-0 2-6-0 2-6-0 1-4-8 04-8 1 1-6-0 0-5-8 Plate Offsets(X,Y)-- [1:Edge,0-1-81,[5:0-1-8,Edgel,[6:0-1-8,Edgel,111:0-2-12,Edgel,f12:0-1-8,Edgel,[16:0-2-12,Edgel,[26:0-2-12,Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (oc) Vdetl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.95 Vert(LL) -0.49 20-21 >535 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.92 Vert(CT) -0.67 20-21 >391 240 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(CT) 0.10 15 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:126 lb FT=20%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, BOT CHORD 2x4 SP No.1(flat)*Except* except end verticals. 13-23:2x4 SP SS(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3(flat) 2-2-0 oc bracing:22-24 6-0-0 oc bracing:15-16,14-15. REACTIONS. (lb/size) 27=1176/0-5-8,15=1409/0-5-8 Max Gray 27=1183(LC 3),15=1409(LC 1) FORCES. (ib)-Max.Comp./Max Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-27=-1178/0,1-2=-1226/0,2-3=-3105/0,3-4=-4391/0,4-5=-5104/0,5-6=-5312/0, 6-7=-5096/0,7-9=-4373/0,9-10=-3075/0,10-11=-1194/0 BOT CHORD 25-26=0/2314,24-25=0/3870,22-24=0/4886,21-22-0/5312,20-21=0/5312,19-20=0/5312, 18-19-0/4872,17-18-0/3848,16-17=0/2273 WEBS 11-15=-1344/0,1-26 /1584,11-16=0/1576,2-26=-1514/0,10-16=-1500/0,2-25=0/1100, 10-17=0/1129,3-25=-1064/0,9-17=-1089/0,3-24=0/725,9-18=0/738,4-24=-688/0, 7-18=-702/0,4-22-0/464,7-19=0/482,5-22=-581/168,6-19=-606/143 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All plates are 3x4 MT20 unless otherwise indicated. 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)CAUTION,Do not erect truss backwards. a WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE AM•7473 rev.100312015 BEFORE USE ti Design valid for use only with MiTekO connectors.This design Is based only upon parameters shown,and Is for an IndMdual building component,not a tries system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent budding of individual truss web and/or chord members oNy. Additional temporary aid permanent bracing MiTek • Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general grddarae regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANS1/IPI1 Quality Criteria,DSB•89 and BCSI Bending Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type • Otis I Ply T12851396 14793T0 F05 Floor 4 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:06:47 2018 Page 1 I D:?KV LnJdmeFL?cdV8wJvVilzmC W-4NxLgkYrkUdLp9BC E_YBjSIK4JIzDxMVmHR35YzzUEc 0-1-8 H I 1-3-0 I I 1-11-8 I Or -i3 Scale=1:37.8 4x6= 1.5x3= 4x6= 3x6 FP= 1.5x3 II 4x6= 5x6 II 1 2 3 4 5 6 7 e 9 10 11 12 125 1•N_� \ / X \e ••N / N / N_/ \•— J o I. 4 r. 23 22 21 20 19 18 17 16 15 14 13 4x6= 4x6= 1.5x3 II 3x12 M18SHS FP_ 5x6= 1.5x3 II 4x6= 21-5-8 211-9-8 I 0 21-5-8 -3-0 Plate Offsets(X,Y)-- [1:Edge,0-1-8],[5:0-1-12,Edgel,[7:0-1-8,Edqel,[12:0-3-0,Edge],[14:0-1-8,Edgel,[20:0-1-8,Edge],(23:0-2-12,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.85 Vert(LL) -0.45 19 >561 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.85 Vert(CT) -0.62 18-19 >409 240 ' M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) -0.02 12 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:112 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat)*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, 4-12:2x4 SP No.1(flat) except end verticals. BOT CHORD 2x4 SP SS(flat)*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 13-16:2x4 SP No.1(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (Ib/size) 24=1164/0-5-8,12=1170/0-3-0 FORCES. (ib)-Max Comp./Max Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-24=-1157/0,1-2=-1202/0,2-3=-3048/0,3-5=-4271/0,5-6=-5091/0,6-7=-5091/0, 7-8=-4974/0,8-9=-4315/0,9-10=-3073/0,10-11=-1248/0,11-12=-1251/0 BOT CHORD 22-23=0/2272,21-22-0/3790,20-21-0/4754,19-20=0/5091,18-19=0/5091,17-18=0/4788, 15-17=0/3823,14-15=0/2296 WEBS 12-14=0/1624,1-23=0/1553,2-23=-1488/0,2-22=0/1079,3-22=-1032/0,3-21-0/669, 5-21=-671/0,5-20=-51/801,6-20=-336/0,10-14=-1424/0,10-15=0/1082,9-15=-1043/0, 9-17=0/684,8-17=-657/0,8-18=0/456,7-18=-551/231 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All plates are 3x4 MT20 unless otherwise indicated. 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)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6)CAUTION,Do not erect truss backwards. V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIEN REFERANCE PAGE A9.7473 rev.10/03/2015 BEFORE USE. mi Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an Individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary cnd permanent tracing MiTek' is always required for stability and to prevent collapse with possible personal Inkry and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and tr ss systems,seeANSIJIPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type • 'Qty, Ply T12851397 14793T0 F06 Floor 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 S Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:06:47 2018 Page 1 I D:?KV LnJdmeFL?cdV8wJvVi IzmCV V-4NxLgkYrkUd Lp9BC E_YBjSIQjJsXD49VmH R35YzzUEc 0-3-0 p g I l 1-3-0 -- 1-5-8 -- 1 Scale=1:11.5 3x4= 1 3x4= 21.5x3 '' 3 3x4= 4 . a • • • • • 10 r-- — 11 3x6= • 1.5x3=- o I ../1111 • 1.5x3 I 3x4= 8 7 6 _ 3x4= 3x6= 3x4= 4-7-0l 6-1-0 4-7-0 1-6-0 Plate Offsets(X,Y)-- [3:0-1-8,Edge],[4:0-1-8,Edge],[8:0-1-8,Edge] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.49 Vert(LL) -0.03 6-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.43 Vert(CT) -0.04 6-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:36 lb FT=20%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, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=305/0-5-8,5=311/0-4-5 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-9=-326/0,4-5=-313/0,1-2=-366/0,2-3=-366/0 BOT CHORD 7-8=0/366,6-7=0/366 WEBS 4-6=0/287,1-8=0/442 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)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. a WARNING-Verity design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERANCE PAGE 111.7473 rev.10932015 BEFORE USE. legt Design valid for use only with Wield)connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verily the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members ordy. Additional temporary and permanent bracing M[Tek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the tabricatbn,storage.delivery,erection and bracing of trusses and truss systems.seeANSI/TP11 Qualify Criteria,058-89 and BCSI Building Component 6904 Parke East Bird. Safety Information avdlable from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type 4 Qty Ply T12851398 14793T0 F07 Floor ;3 1 I Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:06:48 2018 Page 1 I D:?KV LnJdmeF L?cdV8wJvVi lzmCVV-YaUj24ZTUoICQJ m Poh3QGfraKj6JyVOf?xAcd_zzUEb 0-3-0 H 1-3-0�I 1-4-12 1-8-12 0 1��8 I Scale=1:28.3 3x6= 1.5x3 II 3x6 FP= 3x8= 1.5x3 II 1.5x3=- 1 1 2 3 4 5 6 7 8 9 10 0 o a o e o � o o -+\\\ 2 c `y _N I/—Ni, N IN. l /' 24 a ' o e > 21 20 19 17 16 15 14 13 12 O1 3x6= 1.5x3 1.5x3 I I 3x6 FP= 5-9-4 5-1pf12 17-0-0 5-9-4 0-1-8 11-1-4 Plate Offsets(X,Y)-- 13:0-1-8,Edge],18:0-1-8,Edge],(10:0-1-8,Edge],(16:0-1-8,Edge],(21:0-1-8,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.56 Vert(LL) -0.09 14-15 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.78 Vert(CT) -0.11 14-15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(CT) 0.01 11 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:92 lb FT=20%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, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:18-19,17-18. REACTIONS. (lb/size) 22=227/0-5-8,11=559/0-5-8,18=1031/0-5-8 Max Gray 22=260(LC 10),11=580(LC 7),18=1031(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-22=-266/0,10-11=-573/0,1-2=-277/0,2-3=-277/0,5-6=-408/79,6-7=-1243/0, 7-8=-1243/0,8-9=-1169/0,9-10=-545/0 BOT CHORD 20-21=0/277,19-20=0/277,18-19=-409/0,17-18=-409/0,16-17=0/911,15-16=0/1243, 14-15=0/1243,12-14=0/1022 WEBS 5-18=-989/0,1-21=0/332,5-19=0/388,3-19=-382/0,10-12=01101,5-17=0/713, 9-12=-663/0,6-17=-717/0,6-16=0/586,7-16—258/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)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. 4)CAUTION,Do not erect truss backwards. A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE ME-7473 rev.10403/2015 BEFORE USE. 11111 Design valid for use only with MITekA connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of tndlAdual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possble personal inluzy and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems-seeANSI/1911 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informalon available from Truss Plate institute-218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type • Qtye Ply T12851399 14793T0 F08 Floor I 1 1 I 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 5 Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:06:49 2018 Page 1 I D:?KVLnJdmeFL?cdV8wJvVilzmCVV-Om25FQZ6F6t32SKbLPafpt0l_6SUhyeoDbwA9Q7zUEa 0-1-8 1-3-01-6-4 1-8-12 0-.1�8 Scale=1:28.7 1.5x3= 1.5x3 Iii 3x6 FP= 3x8= 1.5x3 H 1.5x3= 1 2 3 4 5 6 7 8 9 10 o r -- - / /N rai! J 23 a• I 24 0 L N / N./ N N / /i e le - s e a - �— 21 20 19 17 16 15 14 13 12 1 1.5x3 i! 1.5x3 H 3x6 FP= 5-9-4 5-10.12 17-0-0 5-9-4 0143 11-1-4 Plate Offsets(X,Y)-- (3:0-1-8,Edge),[8:0-1-8,Edge],(10:0-1-8,Edge),[16:0-1-8,Edge],(21:0-1-8,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.57 Vert(LL) -0.09 14-15 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.79 Vert(CT) -0.11 14-15 >999 240 BCLL 0.0 Rep Stress Incr YESWB 0.34 Horz(CT) 0.01 11 Na Na BCDL 5.0 Code FBC2017/TPI2014 I Matrix-S Weight:90 lb FT=20%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, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:18-19,17-18. REACTIONS. (lb/size) 22=236/0-5-8,11=558/0-5-8,18=1037/0-5-8 Max Gray 22=266(LC 10),11=579(LC 7),18=1037(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-22=-274/0,10-11=-573/0,1-2=-273/0,2-3=-273/0,5-6=-408/92,6-7=-1243/0, 7-8=-1243/0,8-9=-1169/0,9-10=-545/0 BOT CHORD 20-21=0/273,19-20=0/273,18-19=-409/0,17-18=-409/0,16-17=0/911,15-16=0/1243, 14-15=0/1243,12-14=0/1021 WEBS 5-18=-994/0,1-21=0/345,5-19=0/393,3-19=-386/0,10-12=0/701,5-17=0/714, 9-12=-663/0,6-17=-719/0,6-16=0/591,7-16=-260/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)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. 4)CAUTION,Do not erect truss backwards. IIIIIBMv WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MF7473 rev.10/03/2015 BEFORE USE. Mit Design valid for use only with MITektU connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing or trusses and truss systems,seeANSI/lP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety tnformalion available from truss Plate Institute.218 N.Lee Street,Sulte 312.Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type • 'Qtp Ply T12851400 14793T0 FT01 FLOOR 8 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:06:50 2018 Page 1 I D:?KV LnJdmeFL?cdV8wJvVi lzmCVV-UycUSmakOP?wgcvnv65uL4wtyW ncQNbxSFt]iszzU EZ 2-8-13 4-10-7 7-5-8 2-8-13 2-1-10 2-7-1 Scale=1:13.8 0.2512 5x8 11 2 3x8 I I 3 2x4 I 4x6= 4 1 I n _ 9 Li iI J ) ri. o a i Ij +_ �< 4x5= 8 7 6 1 2x4 II 0-3-0 2-8-13 4-10-7 7-5-8 i0-3-01 2-5-13 2-1-10 I 2-7-1 Plate Offsets(X,V)-- [5:0-1-12,0-1-0] LOADING (psf) j SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell lid PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.74 Vert(LL) -0.10 6-7 >852 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.79 Vert(CT) -0.14 6-7 >602 240 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(CT) 0.01 5 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:28 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-0 oc purlins, BOT CHORD 2x4 SP No.1 except end verticals. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-8:2x8 SP No.2,5-9:2x6 SP No.2 REACTIONS. (lb/size) 5=589/0-5-8,8=589/0-3-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-8=-378/0,1-2=-1072/0,2-3=-1068/0,3-4=-1067/0,4-5=-489/0 BOT CHORD 7-8=0/1065,6-7=0/1065 WEBS 3-6=-306/0,4-6=0/887 NOTES- 1)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. I mri• a WARNING-Verity design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE ANI-7473 rev-1003/2015 BEFORE USE. Design valid for use only with MITeke connectors.Iris design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek, Is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems.seeANSl/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informaton avdlabie from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria VA 22314. Tampa,FL 33610 Job Truss Truss Type • Qty Ply T12851401 1479370 1 701 Half Hip Girder 12 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:06:51 2018 Page 1 I D:?KV LnJdmeF L?cdV8wJvVi IzmCV V-z9Asg5bMnj8n HmU_Tgd7ulTBowD99w15hvPGEJzzUEY 2-0-0 4-0-0 2-0-0 2-0-0 Special Scale=1:10.8 2 3 4x5- 6.00 I12 1 6 4 2x4 II Special 3x5 11 2-0-0 4-0-0 2-0-0 2-0-0 Plate Offsets(X,Y)-- (1:0-0-1,0-0-3),(1:0-0-3,0-5-0],)1:0-2-8,0-0-7] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) -0.03 5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.05 5 >998 180 BCLL 0.0 * Rep Stress Incr NO WB 0.03 Horz(CT) 0.03 3 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MP Weight:15 lb FT=20% • LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 3=58/Mechanical,4=112/Mechanical,1=168/0-5-8 Max Horz 1=42(LC 25) Max Uplift 3=-42(LC 4),4=-38(LC 8),1=-48(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 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=5.Opsf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 42 lb uplift at joint 3,38 lb uplift at joint 4 and 48 lb uplift at joint 1. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)96 lb down and 103 lb up at 2-0-0 on top chord,and 28 lb down and 32 lb up at 2-2-2 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). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-60,2-3=-60,4-6=-20 Concentrated Loads(Ib) Vert:5=-23(B) V WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERANCE PAGE Md-7473 rev.10/032015 BEFORE USE. 11111 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an Individual building component.not a truss system.Before use,the building designer must verify the appllcablity of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the tabk:atlon,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/IPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type Cry Ply TI2851402 14793T0 T02 Half Hip 2 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:06:52 2018 Page 1 ID:?KVLnJdmeFL?cdV8wJvVilzmCVV-RLkEtRc_Y1Gevw3A1 X8MQVOFvKTVuNgEwZ8gmIzzUEX 3-1-0 4-0-0 3 1 0 0-11-0 Scale=1:13.5 2 3 3x6 6.00 12 A N N O 1 4 5x6= 1-10-7 4-0-0 1-10-7 2-1-9 Plate Offsets(X,Y)-- ]1:Edge,0-2-0],(1:0-5-0,0-0-31, LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.09 4-7 >520 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.09 4-7 >518 180 BOLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.22 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MP Weight:14 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-4-2 oc bracing. WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 3=26/Mechanical,4=132/Mechanical,1=158/0-5-8 Max Horz 1=64(LC 12) Max Uplift 3=19(LC 8),4=-46(LC 12),1=-24(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 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=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24tt;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)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. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 19 lb uplift at joint 3,46 lb uplift at joint 4 and 24 lb uplift at joint 1. V WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MA-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.this design h based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiRek" Is always required for stability and to prevent collapse with possible personal Inkk y and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems.seeANSI/1PI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avaliable from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type i. Qty. 1 Ply T12851403 14793T0 T03 Hip Girder 1 1 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:06:55 2018 Page 1 ID:?KVLnJdmeFL?cdV8wJvVilzmCVV-rwCINWTetryeDmNolifh328epkXTp5hcgcW NUN4zzUEU 4-0-0i 6-11-8 1 8-3-8 1 9-7-8 i 10-11-8 112-3-8 I 13-7-8 i 14-11-8 17-11-0 21-11-0 i 4-0-0 2-11-8 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 2-11-8 4-0-0 5x6= Scale=1:41.2 TOP CHORD MUST BE BRACED BY END JACKS, 11 ROOF DIAPHRAGM,OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 9 iZ13 44 ip 43 7 r r 15 NAILEDNAILED 7x10= 5x6 i 5 " 17 5x6 7x10 NAILED 6.00 12 NAILED 2 dik4 q 6 ga 8 8 10 5 12 s�l ►-48 16 qr 19 NAILED nit nn 7nn nit i 32 31' NAILED NAILED ��I vl 10x12= N 1 20 a nn nn nn nn fill191 + : �a I1 d 33 3424 35 36 37 23 22 38 39 40 21 41 42 4x6 I NAILED NAILED NAILED NAILED NAILED 4x10_3x6 NAILED NAILED NAILED NAILED 4x6 II NAILED NAILED 4-0-0 10-11-8 17-11-0 21-11-0 i 4-0-0 6-11-8 6-11-8 I 4-0-0 Plate Offsets(X,Y)-- [1:0-2-8,0-0-11],[1:0-0-3,0-5-0],[1:0-0-1,0-0-3],[2:0-3-8,0-2-4],[3:0-0-12,Edge],[18:0-0-4,Edge],[19:0-3-8,0-2-4],[20:0-2-8,0-0-11],[20:0-0-1,0-0-3], [20:0-0-3,0-5-0] LOADING(psf) SPACING- 2-0-0 CSL DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.12 21-23 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.23 21-23 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.24 Horz(CT) 0.07 20 rVa n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:145 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 3-6-15 oc purlins. 2-19:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-9-2 oc bracing. BOT CHORD 2x4 SP No.2 JOINTS 1 Brace at Jt(s):10,6,14 WEBS 2x4 SP No.3 WEDGE THIS COMPONENT IS TO BE USED IN Left:2x4 SP No.3,Right:2x4 SP No.3 CONJUNCTION WITH A RIGID DIAPHRAGM. THIS DIAPHRAGM MUST BE CAPABLE OF TRANSFERRING ROOF LOADS TO THE GROUND REACTIONS. (lb/size) 1=1353/0-5-8,20=1350/0-5-8 WITH NEGLIGIBLE LATERAL DEFLECTIONS. Max Horz 1=-117(LC 6) Max Uplift 1=-519(LC 8),20=-517(LC 8) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-2286/892,2-3=-2501/1077,3-4=-1754/859,4-6=-1754/859,6-8=-1754/859, 8-10=-1754/859,10-12=-1754/859,12-14=-1754/859,14-16=-1754/859,16-18=-1754/859, 18-19=-2501/1076,19-20=-2281/889,3-5=-838/268,5-7=-800/296,7-9=-807/329, 9-11=-794/364,11-13=-794/364,13-15=-803/327,15-17=-800/296,17-18=838/268 BOT CHORD 1-24=-740/1984,23-24=-741/1999,21-23=737/1993,20-21=-737/1979 WEBS 2-24=-6/312,2-23=-248/512,19-23=-252/547,19-21=-5/310,10-11=-207/511 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=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 2x4 MT20 unless otherwise Indicated. 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 519 lb uplift at joint 1 and 517 lb uplift at joint 20. 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9)"NAILED"indicates 3-10d(0.148"x3')or 3-12d(0.148'x3.25')toe-nails per NDS guidlines. 10) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)92 lb down and 93 lb up at 5-1-7,and 93 lb down and 94 lb up at 16-9-9 on top chord. The design/selection of such connection device(s)is the responsibility of others. 11) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard r y I 0 WARNING-Verify design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERANCE PAGE MR-7473 rev.10/03/2015 BEFORE USE. " Design valid for use only with Mitek€c connectors.Ns design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent tracing MiTek" B always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems.seeANSI/1PI1 Qualry Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate institute,218 N.Lee Sheet.Suite 312,Mexondria,VA 22314. Tampa,FL 33610 Job Truss Truss Type • Qty I Ply T12851403 14793T0 T03 Hip Girder 1 1 1 I Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:06:55 2018 Page 2 ID:?KVLnJdmeFL?cdV8wJvVilzmCW-rwQNWTetryeDmNolifh328epkXTp5hcgcW NUN4zzUEU LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-60,2-3=-60,18-19=-60,19-20=-60,25-28=-20,3-11=-60,11-18=-60 Concentrated Loads(Ib) Vert:23=-35(B)3=-43(B)11=-43(B)18=-43(B)5=-43(B)17=-43(B)33=-92(B)34=-112(B)35=-35(B)36=-35(B)37=-35(B)38=-35(B)39=-35(B)40=-35(B) 41=-112(B)42=-92(B)43=-43(B)44=-43(B) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 1M re 7473 v.10/03/2015 BEFORE USE, tit Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing .MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regardklg the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/IPI1 Curly Criteria,DSB-89 and SCSI Busting Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type • Qty. Ply T12851404 14793T0 T04 Common 5 1 _ Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:06:56 2018 Page 1 ID:?KVLnJdmeFL?cdV8wJvViIzmC W-J6zljpfVcFm4OXNxGNCIbtA_xoHg8gqqA61 vW zzU ET 5-10-8 10-11-8 16-0-8 21-11-0 5-10-8 5-1-0 { 5-1-0 5-10-8 7x6= Scale=1:37.7 3 6.00 Fr15 16 2x4 11 2x4 11 2 4 Y r 14 • 17 1 5 Id 7 18 19 6 3x8 11 7x6= 7x6= 3x8 II I 5-10-8 16-0-8 21-11-0 5-10-8 10-2-0 5-10-8 Plate Offsets(X,Y)-- (1:0 0-1,0-0-3),F1:0-0-3,0-5-0],(1:0-3-8,Edge], LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.30 6-7 >873 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.60 6-7 >441 180 BCLL 0.0 * Rep Stress Incr YES WB 0.25 Horz(CT) 0o4 5 rVa n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:102 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-11 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 WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (lb/size) 1=877/0-5-8,5=877/0-5-8 Max Horz 1=-129(LC 10) Max Uplift 1=-230(LC 12),5=-230(LC 12) FORCES. (Ib)-Max.Comp./Max Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1468/459,2-3=-1451/580,3-4=-1451/580,4-5=-1468/459 BOT CHORD 1-7=-319/1297,6-7=-167/824,5-6=-319/1247 WEBS 3-6=-213/701,4-6=-312/250,3-7=-213/701,2-7=-312/250 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=l3Omph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 10-11-8,Exterior(2)10-11-8 to 13-11-8 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 230 lb uplift at joint 1 and 230 lb uplift at joint 5. / 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MW-7473 rev.10/03/2015 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,not a trues system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing MITek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type • 'Oho Ply T12851405 14793T0 T06 Half Hip Girder I2 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:06:57 2018 Page 1 ID:?KVLnJdmeFL?cdV8wJvVilzmCVV-nJX7w9f7NZuw?hy7p4kX7ZjB1L95ZeLz3gsbSzzzUES 2-0-0 6-0-0 2-0-0 4-0-0 Scale=1:11.5 455= 4.00 12 NAILED 2 9 3 •I 1 ri . rI 41. 5 10 4 2x4 I I NAILED 3x4= 2-0-0 6-0-0 2-0-0 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.12 4-5 >587 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.23 4-5 >306 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.04 Horz(CT) 0.10 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MP Weight:20 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 1=248/0-5-8,3=118/Mechanical,4=128/Mechanical Max Horz 1=28(LC 8) Max Uplift 1=-67(LC 4),3=-86(LC 4),4=-10(LC 4) Max Gray 1=248(LC 1),3=118(LC 1),4=141(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 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=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 67 lb uplift at joint 1,86 lb uplift at joint 3 and 10 Ib uplift at joint 4. 8)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.1485(3.25")toe-nails per NDS guidlines. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)57 lb down and 102 lb up at 2-0-0 on top chord,and 24 lb down at 2-2-2 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 10) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(8). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-60,2-3=-60,4-6=-20 Concentrated Loads(lb) Vert 5=-13(F)10=-6(F) 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/932015 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,not a truss system.Before use,the building lding designer must verily the r rpIicabdlity of design parameters and properly incorporate this design into the overall budding design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available Corn Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss I Truss Type • I Oty; Ply T12851406 14793T0 IT07 Half Hip 2 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:06:57 2018 Page 1 ID:?KVLnJdmeFL?cdV8wJvVilzmCVV-nJX7w9f7NZuw?hy7p4kX7Zj5CLDyZddz3gsbSzzzUES 258400 6-0-0 2-5-8 1-6-8 2-0-0 4x5= Scale=1:14.3 3 4 ,/ 4.00 12 4x6= 12 /, 2 N 1 7 62x4 II o 5 03 O 82x4 II 3x4= 2-5-8 4-0-0l 6-0-0 2-5-8 1-6-8 2-0-0 Plate Offsets(X,Y)-- (2:0-1-12,0-0-9),(2:0-1-12,0-2-3),(7:0-0-0,0-1-12) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.16 7 >445 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.21 6-7 >340 180 BCLL 0.0 ' Rep Stress Incr YES I WB 0.08 Horz(CT) 0.09 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MP Weight:22 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-8:2x4 SP No.3 6-0-0 oc bracing:1-8. WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 1=238/0-5-8,4=58/Mechanical,5=179/Mechanical Max Horz 1=55(LC 12) Max Uplift 1=-54(LC 12),4—42(LC 8),5=-41(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 3-6=-286/281 NOTES- 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=5.0psf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 4-0-0,Exterior(2)4-0-0 to 5-11-4 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. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 54 lb uplift at joint 1,42 lb uplift at joint 4 and 41 lb uplift at joint 5. � � f is a WARNING-Verify design parameters and READ NOTES ON TNIS AND INCLUDED M/TEK REFERANCE PAGE M/1.7473 rev.10103/2015 BEFORE USE. Design valid for use only with MlTek(connectors.this design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa.FL 33610 1Job Truss Truss Type • Qty. Ply T T12851407 14793T0 T08 'Half Hip Girder 1 1 ,Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:06:58 2018 Page 1 ID:?KVLnJdmeFL?cdV8wJvVilzmCVV-FV5V8Vg18t0ndrXKNoFmgmGKgIUCI5B71Ub8_PzzUER 2-0-0 6-0-0 2-0-0 4-0-0 Scale=1:11.4 4x5= 4.00 12 NAILED 2 9 3 1 10 4 3x6 H 5 2x4 I) NAILED 3x4 0-3-0 2-0-0 6-0-0 '0-3-0 1-9-0 4-0-0 Plate Offsets(X,Y)-- (1:0-1-8,0-7-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.23 4-5 >309 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.24 4-5 >297 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.06 Horz(CT) 0.10 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MP Weight:20 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-1-8 oc bracing. WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 3=118/Mechanical,4=139/Mechanical,1=260/0-3-8 Max Horz 1=28(LC 25) Max Uplift 3=86(LC 4),4=-106(LC 4),1=-164(LC 4) Max Gray 3=118(LC 1),4=145(LC 3),1=260(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-5=-307/214 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=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4Tt Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left exposed;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 86 lb uplift at joint 3,106 lb uplift at joint 4 and 164 lb uplift at joint 1. 8)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails per NDS guidlines. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)54 lb down and 102 lb up at 2-0-0 on top chord,and 30 lb down and 17 lb up at 2-2-2 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 10) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase-1.25 Uniform Loads(plf) Vert:1-2=-60,2-3=-60,4-6=-20 Concentrated Loads(Ib) Vert:5=-30(F)10=-13(F) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MtTEK REFERANCE PAGE MII-7473 rev.10/0312015 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,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/IPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely Information available Corn Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa.FL 33610 I Job Truss Truss Type • I ON, Ply T12851408 14793T0 1709 Half Hip '1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:06:59 2018 Page 1 I D:?KV LnJdmeF L?cdV8wJvV it zmCVV-khftLrhNvA8eF?5W xVm?D_oTh8r51 XAGX8 Li W rzzUEO 4-0-0 6-0-0 4-0-0 2-0-0 455= Scale=1:13.6 2 3 4.00112 9 A 1 — II � - 1 4 5 2x4 I 4x6 II 3x5 0-3-0 4-0-0 6-0-0 0-3-01 3-9-0 2-0-0 Plate Offsets(X,Y)-- (1:0-1-8,0-6-8] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.27 5-8 >260 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.90 Vert(CT) 0.22 5-8 >318 180 BCLL 0.0 * Rep Stress Incr YES WB 0.08 Horz(CT) -0.11 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MP Weight:22 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-7-8 oc bracing. WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 3=58/Mechanical,4=179/Mechanical,1=238/0-3-8 Max Horz 1=55(LC 12) Max Uplift 3=-42(LC 8),4=-125(LC 12),1=138(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-5=-190/268 NOTES- 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=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 4-0-0,Exterior(2)4-0-0 to 5-11-4 zone;cantilever left exposed;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 42 lb uplift at joint 3,125 lb uplift at joint 4 and 138 lb uplift at joint 1. � I WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 616-7473 rev.111032015 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,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overcall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse wilts possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,seeANSI/TPIT Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type • lOtp Ply I T12851409 14793T0 'T12 !Half Hip Girder 1 1 j ,Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:01 2018 Page 1 I D:?KV LnJdmeF L?cdV8wJvVi IzmCVV-g4nem W jdRoOM U IFv2woTI PujVyXQVG?Z_SgobkzzUEO 2-5-7 6-0-0 11-9-8 14-3-0 2-5-7 3-6-9 5-9-8 2-5-8 Scale:1/2"=1' 8x12— NAILED NAILED NAILED NAILED 3x6 H 4x5= 4.00 F123 16 17 4 18 5 15 N ;� I I I IN w 14 1 . II 1 — 6x8= 8 0 m ��• ! ,- 19 91 20 21 6x12= Y r a �—- NAILED 2X4 H NAILED NAILED 10 NAILED 7 3x5 H 2x4 II 6 3x8= NAILED NAILED 4x5= 2-5-7 6-0-0 11-9-8 14-3-0 2-5-7 3-6-9 5-9-8 2-5-8 Plate Offsets(X,Y)-- 12:0-4-4,0-2-3],13:0-4-0,0-2-01,14:0-3-0,0-1-4],18:0-5-8,0-3-0],(10:0-2-1 2,0-1-8] LOADING (psi) 1 SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.20 2-9 >840 240 MT20 244/190 TCDL 10.0 I, Lumber DOL 1.25 BC 0.84 Vert(CT) -0.34 2-9 >496 180 BCLL 0.0 " ! Rep Stress Incr NO WB 0.83 Horz(CT) 0.18 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:88 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.1*Except* TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purlins, 3-5:2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2"Except" BOT CHORD Rigid ceiling directly applied or 6-6-12 oc bracing. 2-10:2x6 SP No.2,2-8:2x4 SP No.1,4-7:2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x6 SP No.1 LBR SCAB 1-3 2x6 SP No.1 one side REACTIONS. (lb/size) 1=1092/0-5-8,6=1049/0-5-8 Max Horz 1=86(LC 8) Max Uplift 1.347(LC 8),6=-347(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-12=-498/109,2-3=-2675/861,3-4=-1533/527,4-5=-1355/453,5-6=-998/336 BOT CHORD 2-10=-180/460,2-9=-895/2672,8-9=-892/2689,4-8=-520/309 WEBS 3-9=0/356,3-8=-1197/392,5-8=-565/1678 NOTES- 1)(++)Attached 6-5-12 scab 1 to 3,front face(s)2x6 SP No.1 with 2 row(s)of 10d(0.131"x3")nails spaced 9"o.c.except:starting at 1-4-2 from end at joint 1,nail 2 row(s)at T o.c.for 2-0-0;starting at 4-4-4 from end at joint 1,nail 2 row(s)at 7"o.c.for 2-0-0. 2)Unbalanced roof live loads have been considered for this design. 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.Dpst;BCDL=5.Opst;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 347 lb uplift at joint 1 and 347 lb uplift at joint 6. 8)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails per NDS guidlines. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-60,2-3=-60,3-5=-60,10-11=-20,2-8=-20,6-7=-20 Concentrated Loads(Ib) Vert:3=-83(B)10=-223(B)4=-102(B)9=-75(B)8=-56(B)16=-83(B)17=-83(B)19=-159(B)20=-75(B)21=-75(B) 1 I __ A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/932015 BEFORE USE. Design valid for use only with MITeke connectors.this design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication,storage.delivery,erection and bracing of trusses and truss systems.seeANSIJIPI I Quality Criteria,DSB-89 and BCSI Building Component Safety Information avdlable from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job ITruss iTruss Type • 'Oty Ply I I T12851410 14793T0 T13I Half Hip 1 1 I Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:02 2018 Page 1 ID:?KVLnJdmeFL?cdV8wJvVilzmCVV-8GLO_sjGB5W D6Sg5cdJigcOsl MtvEjCiD6ZM7AzzUEN 2-5-7 8-0-0 11-9-8 14-3-0 2-5-7 5-6-9 3-9-8 2-5-8 Scale=1:25.6 7x10= 3x4 I I 3 i6 4 4.00 V 15 tv 14 d: • •' 4x5= 1 _. 2 7x10= 8 7'_ Io u: . i• 9 2x4 I I E `" to c 2x4 H 10 6 3x4 I I 2x4 I I 52x4 11 4x5= 2-5-7 8-0-0 11-9-8 14-3-0 I 2-5-7 5-6-9 3-9-8 2-5-8 Plate Offsets(Xy)-- (2:0-5-8,Edge],(3:0-6-4,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.44 2-9 >382 240 i MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.77 2-9 >220 180 j BCLL 0.0 ' Rep Stress[nor YES WB 0.83 Horz(CT) 0.35 5 n/a n/a ' BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:66 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP SS*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 3-4:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-6-0 oc bracing. BOT CHORD 2x4 SP No.2*Except* 2-10:2x6 SP No.2,2-7:2x4 SP SS,6-8:2x4 SP No.3 WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 1=566/0-5-8,5=564/0-5-8 Max Horz 1=110(LC 12) Max Uplift 1=-135(LC 12),5=-189(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-12=-309/27,2-3=-1099/419,5-7=-542/246 BOT CHORD 2-9=-458/1028,8-9=-459/1046,7-8=-455/1022 WEBS 3-9=0/342,3-7=-1076/481 NOTES- 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=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 8-0-0,Exterior(2)8-0-0 to 12-2-15 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. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 135 lb uplift at joint 1 and 189 lb uplift at joint 5. 0., A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 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,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-$9 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty. Ply T12851411 14793T0 T14 Half Hip 1 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:03 2018 Page 1 I D:?KV LnJdmeFL?cdV8wJvVilzmC W-cSuOBCkuyPe4kcPHALgxNgzl nmD1 zHksRmJvfczzUEM I 2-5-7I 6-9-6 1 10-0-0 1 11-9-8 I 14-3-0 2-5-7 4-3-15 3-2-10 1-9-8 2-5-8 7x10= 2x4 II Scale=1:25.6 4 17 5 4- 4.00 12 IIIM 2x4 3 16 .v 15 .4%****411/41%—' 1 - 2 _ 6x8= 9e ii• e 10 2x4 II Li �' dr II — — 4x5 11 7 3x4 11 2x4 11 6 4x5= 2x4 11 2-5-7 10-0-0 11-9-8 14-3-0 2-5-7 I 7-6-9 1 1-9-8 I 2-5-8 Plate Offsets(X,Y)-- 12:0-5-4,0-3-01,14:0-4-0,0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.43 2-10 >395 240 1 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.80 2-10 >213 180 BCLL 0.0 ` Rep Stress Incr YES WB 0.36 Horz(CT) 0.35 6 r1/a n/a BCDL 10.0 Code FBC2017/TPI2014 I Matrix-MS i Weight:71 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP SS*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 4-5:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 SP No.2*Except* 2-11:2x6 SP No.2,2-8:2x4 SP No.1,7-9:2x4 SP No.3 WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 1=566/0-5-8,0564/0-5-8 Max Hou 1=137(LC 12) Max Uplift 1=-129(LC 12),6=-167(LC 12) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-13.-309/0,2-3=-1298/538,3-4=-711/256,6-8=-549/250 BOT CHORD 2-10=-63411258,9-10=-269/646,8-9=-283/655 WEBS 4-10=-134/530,4-8=-784/321,3-10=-713/415 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=oft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 10-0-0,Exterior(2)10-0-0 to 14-1-4 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. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 129 lb uplift at joint 1 and 167 lb uplift at joint 6. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WEB REFERANCE PAGE 50-7473 rev.10/03/2015 BEFORE USE pin Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and Is tot an individual bolding component.not a taus system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall �L building design. Bracing Indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" k" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of mases and imss systems,seeANSI/1PI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria.VA 22314. - Tampa.FL 33610 Job Truss Truss Type ON' Ply T12851412 14793T0 T19 HIP GIRDER 1 1 I Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:06 2018 Page 1 I D:?KV LnJdmeFL?cdV8wJvV i IzmCVV-11 aXpEmmFKOf b48srTOe?SbZxzE?9VNI8kXZGxzzU EJ 2-5-7 6-0-0 10-8-12 15-5-8 17-8-4 22-11-15 28-3-9 33-9-0 39-5-8 2-5-7 3-6-9 4-8-12 4-8-12 2-2-12 ' 5-3-11 5-3-11 5-5-7 5-8-8 Scale=1:68.0 NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 4.00 12 7x10= 2x4 II 4x10= 8x12= 2x4 I I 7x6= 7x10=- NAILED NAILED NAILED NAILED NAILED 3 28 29 4 30 31 32 533 34 635 36 37 7 38 39 40 41 842 43 44 9 45 196 § _......iiiiiiwi al . tz. . 4,,,, . owrija 10 r 11111(♦ ii. 0. ....aiii//IIIIIIIIIIIIIIIIIIP 11 tO d O N G-T. 2 17_,1. 1;Ii1llil�lef=L1�111•,1.•&1 .1.6=d�Jl�d� h h 20 46 2x4 II 47 48 18 49 50 16 15 14 13 12 o o NAILED 4x12= NAILED 51 52 53 54 55 56 57 58 59 60 61 4x5= 3x5 II NAILED NAILED NAILED 3x4 i1 5x6= NAILED 5x12= NAILED 6x6= NAILED 2x4 II NAILED NAILED 5x6 NAILED 5x12= NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 2-5-7 6-0-0 10-8-12 15-5-8 17-8-4 22-11-15 28-3-9 33-9-0 39-5-8 2-5-7 3-6-9 4-8-12 4-8-12 2-2-12 I 5-3-11 i 5-3-11 5-5-7 5-8-8 Plate Offsets(X,Y)-- [1:0-1-7,0-0-11],[3:0-3-4,0-2-4],[5:0-4-12,0-2-0],[9:0-4-0,0-2-8],[11:0-3-11,0-0-5],[14:0-5-0,0-2-8],[15:0-3-0,0-3-0],[17:0-6-4,0-3-4],[18:0-3-0,0-2-0], [20:0-2-12,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud j PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.22 2-19 >956 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.44 2-19 >487 180 BCLL 0.0 * Rep Stress Incr NO WB 0.95 Horz(CT) 0.16 11 r1/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:190 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied. 1-3:2x6 SP SS,3-6:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 3-1-12 oc bracing. BOT CHORD 2x4 SP No.1`Except` WEBS 1 Row at midpt 6-14,8-14 1-20:2x4 SP No.2,2-20:2x6 SP No.2,5-16:2x4 SP No.3 WEBS 2x4 SP No.3*Except* 5-18,9-13,6-14,8-14:2x4 SP No.2 SLIDER Right 2x4 SP No.3 1-6-0 REACTIONS. (lb/size) 1=905/0-5-8,11=1356/0-5-8,15=4034/0-5-8 Max Horz 1=35(LC 7) Max Uplift 1=-249(LC 8),11=846(LC 8),15=-1850(LC 8) Max Gray 1=906(LC 17),11=1374(LC 18),15=4034(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-22=-463/138,2-3=-1956/431,3-4=-762/0,4-5=-762/0,5-6=-1372/2913,6-7=-550/803, 7-8=-550/803,8-9=-2521/1791,9-11=-2601/1661 BOT CHORD 2-20=-169/488,2-19=-388/1949,18-19=-391/1972,17-18=-2843/1430,5-17=-1477/569, 15-16=363/156,14-15=-3425/1424,13-14=-1731/2492,12-13=-1535/2446, 11-12=-1522/2425 WEBS 3-19=-29/342,3-18=-1344/570,4-18=-481/254,5-18=-1348/3723,15-17=-3326/1384, 6-17=-33/737,6-15=-2591/1220,9-12=-191/408,6-14=-2291/4190,8-13=-75/382, 7-14=-538/322,8-14=-2165/1102 NOTES- 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=5.0psf;BCDL=5.Dpsf;h=25f1;B=45ft;L=39ft;eave=5ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 249 lb uplift at joint 1,846 lb uplift at joint 11 and 1850 lb uplift at joint 15. 7)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails per NDS guidlines. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard r y -- WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERANCE PAGE MS-7473 rev.10/03/2015 BEFORE USE. tut Design valid for use only with MiTek®connectors.this design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of IndMdual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse wllh possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/1'PI i Quality Criteria,DSB-89 and BCSI BuBding Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type • Qtyk I Ply T12851412 14793T0 T19 HIP GIRDER 1 I 1 I Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:06 2018 Page 2 ID:?KVLnJdmeFL?cdV8wJvVilzmCW-11 aXpEmmFKOfb48srTOe?SbZ1tzE?9VNI8kXZG zzUEJ LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-60,2-3=-60,3-9=-60,9-11=-60,20-21=-20,2-17=-20,16-24=-20 Concentrated Loads(Ib) Vert:3=-83(F)9=-95(F)20=-223(F)19=-75(F)12=-62(F)28=-83(F)29=-83(F)30=-83(F)32=-83(F)34=-102(F)35=-95(F)36=-95(F)37=-95(F)38=-95(F)40=-95(F) 42=-95(F)43=-95(F)44=-95(F)46=-159(F)47=-75(F)48=-75(F)49=-75(F)50=-75(F)51=-56(F)52=-62(F)53=-62(F)54=-62(F)55=-62(F)56=-62(F)57=-62(F) 58=-62(F)59=-62(F)60=-159(F)61=-235(F) 14 Y WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE AN-7473 rev-10032015 BEFORE USE Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an 6ndMdual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. tracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse wtih possble personal I*ay and property damage. For general guidance regarding the i fabrication,storage.delivery,erection and bracing of trusses and truss systems.seeANSI/IPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. LSafety Information available from Truss Plate institute.218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type a Otyf Ply T12851413 14793T0 T20 Hip 1 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:07 2018 Page 1 ID:?KVLnJdmeFL?cdV8wJvVilzmCW-V E8v1 anO0d9W C Ej2PBvtXg7ouNaUu_VRMOH7oNzzUEI I 2-5-7 8-0-0 I 12-11-0 l 15-5-8 . 17-8-4 I 24-7-12 31-9-0 I 39-5-8 2-5-7 5-6-9 4-11-0 2-6-8 2-2-12 6-11-8 7-1-4 7-8-8 Scale=1:68.1 4,00 12 7x10= 2x4 II 7x10= 2x4 II 7x10 z--- 3 3 4 27 28 29 5 630 31 32 7 7x10 1.02l.l... �" 4x5 a N i•_ \! ' 9 T 1 r5 aatillill 9 2 17 16 15 lag_ : waw r.. $ v' Iald 4x10= 18 2x4 II 13 14 12 11 10 4x5= 2x4 II 4x10= 3x5= 7x10= 2x4 I I 3x6 I I 5x10 MT2OHS= 2x4 I I 2-5-7 , 8-0-0I 12-11-0 l 15-5-8 17-8-4 l 24-7-12 l 31-9-0 l 39-5-8 2-5-7 5-6-9 4-11-0 2 6-8 2-2-12 6.11-8 7-1-4 7-8 8 Plate Offsets(X,Y)-- [1:0-0-0,0-1-12],[2:0-5-0,0-3-1],[3:0-4-0,0-2-8],[7:0-4-0,0-2-8],[9:0-3-3,0-2-1],[13:0-4-0,0-0-0],(14:0-2-4,0-1-8],[15:0-0-0,0-2-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.31 2-17 >675 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.60 2-17 >351 180 MT2OHS 187/143 BCLL 0.0 * Rep Stress lncr YES WB 0.83 Horz(CT) 0.21 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:182 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 4-0-1 oc purlins. 1-3:2x4 SP SS BOT CHORD Rigid ceiling directly applied or 2-11-1 oc bracing. BOT CHORD 2x4 SP No.2*Except* 2-18:2x6 SP No.2,2-14:2x4 SP No.1,13-15:2x8 SP No.2 WEBS 2x4 SP No.3*Except* 5-12,7-10,6-11:2x4 SP No.2 WEDGE Left:2x4 SP No.3 SLIDER Right 2x4 SP No.3 1-6-0 REACTIONS. (lb/size) 1=407/0-5-8,9=625/0-5-8,12=2126/0-5-8 Max Horz 1=46(LC 11) Max Uplift 1.110(LC 12),9=-167(LC 12),12.551(LC 12) Max Gray 1=407(LC 1),9=692(LC 22),12=2126(LC 1) FORCES. (Ib)-Max.Comp./Max Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=495/206,3-4=-217/674,4-5=-217/674,5-6=-610/232,6-7=-610/232, 7-9=-1211/404 BOT CHORD 2-17=-109/446,16-17=-111/465,15-16=-1844/751,14-15=-504/214,12-13.1339/537, 11-12=1719/698,10-11=-298/1100,9-10=-300/1092 WEBS 3-17=-20/335,12-14=-1876/754,5-14=-1760/704,7-10=W305,7-11=-712/288, 5-11=772/2140,6-11=457/283,5-16=-456/1294,4-16=-27W182,3-16=-1242/502 NOTES- 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=5.0psf;BCDL=5.Opsf;h=25ft;B=45ft;L=39ft;eave=5ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-11-6,Interior(1)3-11-6 to 8-0-0,Exterior(2)8-0-0 to 37-3-15,Interior(1)37-3-15 to 39-5-8 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. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 110 lb uplift at joint 1,167 lb uplift at joint 9 and 551 lb uplift at joint 12. A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE*11.7473 rev 100312015 BEFORE USE NotDesign valid for use only with Mllek8U connectors.This design is based ordy upon parameters shown,and Is for an indMdual building component not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall • 1 building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mile k is always required for stability and to prevent collapse with possible personal Vr rly and property damage. For general guidance regarding the fabrlaatkrn,storage,delivery,erection and bracing of trusses and truss systems,seeANSl/lPli Quality Criteria,DSB-59 and BCSI Building Component 6904 Parke East Bled. Safety Information available from Truss Plate Institute.218 N.Lee Sheet.Suite 312,Alexandria,VA 22314. Tampa.FL 336W Job Truss Truss Type • Qt? IPly T12851414 14793T0 T21 GABLE 1 I 1 I Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:09 2018 Page 1 I D:7KVLnJdmeFL?cdV8wJvVi lzmCW-RcGfSFpfYFPDSXsRW cxLc5D5nAHFMrikgimDtGzzUEG 2-5-7I 7-0-0 I 10-0-0 15-5-8 1 17-8-4 1 22-7-4 23-7-12 29-9-0 I 32-5-8 I 39-5-8 2-5-7 4-6-9 3-0-0 5-5-8 2-2-12 4-11-0 y-0-4 6-1-4 2-8-8 7-0-0 TOP CHORD MUST BE BRACED BY END JACKS, Scale=1:70.5 ROOF DIAPHRAGM,OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 5x6= 14 17 19 11 12 S3� 21 23 4.00 12 6x6 II 5x6%7 9 25 27 5x6 6x6 Ii 4' •_110- 13 15J i__.saI 122 - 29 e 9� 9 t3 ' 10x12: i 494x5 ^12A IIPPILLIgC- 31 o d - 5x8= 38 �.� .. wii--aro 1^,9 o40 36 5x6 II 37 35 34 33 0 4x10= 3x8=3x5= 6x6= 4x10= 3x8 II 4x5= 3x5 11 I 2-5-7 I 10-0-0 15-5-8 I 17-8-4 I 23-7-12 29-9-0 I 39-5-8 2-5-7 7-6-9 5-5-8 2-2-12 5-11-8 6-1-4 9-8-8 Plate Offsets(X,Y)-- [1:0-0-0,0-1-12],[2:0-4-0,0-2-1],[4:0-1-0,0-3-0],[5:0-3-8,Edge],[13:0-6-0,0-3-8],[17:0-3-0,0-2-4],[22:0-6-0,0-2-8],[28:0-1-0,Edge],[29:0-1-0,0-3-0], [32:0-4-3,Edge],[35:0-2-12,0-1-8],[36:0-3-8,0-0-0],[37:0-2-4,0-1-8],[38:0-2-8,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.32 2-39 >668 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.67 2-39 >317 180 BCLL 0.0 * Rep Stress'nor YES WB 0.91 Horz(CT) 0.16 35 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:253 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 4-8-8 oc purlins. 1-4:2x4 SP No.1,4-13,13-29:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-6-3 oc bracing. BOT CHORD 2x4 SP No.2`Except` WEBS 1 Row at midpt 13-35 2-40,36-38:2x6 SP No.2 JOINTS 1 Brace at Jt(s):13,16,8,20,24 WEBS 2x4 SP No.3*Except* 13-35,29-33,22-34:2x4 SP No.2 OTHERS 2x4 SP No.3 WEDGE Left:2x4 SP No.3 SLIDER Right 2x4 SP No.3 1-6-0 REACTIONS. (lb/size) 1=342/0-5-8,32=573/0-5-8,35=2244/0-5-8 Max Horz 1=106(LC 11) Max Uplift 1=100(LC 12),32=172(LC 12),35=-681(LC 12) Max Gray 1=342(LC 1),32=702(LC 22),35=2244(LC 1) FORCES. (Ib)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-330/172,3-4=-20/270,4-5=-4/263,5-6=-349/298,6-8=-349/298,8-10-349/298, 10-13=-349/298,13-15=-694/498,15-16=-694/498,16-18=-694/498,18-20=-694/498, 20-22=-694/498,22-24.1105/550,24-26=-1105/550,26-28=-1105/550,28-29=-879/309, 29-30=-962/317,30-32=-1255/424,5-7=-273/631,7-9=-244/612,9-11=-229/633, 11-12=-199/616,12-14=-167/616,14-17=-140/599,17-19=-155/620,19-21=-179/612, 21-23=207/611,23-25=-2341612,25-27=-249/601,27-28=-279/616 BOT CHORD 2-39=-117/316,38-39=-1273/432,37-38=-413/178,35-36=-861/253,34-35=-1373/472, 33-34=-321/468,32-33=-322/1147 WEBS 35-37=-2109/873,13-37=-2045/859,30-33=-417/230,16-17=-378/127,13-39=-286/1137, 22-33=-75/533,22-34=-734/370,13-34=-626/1641,3-39=-617/278 NOTES- 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=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=39ft;eave=5ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-11-6,Interior(1)3-11-6 to 19-10-8,Exterior(2) 10-0-0 to 25-2-8,Interior(1)25-2-8 to 28-2-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)Provide adequate drainage to prevent water ponding. 5)All plates are 2x4 MT20 unless otherwise indicated. 6)Gable studs spaced at 1-4-0 oc. (motif Bdlila{.tagOesIgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MB-7473 rev.10/03/2015 BEFORE USE 14111 Design valid tot use only with MiTek®connectors.This design Is based only upon parameters shown,and Is for an Individual holding component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall �A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IYIiTek • Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Qualify Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type • Otp Ply T12851414 14793T0 T21 GABLE 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:09 2018 Page 2 I D:?KV LnJdmeFL?cdV8wJvVi lzmCVV-RcGf SFpfYF PDSXsR W cxLc5D5nAHFMrikgimDtGzzU EG NOTES- 8)`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. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint 1,172 lb uplift at joint 32 and 681 lb uplift at joint 35. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Md-7473 rev.10413/7015 BEFORE USE. Design valid for use only with MiTek®connectors.Mils design Is based only upon parameters shown,and is for an indMdual building component,not a truss system.Before use,the building designer must verily the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mile k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type • Ott Ply 112851415 1479370 T22 Roof Special 2 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:10 2018 Page 1 I D:?KVLnJdmeFL?cdV8wJvVilzmCW-vpg2fbgHJYX43hRd4JSa9111YaZS5HSu2MVnPizzUEF 2-5.7 7-5-12 10-0-0 12-6-3 15-5-8 17-8-4 19-10-8 25-0-7 32-3-1 39-5-8 I 2-5-7 I 5-0-5 I 2-6-4 I 2-6-4 I 2-11-4 12-2.12 2-2-4 I 8-1-15 I 7-2-11 I 7-2-7 I Scale=1:66.9 6x6= 4.00 12 2x4 I I 6 5r 27 28 2x4 II 4x5 7 6x6% 6x8 e. 4 3 • 8 r. ,. • 29 4x5 1 5x8 � i� HHIHIjlhIIIIIIIIIt: 10 d o -�h' moi: .. : j�1,� 2 1,-. M% _ •.1 .to 18 17 4x6 14 15 13� 31 12 11 4x5= 2x4 I I 4x5 3x8-5x8 I I 7x10= 2x4 I I 3x6 (I 5x6= I 2-5-7 10-0-0 15-5-8 17-8-4 25-0-7 32-3-1 39-5-8 2-5-7 i 7-6-8 I 5-5-8 2-2-12 { 7-4-3 I 7-2-11 7-2-7 Plate Offsets(X,Y)-- [2:0-4-0,0-2-11,[6:0-3-0,0-2-81,[10:0-3-3,0-2-11,[12:0-3-12,Edge],[14:0-2-8,0-0-01,[15:0-4-0,0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL- in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.29 2-17 >730 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.59 2-17 >361 180 BCLL 0.0 ` Rep Stress Ina YES WB 1.00 Horz(CT) 0.12 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:204 lb FT=20°i LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-12 oc purlins. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 2-18:2x6 SP No.2,14-16:2x8 SP No.2 WEBS 1 Row at midpt 6-13 WEBS 2x4 SP No.3*Except* 5-13:2x4 SP No.2 WEDGE Left:2x4 SP No.3 SLIDER Right 2x4 SP No.3 1-6-0 REACTIONS. (lb/size) 1=235/0-5-8,13=2437/0-5-8,10=486/0-5-8 Max Horz 1=114(LC 11) Max Uplift 1.78(LC 12),13=-608(LC 12),10=-142(LC 12) Max Gray 1=259(LC 21),13=2437(LC 1),10=649(LC 22) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-11/313,3-4=-132/631,4-5=-326/1509,5-6=-241/1411,6-7=-357/596, 7-8=-355/609,8-10=-1158/313 BOT CHORD 2-17=-266/79,16-17_831/317,13-14.966/334,12-13=-915/358,11-12=-220/1047, 10-11=-218/1052 WEBS 13-15=-798/392,5-15=-313/216,6-13=-1592/483,6-12=-387/1120,7-12=-405/268, 8-114)/288,8-12=-883/334,4-15=691/257,4-17=-76/500,3-17=-488/253 NOTES- 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=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=39ft;eave=Sft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-11-6,Interior(1)3-11-6 to 19-10-8,Exterior(2) 19-10-8 to 23-9-14 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 78 lb uplift at joint 1,608 lb uplift at joint 13 and 142 lb uplift at joint 10. a WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MR-7473 rev.10/03/2015 BEFORE USE imi • Design valid for use only with MITeke connectors.This design is based only upon parameters shown,and is for an Individual building component.not a truss system.Before use.the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available Corn Truss Plate Institute.218 N.Lee Sheet,Suite 312,Alexandria-VA 22314. Tampa.FL 33610 Job Truss Truss Type • Qtt !Ply 1479310 T23 Common 1 ! 1 112851416 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:11 2018 Page 1 ID:?KVLnJdmeFL?cdV8wJvVilzmCW-N?NQtxgv4sfxhrOgeo_piW IXT_z6glV1 HOFKx9zzUEE i 6-7-0 I 13-0-0 i 17-8-4 119-10-8 25-0-7 l 32-3-1 39-5-8 l 6-7-0 6-5-0 4-8-4 2-2-4 5-1-15 7-2-11 7-2-7 Scale=1:65.8 6x6= 4.00171T 2x4 II 5 4x5 4 22 tli 23 6 4 /I Pillillillill 6x6..-:- 6x8R.ry 7 n 2e • 24 8X5 21 +a - 1.4000000000000011021 \ � 9 v 13 2 25 26 11 10 d 7x6= 4x10= 7x10= 2x4 II 3x6 I I 4x5= 9-9-12l 17-8-4 I 25-0-7 i 32-3-1 39-5-8 9-9-12 7-10-8 7-4-3 7-2-11 7-2-7 Plate Offsets(X,Y)-- 15:0-3-0,0-2-81,19:0-3-3,0-2-11,111:0-3-12,Edge] LOADING (pst) ' SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.18 13-16 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 125 BC 0.75 Vert(CT) -0.38 13-16 >555 180 BCLL 0.0 * Rep Stress Incr YES WB 0.95 Horz(CT) 0.02 1 rl/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:201 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-12 WEDGE Left:2x4 SP No.3 SLIDER Right 2x4 SP No.3 1-6-0 REACTIONS. (lb/size) 1=441/0-5-8,12=2062/0-5-8,9=654/0-5-8 Max Horz 1=114(LC 11) Max Uplift 1.106(LC 12),12=559(LC 12),9.163(LC 12) Max Gray 1=511(LC 21),12=2062(LC 1),9=709(LC 22) FORCES. (Ib)-Max Comp./Max Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-829/249,2-3=-425/97,3-4=-147/818,4-5=-96/792,5-6=-531/269,6-7=-528/166, 7-9=-1319/378 BOT CHORD 1-13=-170/737,12-13=-279/141,11-12=-367/241,10-11=-281/1198,9-10=-279/1203 WEBS 2-13=-503/301,3-13=-115/612,3-12=-762/292,5-12=-1227/392,5-11=-373/1083, 6-11=-406/269,7-10-0/275,7-11=-838/329 NOTES- 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=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=39ft;eave=5ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-11-6,Interior(1)3-11-6 to 19-10-8,Exterior(2) 19-10-8 to 23-9-14 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 psi bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 106 lb uplift at joint 1,559 lb uplift at joint 12 and 163 lb uplift at joint 9. 6 r a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIEN REFERANCE PAGE A9.7473 rev.10413!1015 BEFORE USE mi Design valid for use only with MiTek®connectors.This design is based only upon parameters shown.and Is for an hdlvldual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stabtttty and to prevent collapse with possble personal injury and property damage. For general guidance regarding the fab rlcotk,n,storage,delivery erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type art 1 Ply I T12851417 14793T0 T25 Roof Special 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:12 2018 Page 1 I D:?KV LnJdmeFL?cdV8wJvVilzmC W-rBxo4HrXrAnoJ?bOCkV2EjrboOFdZCzBW g_uUbzzUED I 6-0-12 12-0-0 l 14-3-0 I 18-9-0 l 25-6-0 29-9-8 l 33-4-8 39-9.0 6-0-12 5-11-4 2-3-0 4-6-0 6-9-0 4-3-8 3-7-0 0-4-8 Scale=1:60.6 2x4 I I 7 4x10 6 22 5x12= 2x4 l I 63c8= lo!. 4.00 12 3 20 4 0 0r � /1.11illfr- 14 4x5 n 2 7x10= p Qr' C 0 19 11 8 12 1 4x5 II 10 9 5x6_ q :T * C 7x14 MT2OHS= 5x6= Ica" 15 14 13 4x6= 4x6= 2x4 II 3x4 II 6-0-12 12-0-0 14-3-0 18-9-0 25-6-0 29-9-8 33-9-0 6-0-12 l 5-11-4 l 2-3-0 i 4-6-0 i 6-9-0 4-3-8 l 3-11-8 Plate Offsets(X,Y)-- [1:0-0-0,0-1-8],[3:0-5-8,0-2-0],[7:0-2-5,Edge],[8:0-3-0,0-2-12],[9:0-2-12,0-2-8],[11:0-2-8,0-048],[12:0-3-8,0-2-4],[13:0-2-0,0-0-0],[15:0-2-8,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.49 10-11 >825 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.94 10-11 >428 180 MT2OHS 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.94 Horz(CT) 0.27 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:184 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP SS*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 5-7:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.1"Except' JOINTS 1 Brace at Jt(s):12 11-13:2x4 SP No.3,8-10:2x4 SP No.2 WEBS 2x4 SP No.3*Except* 12-15,6-9:2x4 SP No.2 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 1=1344/0-5-8,8=1344/0-3-8 Max Horz 1=275(LC 12) Max Uplift 1=-323(LC 12),8=-382(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-3188/868,2-3=-4832/1457,3-4=5037/1536,4-5=-5008/1518,5-6=-3811/1040 BOT CHORD 1-15=-1046/2953,11-12=-1483/4486,10-11=-1557/4652,9-10=-1116/3707, 8-9=-424/1236 WEBS 2-15=-876/394,3-12=-243/1033,4-10==-455/269,3-10=-161/421,5-10=-552/1376, 5-9=-1930/669,12-15=-1009/2886,2-12=504/1577,6-8.1700/591,6-9=-880/3142 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45f;L=24ft;eave=oft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 33-7-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 323 lb uplift at joint 1 and 382 lb uplift at joint 8. Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE 5111-7473 rev.10N3/2015 BEFORE USE tit Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an Indivklual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing M iTe k. is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/TPI I Quality Criteria,DSB-09 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type • I Oty I Ply T12851418 14793T0 T26 Roof Special 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:14 2018 Page 1 ID:?IWLnJdmeFL?cdVBwJvVilzmCW-oa3YVztnNnl WYIIPJ9XWJ8wx6Byp171Tz_T_YTzzUEB 33-9-0 4-10-0 I 9-6-0 I 14-0-0 1 16-3-0 I 20-10-8 I 27-6-0 1 31-5-8 1 33-4 -8 11 4-10-0 4-8-0 4-6-0 2-3-0 4-7-8 6-7-8 3-11-8 1-11-0 0-4-8 Scale=1:60.9 5x6 7 7x10= 2x4 I: 6x12= r 400 12 5 [• 3 a ci 4x5 ,i1111iiiialtieff r.ce /?is t• 10 O . a 25 2 o ❑ 14 11(_I _g I`° _ 17 4x5 II 13 12 2x4 11 '- 1 3x4 d 16 7x14 MT2OHS= 5x6= 9 3x5 I 9 `f SI * c"' 3x4 I1 2X4 I 12x4= 12 O tai 21 20 19 18 , 4x6= 2x4 I 6x8= 3x4 II 7x10= 4-10-0 9-6-0 14-3-0 16-3-0 20-10-8 27-6-0 31-5-8 33-9-0 4-10-0 I 4-8-0 1 4-9-0 1 2-0-0 I 4-7-8 I 6-7-8 I 3-11-8 2-3-8 Plate Offsets(X,Y)-- [1:0-0-0,0-1-8],[3:0-2-12,0-2-01,16:0-7-4,0-3-01,[7:0-1-12,Edge],[12:0.2-4,0-2-8],[14:0-2-8,0-0-81,115:0-3-8,0-2-0],[20:0-2-0,0-2-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.53 18 >756 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.00 18 >405 180 MT2OHS 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.89 Horz(CT) 0.35 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:195 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 4-6:2x4 SP SS,6-7:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-11-5 oc bracing. Except: BOT CHORD 2x4 SP No.2*Except* 10-0-0 oc bracing:17-19 1-18:2x4 SP SS,14-16,9-11:2x4 SP No.3,13-15:2x4 SP No.1 WEBS 2x4 SP No.3*Except* 7-12:2x6 SP No.2,15-20:2x4 SP No.2 WEDGE Left:2x4 SP No.3 REACTIONS. ab/size) 1=1349/0-5-8,8=1347/0-3-8 Max Horz 1=275(LC12) Max Uplift 1=-321(LC 12),8=-381(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-3142/854,2-3=-2911/789,3-4=-5360/1647,4-5=-4830/1479,5-6=-4832/1480, 6-7=-3397/985,8-10=-1313/428,7-10=-1278/439 BOT CHORD 1-21.1044/2915,20-21=-1044/2915,4-15=-374/1424,16-17=-213/510, 14-15=-1416/4434,13-14=-1630/4942,12-13=-919/3038 WEBS 3-20=-1427/532,5-13=-446/263,6-13=-680/1895,6-12=-2031/729,7-12=-1157/3794, 15-20=-976/2967,3-15=-756/2324 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.Opsf;h=25ft;B=45ft;L=34ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-4-8,Interior(1)3-4-8 to 33-7-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 321 lb uplift at joint 1 and 381 lb uplift at joint 8. Q WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MI EK REFERANCE PAGE AN-7473 rev.10059015 BEFORE USE leiff Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe k- k always required for stability and to prevent collapse with possible personal k*sy and properly damage. For general guidance regarding the fabrication-storage-delivery,erection and bracing of trusses and truss systems,seeANSI/IPI l Quality Criteria,058-09 and SCSI Building Component 6904 Parke East Btvd. Safety Information avalable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa.FL 33610 IJob I Truss ;Truss Type ` IOtf Ply 1479370 !T27 Roof Special 1 1 712851419 i I Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:15 2018 Page 1 I D:?KV LnJdmeFL?cdV8wJvVi lzmCVV-GmdwiJtP859NASKbts2lsMT4gbHl mYtdCeDY4wzzU EA 33-9-0 4-10-0 1 9-6-0 14-3-0 1 16-0-0 I 22-9-0 1 29-6-0 1 31-5-8 I 33-4-8 1 4-10-0 4-8-0 4-9-0 1-9-0 6-9-0 6-9-0 1-11-8 1-11-0 0-4-8 Scale=1:60.9 6x8= 8 6x8— 4.00 12 5 6 s .400000101111.1 4 %- 25 ' 26 4x5� '� � a 3 6x8 ira. 2 �� o ; 24 14 124-44-5) Id N . � 1111111111411r 17 3x4 II 13 , _ 1 0 16 7x10- 10 3x5 II o Si �i $N 7x10= 4x6- N 20 19 18 4x6= 4x12= 4-10-0 1 9-6-0 14-3-0 16-3-0 I 22-9-0 1 29-6-0 31-5-8 1 33-9-0 4-10-0 4-8-0 4-9-0 2-0-0 6-6-0 6-9-0 1-11-8 2-3-8 Plate Offsets(X,Y)-- [1:0-0-0,0-1-81,15:0-4-0,0-2-81,[8:0-2-5,Edge],[11:0-3-8,0-2-0],(15:0-3-8,Edge),[19:0-2-12,0-2-0] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defI L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.45 13-14 >893 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.93 I Vert(CT) -0.87 13-14 >461 180 BCLL 0.0 " Rep Stress Incr YES WB 0.99 Horz(CT) 0.30 9 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:189 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.3"Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 1-18:2x4 SP SS,16-17,9-10:2x4 SP No.2,13-15,11-13:2x4 SP No.1 WEBS 2x4 SP No.3*Except* 8-9,15-19:2x4 SP No.2 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 1=1344/0-5-8,9=1344/0-3-8 Max Horz 1=275(LC 12) Max Uplift 1=-323(LC 12),9=-382(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-3123/848,2-3=-29061789,3-4=-5035/1548,4-5=-5012/1565,5-6=-3521/1065, 6-7=-3522/1066,9-11=-1300/442 BOT CHORD 1-20=-1037/2897,19-20=-1041/2899,14-15=-1172/3634,13-14=-1289/3827, 12-13=-556/1646,11-12=-498/1713 WEBS 3-19=-1336/505,6-13=-455/269,7-13=-617/2046,15-19=-1012/3076,3-15=-663/2017, 5-15=-494/1705,5-13=-333/192,7-11=-1963/704 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=34ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-4-8,Interior(1)3-4-8 to 33-7-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates are 2x4 MT20 unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 323 lb uplift at joint 1 and 382 lb uplift at joint 9. 1 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MA-7473 rev.100V3/2015 BEFORE USE. Design valid for use only with MiTek®connectors.this design Is based only upon parameters shown,and Is for an IndMdual building component-not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems.seeANSI/1911 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informallon available from Truss Plate Institute-218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type • Qty► Ply T12851420 14793T0 T28 Roof Special 1 1 I Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:16 2018 Page 1 ID:?KVLnJdmeFL?cdV8wJvVilzmCW-kyBJwfu2uOHEncvnRaZ_PZ?JP?coV 1jmRIy5dMzzUE9 I 410-0 9-6-0 I 14-3-0 I 16-3-0 1 18-0-0 I 24-9-0 31-6-0 I a3-4-833-9.0 4-10-0 4-8-0 4-9-0 2-0-0 1-9-0 6-9-0 6.9-0 1-10-8 014's Scale=1:60.9 4.00 12 7x10= 6x6= 8 5 25 6 7 al a /°'' 4 6x8 r 3 4x5 _mgc uri a 2 Nimi - T u 24 � � 13 1' = Irk Ia "7x10= 1 g 7x10= 10 3x5 II o ti p .8& 4x10 II ,:ia .s. H 17 16 15 4x6= 4x12= 410-0 I 980 1 14-3-0 I 16 3o 118-0-0 244-0 , 31-5-8 31-f-0 33-9-0 410-0 4-8-0 4-9-0 2-0-0 1-9-0 6-9-0 6-8-8 2-3-0 Plate Offsets(X,Y)-- [1:0-0-0,0.1-8],18:0-2-5,Edge],19:0-2-12,0-1-81[14:0-3-8,Edge),[16:0-2-8,0-2-0] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (hoc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.42 13-14 >954 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -1.02 13-14 >396 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(CT) 0.26 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:193 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-14 oc purlins. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 1-15:2x4 SP SS,4-15,19-20,10-12:2x4 SP No.3,13-14:2x4 SP No.1 WEBS 2x4 SP No.3`Except` 14-16:2x4 SP No.2 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 1=1344/0-5-8,9=1344/0-3-8 Max Horz 1=275(LC 12) Max Uplift 1=-323(LC 12),9=-382(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-3126/842,2-3=-2906/778,3-4=-5074/1551,4-5=-5109/1599,5-6=-2565/778, 6-7=-2565/778 BOT CHORD 1-17=-1033/2900,16-17=-1033/2900,13-14=-1058/3105,12-13=-263/748, 11-12=225/836 WEBS 3-16=-1363/517,5-13=-612/286,6-13=-458/273,9-11=-1307/475,14-16=-1030/3133, 3-14=-672/2040,7-13=-625/2059,7-11.1456/533,5-14=-694/2338 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=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=34ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-4-8,Interior(1)3-4-8 to 33-7-4 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. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 323 lb uplift at joint 1 and 382 lb uplift at joint 9. A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI.7473 rev.10/0312015 BEFORE USE pa Design valid for use only with MITeke connectors.1Ns design h based oily upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicablity of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Mile k• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/TPI I Qualify Criteria,DSB-89 and BCS/Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa.FL 33610 I I Job I Truss I Truss Type • Qty Ply 14793T0 T12851421 T29 Hip 1 1 1 I I Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:18 2018 Page 1 ID:?KVLnJdmeFL?cdV8wJvVilzmCVV-gLI3LKwIQOXy1 w2AY_cSU_SeloM8zvs3ubRChFzzUE7 4-10-0 I 9-6-0 14-3-0 I 16-3-0 20-0-0 I 26-10-8 I 31-5-8 I 33-3-033-91.0 4-10-0 4-8-0 4-9-0 2-0-0 3-9-0 6-10-8 4-7-0 1-9-8 d 6-b Scale=1:59.8 7x10= 4x5= 4x5= 4.00 12 26 27 6 7 a n n 4 4x5 25 1/1 T3 v 6x8 r n e We t 2 I - e t:: _ o !►1♦G 11 I' 1°6 24 mfr' d i� 7x10= 13 12 1 00 6x6= 4x5= 9 3x5 I I d 9r N , o Vit 17 16 15 4x6= 4x12= 4-10-0 9-6-0 14-3-0 16-3-0 20-0-0 26-10-8 31-5-8 33-9-0 4-10-0 4-8-0 4-9-0 2-0-0 3-9-0 i 6-10-8 4-7-0 2-3-8 Plate Offsets(X,Y)-- [1:0-0-0,0-1-8],[7:0-2-0,Edge],[8:0-2-12,0-1-8],]14:0-3-8,Edge],[16:0-2-12,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.40 14 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.74 13-14 >543 180 BCLL 0.0 * Rep Stress Incr YES WB 0.98 Horz(CT) 0.24 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:197 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, 2-5:2x4 SP SS except end verticals. BOT CHORD 2x4 SP No.2`Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-15:2x4 SP SS,4-15,19-20,9-11:2x4 SP No.3 WEBS 2x4 SP No.3*Except* 5-14,14-16:2x4 SP No.2 WEDGE Left:2x4 SP No.3 REACTIONS. (Ib/size) 1=1344/0-5-8,8=1344/0-3-8 Max Horz 1=274(LC 12) Max Uplift 1=-323(LC 12),8=-382(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-3119/865,2-3=-2903/839,3-4=-5076/1764,4-5=-5137/1882,5-6=-2570/957, 6-7=-1775/639,8-10=-1309/484,7-10=-1273/498 BOT CHORD 1-17=-1067/2892,16-17=-1072/2895,4-14=-312/241,13-14=-975/2595,12-13=-639/1775 WEBS 3-16=-1341/569,5-14=-1056/2746,5-13=-365/267,6-13=-379/947,6-12=-976/476, 7-12=-74412055,14-16=-1119/3090,3-14=-826/2064 NOTES- 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=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=34ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-4-8,Interior(1)3-4-8 to 20-0-0,Exterior(2)20-0-0 to 24-9-4 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. 4)All plates are 2x4 MT20 unless otherwise indicated. 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 323 lb uplift at joint 1 and 382 lb uplift at joint 8. a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MB-7473 rev.10103/2015 BEFORE USE. la Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an krdwdual holding component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent tracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage,delivery.erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria.DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type Ott Ply T12851422 14793T0 T30 Hip 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:19 2018 Page 1 I D:?KVLnJdmeFL?cdV8wJvVi IzmCW-8XsRYgxwBJf pe4dM6i7hoCdgfCh6iMhD7FBI DhzzU E6 I 4-10-0I 9-6-0 l 16-3-0 l 18-4-8 l 22-0-0 l 27-0-0 { 31-3-0 I 33-9-0 l 4-10-0 4-8-0 6-9-0 2-1-8 3-7-8 5-0-0 4-3-0 26-0 Scale=1:60.9 6x6 It 6x6 /I 4x5= 4x5 4.00 12 6 28 297 8 9 4x6 • • 5 27 4 6x8 3 4x5 �I • WIN-411111111111111111111111 Irl c r, t1� 1 °' 157x10= = r� Ti 4L 19 18 17 4x6= 4x12= 4-10-0 9-6-0 14-3-0 16-3-0 22-0-0 31-3-0 31 33-9-0 I 4-10-0 l 4-8-0 i 4-9-0 i 2-0-0 I 5-9-0 l 9-3-0 04-8-8 23-8 Plate Offsets()(,Y)-- 11:0-0-0,0-1-81,15:0-1-8,0-2-01,110:0-2-12,0-1-81,116:0-3-8,Edgel,118:0-2-8,0-2-01 i LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.40 16 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.76 15-16 >531 180 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 Horz(CT) 0.24 10 n/a n/a BCDL 10.0 Code FBC2017ITPI2014 Matrix-MS Weight:208 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-13 oc purlins, BOT CHORD 2x4 SP No.2*Except* except end verticals. 1-17:2x4 SP SS,4-17,21-22,11-13:2x4 SP No.3,15-16:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-9-8 oc bracing. WEBS 2x4 SP No.3*Except* 16-18:2x4 SP No.2 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 1=1344/0-5-8,10=1344/0-3-8 Max Horz 1=268(LC 12) Max Uplift 1=-325(LC 12),10=-381(LC 12) FORCES. (Ib)-Max Comp./Max Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-3127/869,2-3=-2903/835,3-4=-5063/1728,4-5=-5085/1787,5-6=-2234/818, 6-7=-2095/805,7-8=-654/259,8-9=-709/258,10-12=-1326/500,9-12=-1348/480 BOT CHORD 1-19=-1061/2902,18-19=-1061/2902,15-16=-1174/3016,14-15=-571/1457 WEBS 3-18=-1365/577,5-15=-1313/568,6-15=-104/471,7-15=-288/912,9-14=-431/1243, 16-18=-1129/3138,3-16=-774/2015,7-14.1262/538,5-16=-783/2364 NOTES- 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=5.0psf;BCDL=5.Opsf;h=25ft;B=45ft;L=34ft;eave=oft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-4-8,Interior(1)3-4-8 to 22-0-0,Exterior(2)22-0-0 to 33-7-4 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. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 pat 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 325 lb uplift at joint 1 and 381 lb uplift at joint 10. 1 � Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors.This design k based only upon parameters shown,and Is fa an individual b utding component,not a truss system.Before use,the building designer must verify the al:bplicab tlty of design parameters and properly incorporate this design Into the overall MiTek* building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- is always required for stabNtty and to prevent collcpse with possible personal Ynf say and properly damage. For general glides ce regarding the fabrication,storage,dettvery.erection and bracing of trusses and taus systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avaNable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type • Qtq ';Ply T12851423 14793T0 T31 Hip 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:21 2018 Page 1 I D:?KVLnJdmeFL?cdV8wJvVi IzmC W-4w_CzMyAjxvXuNnID7996djAAONAAH4VaZgslazzUE4 I 4-10-0 I 9-6-0 I 14-3-0 l 16-3-0 l 19-1-8 l 24-0-0 i 29-3-0 I 31-5-8 + 33-9-0 l 4-10-0 4-8-0 4-9-0 2-0-0 2-10-8 4-10-8 5-3-0 2-2-8 2-3-8 Scale=1:60.9 6x8 7x10=- 4.00 4.00 12 6 2728 297 6x6 iram w 4x5 8 5 I• 6x8 4 37 / < < ...iiiiiiiipplelif- °111111. 4x5. .. .. 26 ii ,2 I� 7x10= 15 ,4 13 1 O 1 6x6= 4x5= 4x5= 10 3x5 I I`'i •i— - $N 129 0 ._1 19 18 17 4x6- 4x12= I 4-10-0 l 9-6-0 14-3-0 16-3-0 I 19-1-8 l 24-0-0 I 29-3-0 l 31-5-8 l 33-9-0 4-10-0 4-8-0 4-9-0 2-0-0 2-10-8 4-10-8 5-3-0 2-2-8 2-3-8 Plate Offsets(X,Y)-- ft:0-0-0,0-1-8),[5:0-1-0,0-2-8],[6:0-4-0,0-2-81,[7:0-0-0,0-2-8],[9:0-2-12,0-1-81,[16:0-3-8,Edge1,[18:0-2-8,0-2-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Udell lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.43 16 >935 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.79 15-16 >508 180 BCLL 0.0 • Rep Stress lncr YES WB 0.95 Horz(CT) 0.24 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:213 lb 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*Except* except end verticals. 1-17:2x4 SP SS,4-17,21-22,10-12:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-8-11 oc bracing. WEBS 2x4 SP No.3*Except* 16-18:2x4 SP No.2 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 1=1344/0-5-8,9=1344/0-3-8 Max Horz 1=268(LC 12) Max Uplift 1=-325(LC 12),9=-381(LC 12) FORCES. (Pb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-3128/868,2-3=-2902/818,3-4=-5058/1694,4-5=-5088/1760,5-6=-2998/1132, 6-7=-1648/683,7-8=-1043/405,9-11=-1316/503,8-11=-1299/507 BOT CHORD 1-19=-1048/2902,18-19=-1048/2902,15-16=-1070/2839,14-15=-633/1666, 13-14=340/932 WEBS 3-18=-1359/567,6-15=-647/1749,6-14=-706/358,7-14=-421/1083,7-13=-765/371, 8-13=-466/1269,16-18=-1112/3125,3-16=-758/2012,5-15=-1214/544,5-16=-848/2484 NOTES- 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=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=34ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-4-8,Interior(1)3-4-8 to 24-0-0,Exterior(2)24-0-0 to 33-7-4 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. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 325 lb uplift at joint 1 and 381 lb uplift at joint 9. 0 WARNING-Verily design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ai-7473 rev.10/03/2015 BEFORE USE. la Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown.and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Puidtlonal temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal hhxy and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,seeANSI/1PI1 Qualify Criteria,056-89 and SCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type • Qty 1Ply T12851424 14793T0 T32 Hip 1 I 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:22 2018 Page 1 ID:?KVLnJdmeFL?cdV8wJvVilzmCW-Z6YaAizoUE1 NVXMxnggOegFlDQjpvjtfpDPPqOzzUE3 27-3-0 I 4-10-0 I 9-6-0 I 20-5-4 I 26-0-0 2•77-a I 31-5-8 I 33-9-0 I 4-10-0 4-8-0 10-11-4 5-6-12 6- 4-2-8 2-3-8 0-7-8 Scale=1:60.3 4x10= 4.00 I12 6 i 4x5% 25 26 4x5 5 6x64:000 �. 4x5 3 I 4x5% G 2 gU= y 111x' ado 24 i 14 8q7x10= 13 27 12 Id _ 1 I 6 �= 4X5= 9 3x5 II IF:, CV 17 16 15 4x6= 4x12= 4-10-0 I 9-6-0 I 14-3-0 I 16-3-0 1 20-5-4 I 26-7-8 I 31-5-8 I 33-9-0 4-10-0 4-8-0 4-9-0 2-0-0 4-2-4 6-2-4 4-10-0 2-3-8 Plate Offsets(X Y)-- [1:0-0-0,0-1-81[5:0-1-8,0-2-01,[6:0-4-0,0-1-0],[14:0-3-8,Edge],[16:0-2-12,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL- in (lac) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.46 14 >875 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.85 13-14 >473 180 BCLL 0.0 * Rep Stress Incr YES WB 0.98 Horz(CT) 0.25 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:204 lb FT=20% I LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2*Except BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-15:2x4 SP SS,4-15,19-20,9-11:2x4 SP No.3 WEBS 2x4 SP No.3`Except* 5-14,14-16:2x4 SP No.2 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 1=1344/0-5-8,8=1344/0-3-8 Max Horz 1=268(LC 12) Max Uplift 1=-325(LC 12),8=-381(LC 12) FORCES. (lb)-Max.Comp./Max Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-3126/852,2-3=-2905/788,3-4=-5070/1569,4-5.5135/1653,5-6=-2652/941, 6-7.1322/475,8-10=-1308/457,7-10=-1270/472 BOT CHORD 1-17=-1010/2901,16-17=-1010/2901,4-14=-304/189,13-14=867/2511,12-13=-398/1201 WEBS 3-16=-1339/524,5-13=-1196/535,5-14=-929/2813,6-13=-655/1846,6-12=-558/301, 7-12=-447/1336,14-16=-1028/3084,3-14=-710/2059 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuft=130mph(3-second gust)Vasd=101 mph;TCDL=5.Opsf;BCDL=5.0psf;h=25ft;B=45ft;L=34ft eave=oft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-4-8,Interior(1)3-4-8 to 26-7-8,Exterior(2)26-7-8 to 31-4-12 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are 2x4 MT20 unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 325 lb uplift at joint 1 and 381 lb uplift at joint 8. � 1 pg. A WARNING-Verity design parameters end READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MITeke connectors.Ibis design Is based only upon parameters shown-and Is for an Individual balding component.not a truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possble personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANSI/TPl1 Quality CAreria,DSS-89 and SCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Rafe Instill/1e,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa.FL 33610 1 Job j Truss Truss Type ` 04 Ply T12851425 14793T0 T33 Roof Special 2 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:23 2018 Page 1 ID?KVLnJdmeFL?cdV8wJvVilzmCVV-1 J6y02_RFYAE7hx7LYBdB2oTyp33eA4o2t9zMSzzUE2 4-10-0 9-6-0 16-3-0 20-5-4 26-7-8 31-5-8 33-9-0 4-10-0 4-8-0 6-9-0 4-2-4 6-2-4 4-10-0 2-3-8 6x6= Scale=1:59,8 4.00112 6 25 26 4x5% 4x5 5 7 6x6%7v^ 40-_--- 4x5 • o 6 4x5 5 f! 2 24 14 ''7x10= 13 27 12 o 1 0 6x6= 4x5= 9 3x5 II R C� N N O x 17 16 15 4x6- 4x12= 4-10-09-6-0 14-3-0 16-3-0 20-5-4 26-7-8 31-5-8 33-9-0 4-10-0 4-8-0 4-9-0 2-0-0 4-2-4 6-2-4 4-10-0 2-3-8 Plate Offsets(X,Y)-- f1:0-0-0,0-1-8],f5:0-1-8,0-2-0),(6:0-3-0,0-2-8],)14:0-3-8,Edge],(16:0-2-12,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 20.0 1 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.46 14 >873 240 MT20 244/190 TCDL 10.0 1 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.85 13-14 >472 180 BCLL 0.0 ' i Rep Stress Incr YES WB 0.98 Horz(CT) 0.25 8 n/a n/a BCDL 10.0 I Code FBC2017/TPI2014 Matrix-MS Weight:204 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-15:2x4 SP SS,4-15,19-20,9-11:2x4 SP No.3 WEBS 2x4 SP No.3*Except* 14-16,5-14:2x4 SP No.2 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 1=1344/0-5-8,8=1344/0-3-8 Max Horz 1=268(LC 12) Max Uplift 1—325(LC 12),8=-381(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=3126/843,2-3=-2905/778,3-4=-5070/1533,4-5=-5135/1624,5-6=-2667/905, 6-7=-1296/445,8-10=-1309/438,7-10=-1272/453 BOT CHORD 1-17=-1008/2901,16-17=-1008/2901,4-14=-304/188,13-14=-825/2511,12-13=-372/1180 WEBS 3-16=-1339/509,5-13=-1235/527,6-12=-553/286,7-12=-411/1306,14-16=-1001/3084, 3-14=-683/2059,6-13=-637/1890,5-14=-926/2813 NOTES- 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=5.0psf;BCDL=5.0psf;h=25ft;B=45tt;L=34ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-4-8,Interior(1)3-4-8 to 26-7-8,Exterior(2)26-7-8 to 30-0-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are 2x4 MT20 unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 325 lb uplift at joint 1 and 381 lb uplift at joint 8. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MB-7473 rev.10/03/2015 BEFORE USE. amig Design valid for use only with MITek@ connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possmle personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avdlable from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type • Ott► Ply 1479310 134 Roof Special 1 I 1 712851426 I Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:24 2018 Page 1 ID:?KVLnJdmeFL?cdV8wJvVi IzmC VV-VVgKbO_30s151rW KvFjsjFKePDOdNegyGXuWvuzzUE 1 4-10-0I 9-6-0 I 14-3-0 I 20-5-4 26-7-8 I 33-9-0 4-10-0 4-8-0 4-9-0 6-2-4 6-2-4 7-1-8 6x6= Scale=1:59.8 4.00 Fly 6 19 2°4x5 4x5 5 7 6x6•:::-.1:07. :.• 4x5% �� 3 ,h 4x5 2 7 Z 18 11 y y y 8 i 5x12= 10 21 9 3x5 11 d ; Wgi i _ 19 6x6= 4x5- N 14 13 12 4x6= 2x4 11 4x12= 2x4 II 4-10-0 9-6-0I 14-3-0 I 20-5-4 26-7-8 33-9-0 4-10-0 4-8-0 4-9-0 6-2-4 6-2-4 7-1-8 Plate Offsets(X,Y)-- [1:0-0-0,0-1-81,[5:0-1-12,0-2-01,[6:0-3-0,0-2-81,[8:0-2-12,0-1-81,[11:0-3-8,0-2-01,[13:0-3-12,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.33 4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.62 10-11 >649 180 BCLL 0.0 • Rep Stress Incr YES WB 0.96 Horz(CT) 0.14 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:200 lb 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*Except* except end verticals. 1-12:2x4 SP SS,4-12:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-8-6 oc bracing. WEBS 2x4 SP No.3`Except` 11-13:2x4 SP No.2 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 1=1344/0-5-8,8=1344/0-3-8 Max Horz 1=268(LC 12) Max Uplift 1=-325(LC 12),8=-381(LC 12) FORCES. (Ib)-Max.Comp./Max Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-3127/843,2-3=-2902/777,3-4=-3962/1181,4-5=4011/1267,5-6=-2325/816, 6-7=-1182/430,7-8=-1281/506 BOT CHORD 1-14.1009/2902,13-14=-1009/2902,4-11=-315/193,10-11=-718/2178,9-10=342/1072 WEBS 3-13=949/383,6-9=-588/299,6-10=-559/1667,5-10=-1134/489,5-11=-668/2016, 11-13=941/2904,7-9=-392/1258,3-11=-347/1033 NOTES- 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=5.Opsf;BCDL=5.0psf;h=25ft;B=45ft;L=34ft;eave=oft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-4-8,Interior(1)3-4-8 to 26-7-8,Exterior(2)26-7-8 to 30-0-0 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 325 lb uplift at joint 1 and 381 lb uplift at joint 8. IMMO A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M&7473 rev.16932015 BEFORE USE Nu Design valid for use only with MITek®connectors.this design k based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall MiTek' building design. Bracing Indicated k to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/1PI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd Safety Information available Corn Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type • I Ot+; Ply T12851427 14793T0 T35 Monopitch i10 1 I Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:25 2018 Page 1 I D:?KV LnJdmeFL?cdVBwJvVi lzmCVV-zhEi pk?hn9OyM?5 W SzE5GTtusdh86Ft5V Be4RLzzU E0 6-7-0 13-0-8 19-9-8 6-7-0 6-5-8 6-9-0 Scale=1:43.8 2x4 II 4 4.00 12 ,^r 4x5 3 6x6% o n t v3x6 12 8 pp 1 I 0 .5 ►5 6 5 4x5= 6x8 4x5= 9-9-12 19-9-8 9-9-12 I 9-11-12 ' Plate Offsets(X,Y)-- 15:0-2-4,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defI L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.19 5-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.40 5-6 >578 180 BCLL 0.0 * Rep Stress Incr YES WB 0.32 Horz(CT) -0.04 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:98 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-3 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 3-5 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 1=774/0-5-8,8=792/0-3-8 Max Horz 1=268(LC 12) Max Uplift 1=-154(LC 12),8=-261(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1566/339,2-3=-1197/204,5-8=-165/627 BOT CHORD 1-6=-537/1427,5-6=-278/755 WEBS 2-6=-431/271,3-6=-71/638,3-5=-920/348 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=oft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 19-7-12 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. 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 bottom chord and any other members. 4)Bearing at joint(s)8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 154 lb uplift at joint 1 and 261 lb uplift at joint 8. t i I a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI-7473 rev.10/03/2015 BEFORE USE. mill. Design valid for use only with MITek6 connectors.This design is based only upon parameters shown,and Is for an individual building component.not a truss system.Before use,the building designer must vedfy the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent I:racing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/1P11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avcilable from Truss Plate Institute,218 N.Lee Street-Suite 312,Alexandria,VA 22314. Tampa,FL 33610 IJob Truss Truss Type ' 0tq Ply T12851428 11479370 T36 Roof Special 4 1 I Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:26 2018 Page 1 ID:?KVLnJdmeFL?cdV8wJvVilzmCVV-Run5030JYTYp_8gi0glKpg0581 B3rcJEkrNdznzzUE? 6-1-14 12-2-4 17-8-2 23-5-8 1-1160 6-1-14 6-0-6 5-5-14 5-9-6 -5-8 2x4 II Scale=1:47.1 4.00 H2 5 6 16 4x5 4 6x8 3 OA 4x5 2 15 igillbihimihi..._ 1 -s Y R 11 10 9 8 7� 4x5= 2x4 i I 6x8= 4x5= 4x5= _ 6-1-14 __ I 12-2-4 17-8-2 23-5-8 _ _ _11-0 6-1-14 6-0-6 5-5-14 5-9-6 5- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.05 8-9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.34 Vert(CT) -0.10 8-9 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.63 Horz(CT) 0.01 1 n/a n/a BCDL 10.0 I Code FBC2017/TPI2014 Matrix-MS Weight:133 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEDGE 6-0-0 oc bracing:9-10. Left:2x4 SP No.3 WEBS 1 Row at midpt 5-8 REACTIONS. (lb/size) 1=335/0-5-8,10=1246/0-5-8,7=282/0-5-8 Max Horz 1=318(LC 12) Max Uplift 1=39(LC 12),10=-314(LC 12),7=-131(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-431/33,2-3=-240/450 BOT CHORD 1-11=-300/360,10-11=-300/360,9-10=-326/0 WEBS 2-11=0/259,2-10=-789/302,3-10=855/295,3-9=-107/562 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 23-3-8 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. 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 bottom chord and any other members. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 39 lb uplift at joint 1,314 lb uplift at joint 10 and 131 lb uplift at joint 7. la a WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M6.7473 rev.11103/2015 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,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent tracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and buss systems.seeANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type • 0I Ply 1479310 T37 Hip Girder 1I1 1 712851429 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:28 2018 Page 1 I D:?KVLnJdmeFL?cdV8wJvV i IzmCVV-NGvrR I1 Z44oXESp585nou5VUggrSJd?XB9tk1 gzzU Dz 2-0-04-11-8 6-3-8 7-7-8 8-11-8 10-3-8 13-3-0 15-3-0 2-0-0 2-11-8 1-4-0 1-4-0 1-4-0 1-4-0 2-11-8 2-0-0 5x6— Scale=1:27.5 TOP CHORD MUST BE BRACED BY END JACKS, 9 ROOF DIAPHRAGM,OR PROPERLY CONNECTED PURL)NS AS SPECIFIED. 7 33 34 11 i NAILED5 _ — 13 NAILED 10x12- 35 5x6 i 32 5x6 6.00 12 6x6 11 — NAILED NAILED 6x6 11 2 6 _ 8 . 4 . . 10 .� 1 P'C fl f1 15 2C 3 fl11 nn *I.. �� II II 14 27 • 6 / 1 d 1l�— ll ll [111 - n n . 16 19 28 29 18 30 31 17 4x5= NAILED NAILED NAILED NAILED 4x5= 3x8 I 3x8 I I 2-0-0 I 7-7-8 13-3-0 15-3-0 i 2-0-0 5-7-8 5-7-8 2-0-0 Plate Offsets(X,Y)-- [1:0-0-1,0-0-3],)1:0-0-3,0-5-0],[1:0-3-8,Edge],[3:0-0-12,Edge],]8:0-6-0,0-2-8],[14:0-0-4,Edge],)16:0-3-8,Edge],116:0-0-1,0-0-3],[16:0-0-3,0-5-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud I PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.05 18-19 >999 240 I MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.08 18-19 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.17 Horz(CT) 0.02 16 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS I Weight:102 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins. 2-15:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-11-7 oc bracing. BOT CHORD 2x4 SP No.2 JOINTS 1 Brace at Jt(s):8 WEBS 2x4 SP No.3 WEDGE Lett:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (lb/size) 1=653/0-5-8,16=653/0-5-8 Max Horz 1=78(LC 7) Max Uplift 1=-258(LC 8),16=258(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1073/438,2-3.962/416,3-4=-361/221,4-6=-361/221,6-8=-361/221, 8-10=-362/221,10-12=362/221,12-14=-362/221,14-15=-962/416,15-16=-1073/438, 3-5=-682/243,5-7=-656/276,7-9=-650/309,9-11=-650/309,11-13=-656/276, 13-14=-682/243 BOT CHORD 1-19=-362/936,18-19=438/1032,17-18=-438/1032,16-17=-362/927 WEBS 8-9=-190/436 NOTES- 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=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 258 lb uplift at joint 1 and 258 lb uplift at joint 16. 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails per NDS guidlines. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)95 lb down and 107 lb up at 2-0-0,and 95 lb down and 107 lb up at 13-3-0 on top chord,and 28 lb down and 32 lb up at 2-2-2,and 28 lb down and 32 lb up at 13-0-2 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(9). LOAD CASE(S) Standard r y a A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mk-7473 rev.10103/2015 BEFORE USE. M. Design valid for use only with MiTek®connectors.Ibis design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorrwxate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Butting Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job f Truss Truss Type • Olt Ply • T12851429 14793T0 T37 Hip Girder 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:28 2018 Page 2 I D:?KV LnJdmeFL?cdV8wJvVi lzmCVV-NGvrR I1 Z44oXESp585nou5V UggrSJd?XB9tk1 gzzU Dz LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-60,2-3=-60,14-15=-60,15-16=-60,20-23=-20,3-9=-60,9-14=-60 Concentrated Loads(Ib) Vert:19=-23(F)17=-23(F)28=-10(F)29=-10(F)30=-10(F)31=-10(F) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MltEK REFERANCE PAGE MA-7473 rev.10/032015 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,not a truss system.Before use,the building designer roust verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent tracing MiTek 'ek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the tabricatbn,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/WPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Bbd. Safety Information avaliable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 33610 Job Truss ITruss Type Qty Ply 712851430 14793T0 T38 Common 5 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:29 2018 Page 1 I D:?KV LnJdmeFL?cdV8wJvVi IzmCVV-rTTDe52Br0w0rc0 Hhol 1 QJ2ZrE9824ghQpcHZ6zzU Dy 7-7-8 15-3-0 7-7-8 7-7-8 5x6= Scale=1:27.9 2 6.00 12 12 13 11 14 3 1 v — v c — o 4 3x811 2x4 3x8 II 7-7-8 15-3-0 7-7-8 7-7-8 Plate Offsets(X,Y)-- (1:0-0-1,0-0-3],(1:0 D-3,0-5-0],[1:0-3-8,Edge],(3:0-0-1,0-0-3],(3:0-0-3,0-5-0],[3:0-3-8,Edge] � I LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.10 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.18 4-7 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.13 Horz(CT) 0.03 1 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:56 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-7 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 WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (lb/size) 1=610/0-5-8,3=610/0-5-8 Max Horz 1=90(LC 11) Max Uplift 1=-160(LC 12),3=-160(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-825/315,2-3=-825/315 BOT CHORD 1-4=-159/655,3-4.159/655 WEBS 2-4=0/339 NOTES- 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=5.Opsf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 7-7-8,Exterior(2)7-7-8 to 10-7-8 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 160 lb uplift at joint 1 and 160 lb uplift at joint 3. � l 0 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MA-7473 rev.10/03/2015 BEFORE USE mi Design valid for use only with MITeke connectors.This design Is based only upon parameters shown-and Is for an individual building component-not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal kdrxy and properly damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,seeANSI/lPl I Quality Criteria,DSB-89 and BCSI Budding Component 6904 Parke East Blvd. Safety Information avdlable from Truss Rate Institute.218 N.Lee Street.Suite 312.Alexandria.VA 22314. . Tampa.FL 33610 Job Truss I Truss Type • 'al Ply I T12851431 14793T0 T39 Hip 1 I 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:30 2018 Page 1 I D:?KV LnJdmeF L?cdV8wJvVi lzmCVV-Kf i bsR3gbi2FTmzTFW pGz W afZeTgnVXgfTMr5YzzUDx 7-10-15 14-10-8 21-10-1 29-9-0 7-10-15 6-11-9 6-11-9 7-10-15 Scale=1:51.2 6x8= 2x4 I I 6x8= 6.00 12 2 . 17 18_ �_ _. 19 20 1,_ tlligMb 1516 2122 m rb v 1 5 117 8 7 6 4x6 2x4 7x10= 2x4 4x6 I 7-10-15 14-10-8 21-10-1 29-9-0 7-10-15 6-11-9 6-11-9 7-10-15 Plate Offsets(X,Y)-- [1:0-2-12,0-0-11],[1:0-0-3,0-5-0],[1:0-0-1,0-0-3],[2:0-3-12,0-1-4],[4:0-3-12,0-1-4],[5:0-0-1,0-0-3],[5:0-0-3,0-5-0],[5:0-2-12,0-0-11] LOADING (psf) SPACING- 2-0-0 i CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 1 TC 0.96 Vert(LL) -0.13 6-7 >999 240 j MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.29 6-7 >999 180 BCLL 0.0 ' Rep Stress[nor YES WB 0.29 Horz(CT) 0.08 5 Na Na BCDL 10.0 Code FBC2017/TPI2014 I Matrix-MS Weight:135 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-2 oc purlins,except BOT CHORD 2x4 SP No.2 2-0-0 oc purlins(2-2-0 max.):2-4. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-7-12 oc bracing. WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (Ib/size) 1=1190/0-5-8,5=1190/0-5-8 Max Horz 1=86(LC 11) Max Uplift 1=-312(LC 12),5=-312(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-2053/725,2-3=-2325/896,3-4=-2325/896,4-5=-2053/725 BOT CHORD 1-8=-553/1762,7-8=-555/1757,6-7=-546/1757,5-6=-544/1762 WEBS 2-8=0/282,2-7=-220/768,3-7=-495/283,4-7=-220/768,4-6=0/282 NOTES- 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=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 7-8-2,Exterior(2)7-8-2 to 26-3-12,Interior(1)26-3-12 to 29-9-0 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. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 312 lb uplift at joint 1 and 312 lb uplift at joint 5. 7)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ipa A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7073 rev.160.712015 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,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Milek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the I fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa.FL 33610 Job Truss i Truss Type • Qty Ply T12851432 14793T0 T40 Hip 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:31 2018 Page 1 ID:?KVLnJdmeFL?cdV8wJvVilzmCVV-orb_3n4SM?A65wYgpDLVWk7yk2n1 Wt0_t750d_zzUDw 7-0-0 9-10-15 13-4-1 17-3-9 19-10-1 23-9-15 27-3-8 29-4-0 7-0-0 2-10-15 3-5-2 3-11-7 2-6-8 3-11-14 3-5-9 2-0-8 Scale=1:51.2 5x8= 4x5= 2x4 I I 6x8= 3 _ 22_• 23 _ 24 _ 5 6.00 12 2x4\\ , ,:. , 2 2x4 11 1 1.../1 7 26 b :- 4x5 m 20 8 vi _-�.`i 9 10x12- .. 11111110. n iii SAG 14 12 1'�la I',7' o N tll�f� y 7x10= 13 3x8= �..��i 10 0 _� 16 15 4x10= 11 10 4x6 10x14= 3x4 I I 4x5= 9-10-15 13-4-1 17-3-9 19-10-1 23-9-15 27-3-8 29-4-0 9-10-15 3-5-2 3-11-7 2-6-8 3-11-14 3-5-9 2-0-8 Plate Offsets(X,Y)-- [1:0-2-12,0-0-11],[1:0-0-3,0-5-0],[1:0-0-1,0-0-3],[3:0-4-0,0-1-8],[6:0-3-12,0-1-4],[8:0-1-12,0-2-0],[9:0-4-6,Edge],[10:0-2-7,0-1-4],[11:0-2-4,0-2-0], 112:0-3-4,Edgej,[14:0-3-8,Edge],[16:0-6-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d I PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.13 16-19 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.30 16-19 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.60 Horz(CT) 0.12 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:170 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-14 oc purlins, BOT CHORD 2x4 SP No.2*Except* except end verticals,and 2-0-0 oc purlins(4-2-3 max.):3-6. 5-15:2x4 SP No.3,8-11:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3*Except* 9-10:2x6 SP No.2 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 10=1164/Mechanical,1=1164/0-5-8 Max Horz 1=116(LC 11) Max Uplift 10=306(LC 12),1=-305(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1943/716,2-3=-1734/692,3-4=-1506/636,4-5=-1891/766,5-6=-1929/779, 6-7=-2274/912,7-8=-2259/802,8-9=-1384/500,9-10=-1158/428 BOT CHORD 1-16=-571/1659,5-14=-336/195,13-14=-477/1606,12-13=-807/2265,11-12=-382/146, 8-12=-379/163 WEBS 2-16=-290/243,3-16=-236/655,14-16=-496/1566,6-14=-204/644,9-11=-388/1119, 7-13=-253/225,8-13=-282/211,6-13=-252/590,4-16=-546/248 NOTES- 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=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=29ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 9-6-6,Exterior(2)9-6-6 to 24-2-7,Interior(1)24-2-7 to 29-1-4 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. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0pst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 306 lb uplift at joint 10 and 305 lb uplift at joint 1. 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MiTEK REFERANCE PAGE MIt-7473 rev.10/73/2015 BEFORE USE. 11111 Design valid for use only with MITekS)connectors.this design Is based only upon parameters shown,and is for an Indlvldual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Placing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery.erecfton and bracing of trusses and truss systems.seeANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avdlable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria-VA 22314. Tampa,FL 33610 Job Truss Truss Type • Qt[Y Ply I 712851433 1479310 741 Hip 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:32 2018 Page 1 I D:?KVLnJdmeFL?cdV8wJvVilzmCVV-G 19MH7547JIzi37sNxsk2xg16S4hFMh76nrxARzzUDv 1 6-0-3 11-10-15 I 17-3-9 17-10-1 22-3-9 + 27-3-8 I 29-4-0 6-0-3I 5-10-12 5-4-10 d-6-$ 4-5-8 5-0-0 2-0-8 Scale=1:51.4 6x8= 3x6 116)(6 3 22 23 24 • 4 15 6.00 112 in 4x5 4x5 i 21 6 26 2 • • 27 7 4rb 7 ''x12 :Z.x6 8 1 MO ell u 103 11 �� N O _4 12 Ido _� 7x10= 4x10= 16 15 14 4x5 = 10 g 4x6 II 6x6= 4x10= 2x4 II 4x6= 6-0-3 11-10-15 17-3-9 22-3-9 27-3-8 29-4-0 I 6-0-3 l 5-10-12 1 5-4-10 I 5-0-0 i 5-0-0 I 2-0-8 Plate Offsets(X,Y)-- [1:0-2-12,0-0-11],[1:0-0-3,0-5-0],[1:0-0-1,0-0-3],[3:0-3-12,0-1-4],[4:0-3-0,0-1-0),[5:0-0-12,0-3-0],[7:0-1-12,0-2-0],[8:0-4-6,Edge],[9:0-2-7,0-1-4], [10:0-2-4,0-2-0],[11:0-3-12,Edge),[13:0-3-8,Edge),[15:0-3-0,0-2-0) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.16 12-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.31 12-13 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.51 Horz(CT) 0.13 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:170 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-3 oc purlins, BOT CHORD 2x4 SP No.2'Except' except end verticals,and 2-0-0 oc purlins(2-9-12 max.):3-5. 4-14:2x4 SP No.3,7-10:2x8 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3*Except* 8-9:2x6 SP No.2 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 9=1164/Mechanical,1=1164/0-5-8 Max Horz 1=138(LC 11) Max Uplift 9=-306(LC 12),1=-305(LC 12) FORCES. (lb)-Max Comp./Max Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-2001/697,2-3=-1628/640,3-4=-1516/670,4-5=-1476/652,5-6=-1657/667, 6-7=-2130/749,7-8=-1351/484,8-9=-1128/413 BOT CHORD 1-16=-569/1719,15-16=-569/1719,4-13=-69/405,12-13=-572/1833,11-12=-894/2470, 10-11=-430/163,7-11=-399/192 WEBS 2-15=-390/202,3-15=-4/266,13-15=-396/1326,3-13=-79/273,6-12=-2/317, 6-13=-443/208,7-12=-642/366,8-10=-387/1119 NOTES- 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=5.Opsf;BCDL=5.0psf;h=25ft;B=45ft;L=29ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 11-8-2,Exterior(2)11-8-2 to 22-7-11,Interior(1)22-7-11 to 29-1-4 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. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 306 lb uplift at joint 9 and 305 lb uplift at joint 1. 8)Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MA-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MITeke connectors.This design is based ordy upon parameters shown,and is for an irndlvldual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/lP,i Quality Criteria,056-89 and BCSI Building Component 6904 Parke East Btvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type ' Qfy Ply 112851434 14793T0 T42 Hip 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:34 2018 Page 1 ID:?KVLrlJdmeFL?cdV8wJvVilzmC W-COG6ho6KfwYgyNHFUMuC7MILVFgRjDoQa5K2EJzzUDt 15-10-1 7-5-7 13-10-15 4.10 17-3-9 18-1-5 21-1-14 22-39 2-8 27.3.8 284-0 7-5-7 6-5-8 0-11-9'0-11-91 1-58 I 1-a-1z z-0-10 11-i-iot1r10-14 4-1-1 2-0-8 Scale=1:52.5 6x6 3x5 11 6x6 3 r 5 , 4x5 6.00 12 6 4x5 23 24 2 4x5 7 111/frill".: 25 3xy II 22 8 10x12 4x10� "� 9 1 eZ T+I__ t5 77 14 12 ..>!�i I•I• c1 3x5 I IIca 13 4x10= d 18 17 16 4x5= 11 10 4x6 I 6x8= 2x4 11 3x5= 4x5 15-10-1 7-5-7 I 13-10-15 -10 1 741'3 I 21-1-14 I 27-3-8 29-4-0 7-5-7 6-5-8 11-9 11-9 53-10-6 6-1-10 2-0-8 Plate Offsets(X,Y)-- [1:0-2-12,0-0-11],[1:0-0-3,0-5-0],[1:0-0-1,0-0-3],[3:0-0-12,0-3-0],[4:0-3-0,0-1-8],[5:0-0-12,0-3-0],[9:0-4-6,Edge],[10:0-2-7,0-1-4],[11:0-2-4,0-2-0], [14:0-2-8,0-1-8],[15:0-3-8,0-2-0],[16:0-2-4,0-1-8],[18:0-3-4,0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.15 13-14 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.30 13-14 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.66 Horz(CT) 0.13 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:171 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-6 oc purlins, BOT CHORD 2x4 SP No.2*Except* except end verticals,and 2-0-0 oc purlins(2-2-0 max.):3-5. 14-16,8-11:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3*Except* 9-10:2x6 SP No.2 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 10=1164/Mechanical,1=1164/0-5-8 Max Horz 1=163(LC 11) Max Uplift 10=-306(LC 12),1=-305(LC 12) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1962/657,2-3=-1459/575,3-4=-12311568,4-5=-1255/573,5-6=-1403/592, 6-7=-1998/727,7-8=-2560/939,8-9=-1376/483,9-10=-1159/415 BOT CHORD 1-18=-518/1669,17-18=-132/436,16-17=-132/346,14-15=-290/1180,13-14=-421/1526, 12-13=-594/1935,11-12=-372/141,8-12=-450/249 WEBS 15-17-0/283,4-15=-223/730,2-15=-521/256,15-18=-394/1239,9-11=-371/1095, 6-15=-465/241,6-13=-150/510,7-13=-353/227,7-12=-188/423 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=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=29ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0.0-0 to 3-0-0,Interior(1)3-0-0 to 13-4-4,Exterior(2)13-4-4 to 16-4-12,Interior(1)20-7-11 to 29-1-4 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. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 306 lb uplift at joint 10 and 305 lb uplift at joint 1. 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED AITEK REFERANCE PAGE MN-7473 rev.10/072015 BEFORE USE. yogi Design valid for use only with MITekE connectors.This design is based only upon parameters shown,and is for an individual building component,riot a truss system.Before use-the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addlfonat temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and miss systems,seeANSi/TP11 Qualify Criteria,DS8-89 and SCSI Bulking Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type a Ott !Ply 712851435 14793T0 T43 Roof Special 4 1 ' Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:35 2018 Page 1 I D:?KVLnJdmeFL?cdV8wJvVilzmCW-gcgUv87y0EgXZXsR23PRgalarfAeSfiZol3bnmzzUDs I 7-5-7 14-10-8l 17-3-9 19-1-5 l 21-1-14 i 23-2-8 l 27-3-8 l 29-4-0 7-5-7 7-5-1 2-5-1 1-9-12 2-0-10 2-0-10 4-1-1 2-0-8 5x6= Scale=1:57.0 6.00 12 3 21 22 4x5 4 6x8 .� 2 6x8 •� 5 rte. 3x5 11 23 6 4x5 20 1 ly 7 - _ 1N O ,I f 1 12 10 �:, 1 I • LLJ cx fF=fc d d 3x5 I I •r. , . 11 16 154x10=14 4 = 9 8 4x6 11 6x8= 2x4 I I 34= 4x10= 2x4 I I 4x5= 7-5-7 14-10-8I 17-3-9 i 21-1-14 I 27-3-8 I 29-4-0 7-5-7 7-5-1 2-5-1 3-10-6 6-1-10 2-0-8 Plate Offsets(X,Y)-- [1:0-0-1,0-0-3],[1:0-0-3,0-5-0],[1:0-2-12,0-0-11],[5:0-3-12,0-3-0],[7:0-1-12,0-2-0],[8:0-2-0,0-2-4],[9:0-2-4,0-2-0],[13:0-3-0,0-2-0],[14:0-2-4,0-1-8], [16:0-3-4,0-3-0] LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.66 Vert(LL) -0.12 11-12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 070 Vert(CT) -0.24 11-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(CT) 0.12 8 n/a n/a BCDL 10.0 Code FBC2017/1P12014 Matrix-MS Weight:171 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-5 oc purlins, BOT CHORD 2x4 SP No.2*Except* except end verticals. 12-14,6-9:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3*Except* 7-8:2x6 SP No.2 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 1=1164/0-5-8,8=1164/Mechanical MaxHorz 1=182(LC11) Max Uplift 1=-305(LC 12),8=-306(LC 12) FORCES. (Ib)-Max Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1974/615,2-3=-1436/516,3-4=-1404/541,4-5=-1994/671,5-6=-2585/900, 6-7=-1376/453,7-8=-1159/390 BOT CHORD 1-16=450/1686,15-16=-105/371,14-15=-107/289,12-13=-259/1258,11-12=364/1547, 10-11=-524/1921,9-10=-373/133,6-10=-468/256 WEBS 13-15-0/291,3-13=-255/861,2-13=-589/278,13-16=-350/1320,4-13=-538/250, 4-11=-129/476,5-11=-324/206,5-10=-215/455,7-9=349/1097 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=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=29ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 14-10-8,Exterior(2)14-10-8 to 17-10-8 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 305 lb uplift at joint 1 and 306 lb uplift at joint 8. i A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE W-7473 rev.10/032015 BEFORE USE re • Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stabNlty and to prevent collapse with possbte personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/IPf1 godly Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Nexandrla.VA 22314. Tampa.FL 33610 t Job ITruss I Truss Type • Qty Ply T12851436 14793TO 144 GABLE 1 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:37 2018 Page 1 I D:?KVLnJdmeF L?cdV8wJvVi lzmCVV-c?yFKg8 DyrwFpr?p9U Rvl?NubTp8wZ2sG3Yi rezzU Dq 8-0-0 12-7-12 17-3-9 21-9-0 24-6-4 27-3-8 29-9-0 8-0-0 4-7-12 4-7-12 4-5-7 2-9-4 2-9-4 2-5-8 5x6= TOP CHORD MUST BE BRACED BY END JACKS, Scale=1:54.3 12 ROOF DIAPHRAGM,OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 9 .tnil�a 7 16 7x10% 5x6% 5 . 5x62 ' 8 11 15 ` 6x6 11 6.00 12 = r_�� e1113 20 �' IO 4 6 [7 10 13 1. 17 19 4x5= 5x12 II , 3637 4x6 m 21 0 n t ew r., _— . 22 22 h 24 . 25 ey It 17g _. 7x10= 29 28 27 4x10= 23 6x6= 5x8= 4x10= 3x4= 4x6 3x4 I! 8-0-0 12-7-12 17-3-9 21-9-0 27-3-8 29-9-0 8-0-0 i 4-7-12 4-7-12 4-5-7 I 5-6-8 2-5-8 Plate Offsets(X,Y)-- [1:0-2-12,0-0-11],[1:0-0-3,0-5-0],[1:0-0-1,0-0-3],[2:0-2-12,0-2-12],[3:0-0-12,Edge],[15:0-3-8,0-2-0],[19:0-0-4,Edge],[21:0-1-12,0-2-0],[24:0-3-12,Edge] ,[26:0-5-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) 1/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.14 24-25 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.28 24-25 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Horz(CT) 0.14 22 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:212 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 2-20,20-22:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-6-0 oc bracing. BOT CHORD 2x4 SP No.2*Except* JOINTS 1 Brace at Jt(s):15,11,6 15-27:2x4 SP No.3,21-23:2x8 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 22=1190/0-5-8,1=1190/0-5-8 Max Horz 1=-176(LC 10) Max Uplift 22=-356(LC 12),1=-356(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1975/741,2-3=-1790/780,3-4=-1291/661,4-6=-1291/661,6-8=-1291/661, 8-10=-1556/749,10-11=-1556/749,11-13.1556/749,13-15=-1556/749,15-17=-1511/667, 17-19.1511/667,19-20=-2041/831,20-21=-2258/843,21-22=-1892/720, 12-14=-527/283,14-16=-561/264,16-18=-565/237,18-19=609/211,3-5=-564/188, 5-7=-543/223,7-9=-538/258,9-12=-538/292 BOT CHORD 1-29=-529/1672,28-29=-528/1677,25-26=-692/2060,24-25=-1138/3118, 22-23=-563/1543 WEBS 2-29=0/260,20-25=-56/362,11-12=-162/319,8-28=-259/197,26-28=-540/1563, 8-26=-142/437,21-25=-1129/519 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft B=45ft;L=30ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 14-10-8,Exterior(2)8-0-0 to 18-10-8,Interior(1)18-10-8 to 20-8-1 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)Provide adequate drainage to prevent water ponding. 5)All plates are 2x4 MT20 unless otherwise indicated. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 356 lb uplift at joint 22 and 356 lb uplift _.,_.... .. I id, QtW14filfl8Q { design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mu-7473 rev.10/03/2015 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.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall baking design. Brading indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type a at, Ply T12851436 14793T0 T44 GABLE 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:37 2018 Page 2 ID:?KVLnJdmeFL?cdV8wJvVilzmCW-c?yFKg8DyrwFpr?p9URvl?NubTp8wZ2sG3YirezzUDq NOTES- 10)Graphical puriin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED INTER REFERANCE PAGE MO-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MliekA connectors.This design is based only upon parameters shown,and is for an individual building component,not 1 M a truss system.Before use,the building designer must verify the applicablity of design parameters and properly incorporate this design into the overall • building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k is always required for stability and to prevent collapse with possiole personal Ir41y and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/IPII Qualify Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Intormallon available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tama.FL 33610 Job Truss Truss Type ' Oti 1 Ply T12851437 14793T0 T45 HIP GIRDER 1 2 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:42 2018 Page 1 I D:?KVLnJdmeFL?cdV8wJvVilzmC VV-zz18NYCLnOZYvcuny114S24pOUVbbnebPKGT W szzUDI I 6-0-0I 9-9-12 I 13-5-12 I 17-3-9 I 20-4-8 I 23-9-0 I 27-3-8 I 29-9-0 6-0-0 3-9-12 3-8-0 3-9-12 3-1-0 3-4-8 3-6-8 2-5-8 Scale=1:51.2 NAILED NAILED NAILED NAILED NAILED NAILED 7x10= 2x4 II 7x10= 2x4 II NAILED 600 12 NAILED NAILED NAILED 4x5= 6x6 // 2 24 3 2526 4 27 28 5 29 30 6 31 7 `I. -I1 - I II a i i i ir.,... 111 4 �'iI II - II II II WO r.l `T n 1 IrrloA ...:8X6 9 �- W1-11♦1111♦111.��:�1T11♦.� 1a-o ��III�III� �III��'�:J•IIIr1111II 3 /2 11 Ir to imi 38 39 40 41 4x10= 32 33 17 34 16 35 15 36 37 t4 7x10= NAILED NAILED 4x10= NAILED 10 4x6 II NAILED NAILED 6x6 NAILED 4x10= NAILED 6x6= NAILED 2x4 II NAILED 3x4 II 3x4_ NAILED NAILED NAILED NAILED Special 6-0-0 9-9-12 13-5-12 17-3-9 23-9-0 27-3-8 29-9-0 I 6-0-0 ) 3-9-12 I 3-8-0 I 3-9-12 I 6-5-7 I 3-6-8 I 2-5-8 Plate Offsets(X,Y)-- [1:0-2-8,0-0-111[1:0-0-3,0-5-01,[1:0-0-1,0-0-31,[2:0-4-8,0-2-01,[8:0-1-12,0-2-01,[11:0-3-12,Edgel,[13:0-3-8,Edge1,[15:0-3-0,0-2-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) UdefI Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.25 12-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.45 12-13 >800 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.92 Horz(CT) 0.16 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:328 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 4-8-7 oc purlins. 7-9:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 2x4 SP No.2*Except' 9-5-1 oc bracing:12-13 5-14:2x4 SP No.3,8-10:2x8 SP No.2 8-11-2 oc bracing:11-12. WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 9=2292/0-5-8,1=2358/0-5-8 Max Horz 1=-77(LC 23) Max Uplift 9=-791(LC 8),1=--776(LC 8) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-4013/1292,2-3=-4774/1580,3-4=-4774/1580,4-5=-6438/2178,5-6=-6560/2212, 6-7=-4520/1569,7-8=-4849/1637,8-9=-3713/1303 BOT CHORD 1-17=-1068/3505,16-17=-1069/3518,15-16=-1659/5348,14-15=-183/577,5-13=-358/210, 12-13=-1859/5690,11-12=-2058/5958,9-10=-1045/3033 WEBS 2-17=-5/372,7-12=-500/1679,8-12=-1624/673,2-16=-541/1732,4-15=-703/357, 3-16=-434/275,4-16=-795/277,13.15=-1500/4850,4-13=-487/1353,6-13=-291/1156, 6-12=-1579/562 NOTES- 1)2-ply truss to be connected together with 10d(0.1315(3')nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc,2x8-2 rows staggered at 0-9-0 oc. 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 have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=30ft;eave=4ft;Cat. 11;Exp C;Encl.,GCpi=0.18;MW FRS(directional);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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 791 lb uplift at joint 9 and 776 lb uplift at joint 1. 9)'NAILED'indicates 3-10d(0.1485(3')or 3-12d(0.1485(3.25')toe-nails per NDS guidlines. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)230 lb down and 137 lb up at 27-7-2 on bottom chord. The design/selection of such connection devices)is the responsibility of others. ILLAf1 I AC_ ¢`� an�ar{ PArAN�(41 oasrgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.TMs design Is based only upon parameters shown,and Is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall buildingindividual ding design. Bracing Indicated Is to prevent buckling of idual truss web and/or chord members only.Additional temporary and permanent bracing MiTek'k Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/IPI I Quality Criteria,DSB-89 and BCSI Buldng Component 6904 Parke East Blvd. Safely Information available horn Truss Plate institute.218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type a Qt Ply T12851437 14793T0 T45 HIP GIRDER 1 2 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:42 2018 Page 2 ID:?KVLnJdmeFL?cdV8wJvVi IzmC W-zz18NYCLnOZYvcuny 114S24pOUVbbnebPKGTW szzUDl LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-60,2-7=-60,7-9=-60,14-21=-20,11-13=-20,10-18=-20 Concentrated Loads(Ib) Vert:2=-97(B)7=-82(B)11=-230(B)17=-60(B)12=-76(B)16=-60(B)3=-97(B)24=-97(B)25=-97(B)27=-97(B)28=-97(B)29=-82(B)30=-82(B)31=-82(B) 32=-230(B)33=-159(B)34=-60(B)35=-60(B)36=-60(B)37=-60(B)38=-76(B)39=76(B)40=-76(B)41=-75(B) � _ 1 0 WARNING-Verify design peramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE ASI-7473 rev.160312015 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,not a truss system.Before use.the building designer must verify the applicabllty of design parameters and properly Incorporate this design Into the overall building design. &acing Indicated Is to prevent buckling of Indivklual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stabIlity and to prevent collapse with possible personal injury and property damage. For general guidance regardIng the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see.ANSVTPII Quality Criteria,DS8-89 and SCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type • Qty Ply 14793T0 T46 Half Hip Girder 4 1 T12851438 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:43 2018 Page 1 ID:?KVLnJdmeFL?cdVBwJvVilzmCVV-R9JWatDzXhhPXmTzWIYJ?Gd2QtrEKShce ?13lzzUDk 2-0-0 fi-0-0 2-0-0 4-0-0 Scale=1:12.7 4x5- NAILED 12 2 9 3 6.00 5 2x4 I I NAILED 4 3x5 2-0-0 6-0-0 2-0-0 4-0-0 Plate Offsets(X,Y)-- [1:0-0-1,0-0-3],)1:0-0-3,0-5-0],[1:0-2-0,0-0-7] LOADING (psI) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.16 4-5 >458 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.24 4-5 >298 180 BCLL 0.0 * Rep Stress Incr NO WB 0.04 Horz(CT) 0.14 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MP Weight:21 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-10-2 oc bracing. WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 3=118/Mechanical,4=135/Mechanical,1=255/0-5-8 Max Horz 1=42(LC 8) Max Uplift 3=-86(LC 4),4=-32(LC 5),1=-82(LC 8) Max Gray 3=118(LC 1),4=143(LC 3),1=255(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 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=5.Opsf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional);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 psi bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 86 lb uplift at joint 3,32 lb uplift at joint 4 and 82 lb uplift at joint 1. 8)"NAILED"indicates 3-10d(0.1485(3")or 3-12d(0.148"x3.25")toe-nails per NDS guidlines. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)96 lb down and 103 lb up at 2-0-0 on top chord,and 28 lb down and 32 lb up at 2-2-2 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 10) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase-1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-60,2-3=-60,4-6=-20 Concentrated Loads(Ib) Vert:5=-23(B)10=-10(B) a WARNING-Verily design parameters end READ NOTES ON THIS AND MICLUDED MITEK REFERANCE PAGE MM7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek4 connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/TPI1 Quality Criteria.DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avdlable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss !Truss Type ' Q fi Ply 1 T12851439 14793T0 T47 Half Hip 3 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:43 2018 Page 1 I D:?KV LnJdmeF L?cdV8wJvVi lzmCVV-R9J W atDzXhhPXmTz W IYJ?Gd 1 Atvj KRGle_?131zzU Dk 4-0-0 6-0-0 4-0-0 2-0-0 Scale=1:17.9 4x5= 23 6.00 12 ■ `� � 9 �■ 1 ►, 5 4 ►� 2x4 3x5 11 4-0-0 6-0-0 4-0-0 2-0.0 Plate Offsets(X,Y)-- [1:0-0-1,0-0-3],[1:0-0-3,0-5-0],[1:0-2-8,0-0-7] LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.16 5-8 >4.41 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.20 5-8 >357 180 BCLL 0.0 * Rep Stress Incr YES WB 0.07 Horz(CT) 0.11 3 Na n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MP Weight:23 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 3=58/Mechanical,4=179/Mechanical,1=238/0-5-8 Max Horz 1=83(LC 12) Max Uplift 3=-42(LC 8),4=-50(LC 12),1=-44(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Unbalanced root live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 4-0-0,Exterior(2)4-0-0 to 5-11-4 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. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 42 lb uplift at joint 3,50 lb uplift at joint 4 and 44 lb uplift at joint 1. 1 I a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-7473 rev.10'032015 BEFORE USE. Design valid for use oNy with MITekQS connectors.this design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent bxrckling of individual truss web and/or chord members only. Additional temporary and permanent tracing MiTek- Is always required for stability and to prevent collapse with possible personal INury and properly damage. For general guidance regarding the 6904 Parke East Blvd. fabrication,storage,delivery,erection and bracing of trusses and trusssystems,seeANSI/TPI I Quality Criteria,D5B-89 and BCSI Building Component Safety Information available from Trus Plate Institute.218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa.FL 33610 Job I Truss Truss Type • I City Ply T12851440 14793T0 T48 Half Hip !1 1 I I Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:44 2018 Page 1 I D:?KV LnJdmeFL?cdV8wJvV i lzmCVV-vLtuoD Ecl?pG8v2A4S3YXTABwH Ij3uYutelabkzzU Dj 2-5-8 4-0-0 6-0-0 2-5-8 1-6-8 2-0-0 3x6= Scale=1:18.0 3 4 6.00 FIT Id 3x4 11 2 v i Illi - •N ' 1 M N j 1 � �N epAl •4x5 I 5 ado O WI 7 2x4 '! 3x5 H 2-5-8 4-0-0 6-0-0 2-5-8 1-6-8 2-0-0 Plate Offsets(X,Y)-- [1:0-2-8,0-0-7],[1:0-0-3,0-5-0],[1:0-0-1,0-0-3],[3:0-3-8,0-2-4] I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.10 5-6 >709 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.12 5-6 >587 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.07 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MR Weight:21 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-7:2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (Ib/size) 4=142/Mechanical,5=95/Mechanical,1=238/0-5-8 Max Horz 1=83(LC 12) Max Uplift 4=-75(LC 9),5=12(LC 12),1=-44(LC 12) Max Gray 4=142(LC 1),5=108(LC 3),1=238(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-299/181 BOT CHORD 1-7=-255/236 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 4-0-0,Exterior(2)4-0-0 to 5-11-4 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. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 75 lb uplift at joint 4,12 lb uplift at joint 5 and 44 lb uplift at joint 1. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MA-7473 rev.10/03/2015 BEFORE USE. MI Design valid for use only with MITektS,connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verily the applicability of design parameters and properly kncorrxxate this design Into the overall building design. Bracing Indicated is to prevent truckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems.seeANSI/TPlt Quality Criteria,DSB-89 and BCSI BuNding Component 6904 Parke East Blvd. Safety Information avaliabie from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type a WI Ply 1479370 T49 Common Girder 1 T12851441 2 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:46 2018 Page 1 I D:?KVLnJdmeFL?cdV8wJvVi IzmCW-sk?f DvFsgc3zODBYBt6ocuFW Z5vCXafBKyEhfdzzUDh 3-10-0I 7-7-0 I 11-4-0 I 15-0-8 3-10-0 3-9-0 3-9-0 3-8-8 5x6= Scale=1:29.0 3 6.00 F1T 440041 4x5 i 4x5 n 2 4 411* 1 0 1 5 il . _ _ _ , - _ _ �� _ _ .la • Q 15 8 16 7 17 6 18 THD26 3x6 THD26THD26— THD26 3x6 II THD26 ��LSSS 6x6— THD26 THD26 THD26 6x6 3-10-0 7-7-0 114-0 15-0-8 3-10-0 I 3-9-0 3-9-0 l 3-8-8 i Plate Offsets(X,Y)-- (1:0-0-0,0-2-1],(5:0-0-0,0-2-9],[6:0-3-12,0-1-81,(7:0-5-0,0-4-8),18:0-4-0,0-1-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud 1 PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.09 6-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.16 6-7 >999 180 BCLL 0.0 • Rep Stress!nor NO WB 0.92 Horz(CT) 0.04 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:168 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-11 oc purlins. BOT CHORD 2x6 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEDGE Right:2x4 SP No.3 REACTIONS. (lb/size) 1=4611/0-5-8,5=4602/0-4-0 Max Harz 1=88(LC 24) Max Uplift 1=-1264(LC 8),5=-1262(LC 8) FORCES. (Ib)-Max Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-7725/2131,2-3=-5787/1634,3-4=-5783/1633,4-5=-7515/2072 BOT CHORD 1-8=-1854/6842,7-8=-1854/6842,6-7=-1798/6639,5-6=-1798/6639 WEBS 2-8=-430/1702,2-7=-1963/588,3-7=-1325/4840,4-7=-1732/523,4-6=-398/1541 NOTES- 1)2-ply truss to be connected together with 10d(0.131-x3')nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. 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 have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 5)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1264 lb uplift at joint 1 and 1262 lb uplift at joint 5. 8)Use USP THD26(With 16d nails into Girder&NA9D nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 1-9-12 from the left end to 13-1-4 to connect truss(es)to front face of bottom chord. 9)Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-60,3-5=-60,9-12=-20 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M&7473 rev.10/93/2015 BEFORE USE fedi. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an individual building component.not a truss system.Before use,the building designer must verify the applicablity of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal hluy and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/TPlt Qualify Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety In tormalion avolable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. L Tampa.FL 33610 Job Truss Truss Type • Qui Ply T12851441 14793T0 T49 Common Girder 1 2 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:46 2018 Page 2 I D:?KVLnJdmeFL?cdV8wJvVilzmCW-sk?fDvFsgc3zODBYBt6OcuFW Z5vCXafBKyEhfdzzUDh LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:8=-1144(F)7=-1144(F)6=-1144(F)15=-1144(F)16=-1144(F)17=-1144(F)18=-1144(F) 1 � A WARNING-Verify design parametws and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE AAI-7473 rev.10/03/2015 BEFORE USE Dedgn valid for use only with MiTek®connectors.This design ls based only upon parameters shown,and Is for an individual balding component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always requked for stability and to prevent collapse with possible personal trh/y and property damage. For general guidaice regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/IPI l Quality Criteria,058-89 and SCSI Bolding Component 6904 Parke East Blvd. Safety Information avalable from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type • O(y Ply T12851442 14793T0 T50 Common8 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:47 2018 Page 1 I D:?KVLnJdmeF L?cdV8wJvVi lzmCVV-KwZ 1 OFGU bwBq?NmkladF96ndSV I RG D I KZczEC3zzUDg 7-7-0 15-2-0 7-7-0 7-7-0 5x6= Scale=1:27.8 2 6.00112 • 13 12 1 14 1 1 3 n d 4 3x8 I 2x4 I 3x8 II 7-7-0 15-2-0 7-7-0 7-7-0 Plate Offsets(X,Y)-- [1:0-0-1,0-0-3],[1:0-0-3,0-5-0],[1:0-3-8,Edge],[3:0-0-1,0-0-3],[3:0-0-3,0-5-0],[3:0-3-8,Edge] LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.10 4-10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.17 4-10 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(CT) 0.03 1 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:56 lb FT=20a/ LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-4 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 WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (lb/size) 1=607/0-5-8,3=607/0-5-8 Max Horz 1=-89(LC 10) Max Uplift 1=-159(LC 12),3=-159(LC 12) FORCES. (Ib)-Max Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-820/315,2-3=-820/315 BOT CHORD 1-4=-159/651,3-4=-159/651 WEBS 2-4=0/337 NOTES- 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=5.Opsf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 7-7-0,Exterior(2)7-7-0 to 10-7-0 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 159 lb uplift at joint 1 and 159 lb uplift at joint 3. A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 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,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' S always required for stability and to prevent collapse with possible personal inlay and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/IPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information ovallable from Truss Plate institute.218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type • i Ofy Ply 14793T0 T51 Hip Girder i 1 1 T12851443 I i Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:48 2018 Page 1 I D:?KV LnJdmeF L?cdV8wJvVi IzmC VV-o66PebH6M EJhdXLxJ I8UiJKoEuaH?gE UoGjnkVzzUDf 6-0-0 i 9-2-0 15-2-0 6-0-0 3-2-0 6-0-0 Scale=1:26.8 NAILED NAILED 6x6 \1 NAILED 6x6 II 2 13 3 OA fl H Mit 6.00 12Ilk rN q c� d, 4 1 II n iN] r1 n n FT [ H n n 14 15 6 16 5 17 18 3x8 II NAILED NAILED 2x4 II NAILED 2x4 NAILED NAILED NAILED NAILED 3x8 I I 6-0-0 9-2-0 15-2-0 6-0-0 3-2-0 6-0-0 Plate Offsets(X,Y)-- 11:0-0-1,0-0-31,11:0-0-3,0-5-0],[1:0-3-4,0-1-111,14:0-0-1,0-0-31,[4:0-0-3,0-5-0],(4:0-3-4,0-1-111 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.15 6-9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.24 6-9 >749 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.15 Horz(CT) 0.03 1 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:58 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-5 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 8-10-3 oc bracing. WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (lb/size) 1=1233/0-5-8,4=1231/0-5-8 Max Horz 1=71(LC 7) Max Uplift 1_421(LC 8),4=-420(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1743/579,2-3=-1525/566,3-4=-1742/579 BOT CHORD 1-6=-441/1510,5-6=-442/1525,4-5=-441/1510 WEBS 2-6=-10/387,3-5=-15/389 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=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 421 lb uplift at joint 1 and 420 lb uplift at joint 4. 7)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25')toe-nails per NDS guidlines. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-60,2-3=-60,3-4=-60,7-10=-20 Concentrated Loads(Ib) Vert:2=-97(B)3=-97(B)6=-60(B)5=-60(B)13=97(B)14=-230(B)15=-159(B)16=-60(B)17=-159(B)18=-230(B) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI7473 rev.10/03/1015 BEFORE USE re• Design valid for use only with Milek©connectors.Ibis design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Brachg indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Mary and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/IPI I Quality Criteria,058-89 and BCSI Building Component i 6904 Parke East Btvd. Safety Information avdlabie from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type • 'Qtj Ply 1 T12851444 14793T0 T52 Half Hip Girder j 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:49 2018 Page 1 I D:?KV LnJdmeFL?cdV8wJvVi IzmC VV-GJgnrxI k7XRYFhw7s?fj EXt_?I2ck7JdOwSLGyzzU De 2-0-0 7-5-8 2-0-0 5-5-8 Scale=1:14.1 4x5= 4x5= NAILED NAILED 6.00 12 2 9 10 3 1 511 12 4x5— NAILED NAILED 4 3x5 I I 2x4 I 0-3-0 2-0-07-5-8 10-3-0 1-9-0 5-5-8 Plate Offsets(X,Y)-- (1:0-0-1,0-0-3],[1:0-0-3,0-5-0],[1:0-2-8,0-0-7] I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 j TC 0.62 Vert(LL) 0.05 4-5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.27 Vert(CT) -0.06 4-5 >999 180 BCLL 0.0 ' Rep Stress[nor NO WB 0.16 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MP Weight:34 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 4=312/0-5-8,1=310/0-3-8 Max Horz 1=42(LC 8) Max Uplift 4=-240(LC 5),1=-197(LC 8) FORCES. (Ib)-Max Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-460/327,2-3=-383/293,3-4=-257/190 BOT CHORD 1-5=-290/381 WEBS 3-5=-303/396 NOTES- 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=5.0psf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MW FRS(directional);cantilever left exposed;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 240 lb uplift at joint 4 and 197 lb uplift at joint 1. 7)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails per NDS guidlines. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)50 lb down and 108 lb up at 2-0-0 on top chord,and 22 lb down and 11 lb up at 2-2-2 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). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-60,2-3=-60,4-6=-20 Concentrated Loads(Ib) Vert:5=-16(F)11=-10(F)12=-10(F) is. A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MM-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.Mils design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent tracing Milek" is always required for stability and to prevent collapse with possible personal ksfrxy and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/IPii Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply T12851445 14793T0 T53 Half Hip 1 1 ,Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:50 2018 Page 1 I D:?KV LnJdmeFL?cdV8wJvVi IzmCVV-kV E92 HJMurZPsgVJQjAynkPAfiJwTbXnFaCuoOzzU Dd 4-0-0 7-5-8 4-0-0 3-5-8 Scale=1:17.8 4x5= 2x4 I'. 2 9 3 6.0012 8 1 f ' 4 5x6= 3x4= 0-3-Q 4-0-0 7-5-8 0-3-0 3-9-0 3-5-8 Plate Offsets(X,Y)-- 11:0-0-3,0-0-11,11:0-5-0,0-0-31,11:Edge,0-2-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.25 4-7 >346 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.58 Vert(CT) 0.20 4-7 >429 180 BCLL 0.0 * Rep Stress Incr YES WB 0.10 Horz(CT) -0.02 1 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MP Weight:33 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-4-7 oc bracing. WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 4=293/0-5-8,1=293/0-3-8 Max Horz 1=83(LC 12) Max Uplift 4=-210(LC 9),1=-166(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. BOT CHORD 1-4=-266/186 WEBS 2-4=-227/324 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. ll;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 4-0-0,Exterior(2)4-0-0 to 7-3-12 zone;cantilever left exposed;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 210 lb uplift at joint 4 and 166 lb uplift at joint 1. A WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MI7EK REFERANCE PAGE 611-7473 rev,10/03/2015 BEFORE USE. Design valid for use oNy with MITekS connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of indlvkival truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse wtth possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/IPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information avdiabie from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type i at, Ply T12851446 14793T0 T54 Half Hip 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:50 2018 Page 1 I D:?KV LnJ dme F L?cdV 8wJvV i lzmC VV-kV E 92 HJ M u rZ PsgVJOjAynkPBS iJ uTb rn FaC uoOzzU Dd 6-0-0 7-5-8 6-0-0 1-5-8 4x5= Scale=1:23.3 2x4 I I 2 3 111 6.00 riT 3x4=4 5x6= -3- 6-0-0 i 7-5-8 -3-0 5-9-0 1-5-8 Plate Offsets(X,Y)-- (1:0-0-3,0-0-11,[1:0-5-0,0-0-31,)1:Edge,0-2-51 I I LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.35 4-7 >253 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.58 Vert(CT) 0.28 4-7 >312 180 BCLL 0.0 * Rep Stress Incr YES WB 0.08 Horz(CT) -0.04 1 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MP Weight:34 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.1 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 4=293/0-5-8,1=293/0-3-8 Max Horz 1=124(LC 12) Max Uplift 4=-211(LC 12),1=-150(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=-182/257 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=5.0psf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 6-0-0,Exterior(2)6-0-0 to 7-3-12 zone;cantilever left exposed;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a Uwe load of 20.0pst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 211 lb uplift at joint 4 and 150 lb uplift at joint 1. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MA-7473 rev.10it3r2015 BEFORE USE Design valid for use only with MiTek®connectors.this design Is based only upon parameters shown,and Is for an ridividual building component.not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mile e k is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/T911 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type * Qfy Ply T12851447 14793T0 T55 Monopitch 14 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:51 2018 Page 1 I D:?KV LnJdmeFL?cdV8wJvVi IzmCVV-ChoXGdJ?f9hGU_4W_Qi BJyyLc6fzC2VwU ExSLgzzUDc 5-0-5 7-5-8 5-0-5 2-5-3 2x4 II Scale=1:26.4 3 6.00,12 21(4,. 2 e • 1 ' r 4 5x6= 3x4= ¢3p 758 d 3-b 7-2-8 Plate Offsets(X,Y)-- [1:0-0-3,0-0-11,[1:0-5-0,0-0-3],[1:Edge,0-2-11 i I LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in poc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.26 4-7 >334 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.59 Vert(CT) 0.21 4-7 >413 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(CT) -0.03 1 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MP Weight:35 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-7-14 oc bracing. WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 1=293/0-3-8,4=293/0-5-8 Max Horz 1=150(LC 12) Max Uplift 1=-137(LC 12),4=-224(LC 12) FORCES. (Ib)-Max Comp./Max.Ten.-All forces 250(Ib)or less except when shown. BOT CHORD 1-4=-251/187 WEBS 2-4=-286/384 NOTES- 1)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 7-3-12 zone;cantilever left exposed;porch left and right exposed;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. 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 137 lb uplift at joint 1 and 224 lb uplift at joint 4. � I I A WARNING-Verity design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111.7473 rev.10/032015 BEFORE USE. Design valid for use only with MITek4 connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/1911 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type • Qty Ply T12851448 14793T0 VO1 VALLEY 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:52 2018 Page 1 I D:?KV LnJdmeFL?cdV8wJvVi IzmCVV-guMwTyKdQSp768fiY7DOs9V bU W 66xW X3j uh?tHzzU Db 5-0-0 5-0-0 2x4 H Scale=1:9.6 4 2 3.00 12 1 Cr; o ':❖:•:•:•::•:' •: •:'.❖:•:•:❖:•: : ':•❖❖:•:❖:•:•:❖:❖:O:•••:❖: IJob Truss Truss Type Qty Ply T12851449 14793T0 V02 Valley 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:53 2018 Page 1 I D:?KV LnJdmeFL?cdV8wJvVi lzmCVV-84wlh I LFBmx j I E u5rkfP N 1 IGvQMgzvDxYQYPjzzU Da 5-3-8 10-7-0 5-3-8 5-3-8 Scale=1:18.3 4x5 I I 2 6.00 12 I I 6 7 rJ 5 8 3 111 111 o;i. Oiie;•;•PiP;•;ilii;•iiiiiiiiiiii;iiJaiiweeeJiPiee;;•iii;:;•;•i;•iii;4•iii;LOi44:;OOOi. ii4•4iiiee iiiiiiiPeee;.•iiJONPi o Q.VV.S iOe•JQ444Q.QQQ4QQJ.JQOJJJQee. .4.seeeQQJe444l4OLOw.' J•!om.e.•44.44e 4 2x4 i 2x4 2x4 10-6-8 1017-0 10-6-8 0-6-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.22 Vert(CT) n/a - n/a 999 BCLL 0.0 * Rep Stress Ina YES WB 0.06 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight:34 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=170/10-6-0,3=170/10-6-0,4=406/10-6-0 Max Horz 1=-55(LC 10) Max Uplift 1=-57(LC 12),3=-57(LC 12),4—82(LC 12) Max Gray 1=172(LC 21),3=172(LC 22),4=406(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=-269/190 NOTES- 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=5.0psf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-7-9 to 3-7-9,Interior(1)3-7-9 to 5-3-8,Exterior(2)5-3-8 to 8-3-8 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 57 lb uplift at joint 1,57 lb uplift at joint 3 and 82 lb uplift at joint 4. 1 I a WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MP-7473 rev.1013/2015 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.not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal glitzy and property damage. for general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/IPll Qualify Criteria,DSB-89 and BCSI Budding Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type • Qty Ply T12851450 14793T0 V03 Valley 1 1 ;Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:53 2018 Page 1 ID:?KVLnJdmeFL?cdV8wJvVilzmCVV-84wlhILFBmx_jlEu5rkfPN1 navScgz9DxYQYPjzzUDa 3-3-8 6-7-0 3-3-8 3-3-8 4x5 Scale=1:12.5 2 6.001-1-2- 3 .00 123 1 O o a • o =o :::•:•:::::•: ...w❖:❖w...❖:•:•:❖:•:•:•:❖:•:•:❖: :•:❖::•:❖:•:e.w.::❖:•:••: :•:•:❖:•:❖:•:•:•:❖:•:•.•:❖:•:ee"*❖:•:•:•:❖.•:•:❖:•:❖:'•:❖:•:•:•:❖: :•:❖:•:•:•: ...•.::::::::::::❖.:❖.•.:.:•.:❖.:::❖.•.::•.::::❖.::•.:::❖.•.•..•.:•.•.❖.:❖.:•.❖.:•.•.❖.•.•.•.•.❖.•.❖.•.•.❖.•.•.❖.•.•.❖.•.•.❖.•.•.::•.•.•.❖.•.:•.❖.•.:•: 4 2x4 2x4 2x4 0-01-8 6-7-0 0-0'-8 6-6-8 LOADING (psf) SPACING- 2-0-0 CSL DEF,. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.07 Vert(CT) n/a - n/a 999 BOLL 0.0 • Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight:20 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=108/6-6-0,3=108/6-6-0,4=210/6-6-0 Max Horz 1=-31(LC 10) Max Uplift 1=-41(LC 12),3=41(LC 12),4=-31(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 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=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 41 lb uplift at joint 1,41 lb uplift at joint 3 and 31 lb uplift at joint 4. 0 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M17EK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. • Design valid for use only with MITeke connectors.This design is based only upon parameters shown,and is for an Individual building component,not a buss system.Before use,the building designer must verify the applicablity of design parameters and properly incorporate this design into the overall binding design. Bracing indicated Is to prevent buckling of indlvkival truss web and/or chord members only. Additional temporary and permanent bracing MiTek, Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPi I Qualify Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely information avaliabie horn Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply iI T12851451 1479370 vo4 Valley it 1 ,Job Reference(optional) Building Component Supply,Jacksonville,Fl 32256,DETAILS 8.130 s Oct 26 2017 MiTek Industries,Inc. Tue Jan 2 08:43:20 2018 Page 1 1 ID:?KVLnJdmeFL?cdVBwJvVilzmCVV-BLOEOPxLVXw_OW hBXMp5t4kW 1 V5Z06ZBs2D6wGzzSg5 1-3-8 2-7-0 1-3-8 1-3-8 Scale=1:5.0 2 :•::::�:::::•:::�:❖:::�::�:•::•::�:•:;:;:;:❖::❖:❖:•::••❖::❖:•::❖:❖:❖:❖:•::❖:❖:❖:::❖::•:❖:•:;:;:;:❖:::•::•::❖:•:::•:;:•::;:•:::•:❖:•::•:•:❖••:❖:• •:::.❖:❖:••❖:❖•❖:❖:••::❖:••❖:❖••::.�:••❖:❖.:::❖:•::.:::.::❖::.❖::.:::::::.:::••❖:•::::•::::•::❖:;:;:'•❖.•:'. .:0000000000000••`•.:00.iiiiiiiiiiiiii•iiii:iii:i:ii:iii:ii:ii:iiiiiii:::::i:::i:iiiiii:ii:i4:::::ii:i:::`'.::i0i" ••••••••iii: Job Truss Truss Type • I C1ty Ply T12851452 14793T0 V05 Valley 1 1 I Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:55 2018 Page 1 I D:?KV LnJdmeFL?cdV8wJvVi lzmCVV-5T226MVj NCizcN HDGm7Uo7Odj38tH W PsvfUbzzU DY 6-4-8 6-4-8 2x4 Scale=1:19.4 2 6.00 12 • 5 4 1 r v 3 2x4 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL- in (loc) I/dell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) n/a - ria 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.40 Vert(CT) n/a - n/a 999 BCLL 0.0 * Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight:23 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=224/6-4-0,3=224/6-4-0 Max Horz 1=115(LC 12) Max Uplift 1.30(LC 12),3=-88(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-7-9 to 3-7-9,Interior(1)3-7-9 to 6-2-12 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 30 lb uplift at joint 1 and 88 lb uplift at joint 3. � 1 a WARNING-Verify design parameters and READ NOTES ON THIS AND WICLUDED MTIEK REFERANCE PAGE M1-7473 rev.10/932015 BEFORE USE. - Design valid for use only with MITekA connectors.This design Is based only upon parameters shown,and Is for art Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent tracing MNTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and tracing of trusses and truss systems.seeANSI/TPtl Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type j Qty Ply T12851453 14793TO V06 Valley 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:55 2018 Page 1 I D:?KV LnJdmeFL?cdV8wJVVi IzmCVV-5T226_MVINCizcN HDGm7Uo75Aj 7p8tH W PsvfUbzzU DY 4-4-8 4-4-8 Scale=1:13.7 2 2x4 I 6.00 12 4 C' 1 i1 ,•:❖:••:•:❖:••:see•:sss••:❖:•:.❖:•:•:❖:•:•:❖:•:•:•:❖:•:•:❖:•:❖:•:•:•:::•:•:•:❖:s•:::•:::e. .V. 3 2x4 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.15 Vert(CT) n/a - n/a 999 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight:15 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-8 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=144/4-4-0,3=144/4-4-0 Max Horz 1=74(LC 12) Max Uplift 1=-19(LC 12),3=-56(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.Opsf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-7-9 to 3-7-9,Interior(1)3-7-9 to 4-2-12 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 19 lb uplift at joint 1 and 56 lb uplift at joint 3. A WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mb7473 rev.10V03/2015 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,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required(or stability and to prevent collapse with possible personal trlkay and property damage. Tor general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street Suite 312,Alexandria,VA 22314. Tarrpa.FL 33610 Job Truss Truss Type • Qty Ply 112851454 1479370 V07 ValleyII 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:56 2018 Page 1 I D:?KVLnJdmeF L?cdV8wJvVi IzmC VV-ZfbQJKN 7UhKZalyTnzHMO?f KE7VOtKXfd W f D02zzUDX 2-4-8 2-4-8 Scale=1:8.7 2 2x4 II 6.00 71 111111111 ;1111111 ■ 1a ��•_._.•._�_.S_Q�li.e•!•!.e_•!�!�!��lQ�•P�!i.!�•QJ_Q�IPPQ�I�Q�lei i•.Q�-._.!•!•!.•�.Q� 3 2x4 i 2x4 ! LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a - n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL — 10.0 Code FBC2017/TPI2014 Matrix-P Weight:7 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-8 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=64/2-4-0,3=64/2-4-0 Max Horz 1=33(LC 12) Max Uplift 1=-8(LC 12),3=-25(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)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)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 8 lb uplift at joint 1 and 25 lb uplift at joint 3. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WEN REFERANCE PAGE MS-7473 rev.10'03/2015 BEFORE USE. Design valid for use only with MITekA connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTele Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI t Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute,218 N.Lee Street,Suite 312,Nexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type ' Cly Ply T12851455 14793T0 V08 Valley 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:57 2018 Page 1 ID:?KVLnJdmeFL?cdV8wJvVilzmCVV-1 r9pWgOlE?SOCvXfKhobZDCOdXoAcnmpsAOmYUzzUDW 5-4-8 5-4-8 2x4 Scale=1:12.1 2 4.00 112 4 0 i•�00oJi Jvi i••i i Pi i JPi•i•J�•PPS•.wJe•PJB OOm•00.0 000 •wOD w•OJO.O.mo000"i i••i i•O i i 0000 i i i Oe -i Q�!i••i i•!i Qi•!Oi i i i•!PQ�!Q�l�li i-•IQQ�I�I�IQ�I�I�!•!�!�l�lO�OI�'QQOO�•OQ�I�!OQQ�!�IQQ�!i•!�!�!i•!�•�•Q�•Oi•��•i•:i•O•Q�O•�•Oi•!�!Q�l�!i i i Q�! 3 2x4 2x4 LOADING (psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) n/a - ria 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.22 Vert(CT) n/a - n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight:17 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-8 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=172/5-3-12,3=172/5-3-12 Max Horz 1=59(LC 12) Max Uplift 1=-35(LC 12),3=-55(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-11-5 to 3-11-5,Interior(1)3-11-5 to 5-2-12 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 35 lb uplift at joint 1 and 55 lb uplift at joint 3. 1 t A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mu-7473 rev.10/03/2015 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,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avdia le from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type 4 'Ply T12851456 14793T0 V09 Valley 11 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:57 2018 Page 1 I D:?KVLnJdmeFL?cdV8wJvVi lzmCVV-1 r9p W gOl E?SQCvXf KhobZDCSTXp W cmXp5AOmYUzzU DW 8-6-0 8-6-0 2x4 Scale=1:17.6 3 4.00112 • 2x4 I I 2 6 r r to 4 2x4 s 2x4 II 2x4 _- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.21 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 1 Lumber DOL 1.25 BC 0.14 Vert(CT) n/a - n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-P Weight:29 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=104/8-5-4,4=118/8-5-4,5=371/8-5-4 Max Horz 1=102(LC 12) Max Uplift 4=-38(LC 12),5=-119(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-5=-278/268 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-11-5 to 3-11-5,Interior(1)3-11-5 to 8-4-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 38 lb uplift at joint 4 and 119 lb uplift at joint 5. 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITeke connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication.storage.delivery,erection and bracing of trusses and truss systems.seeANSI/IP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa.FL 33610 Job Truss (Truss Type • Qty Ply T12851457 14793T0 ;V10 [Valley1 1 I Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:58 2018 Page 1 I D:?KV LnJ d me F L?cd V8wJvV i I zmC V V-V 2j B kO PO?I a Hg36s uO Kg6Q IY2w67LE 0y5q 8J5wzzU DV 6-6-0 6-6-0 2x4 Scale=1:14.0 2 4.00 12 5 4 1 3 2x4 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Udefl L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.37 Vert(CT) n/a - n/a 999 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight:21 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=217/6-5-4,3=217/6-5-4 Max Horz 1=75(LC 12) Max Uplift 1=-44(LC 12),3=-69(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-11-5 to 3-11-5,Interior(1)3-11-5 to 6-4-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)"This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 44 lb uplift at joint 1 and 69 lb uplift at joint 3. � 1 a WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M/47473 rev.10/03/2015 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,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall b ullding design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possble personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/IP11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely Information available Born Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss I Truss Type 4 d' Ply 712851458 14793T0 V11 Valley 1 1 IJob Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 152017 MiTek Industries,Inc. Tue Jan 206:07:592018 Page 1 I D:?KV LnJdmeFL?cdV8wJvVi IzmCVV-zE HZxMQOmci 7S Dh2S6r3eeHo3KV?4hG5KUttdNzzU DU 4-6-0 4-6-0 Scale=1:10.2 2 4 2x4 II 4.00;2 0 0 i r I 3 2x4 2x4 II I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) ria - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.14 Vert(CT) n/a - n/a 999 I BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight:14 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=137/4-5-4,3=137/4-5-4 Max Horz 1=47(LC 12) Max Uplift 1=-28(LC 12),3=-44(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-11-5 to 3-11-5,Interior(1)3-11-5 to 4-4-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 28 lb uplift at joint 1 and 44 lb uplift at joint 3. t 1 pa A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Wick®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of lndivktual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- is always required to stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Ia rlcation,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/1P11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Hate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job I Truss Truss Type 1 Gly Ply � I T12851459 14793T0 I V12 Valley 1 1 f j Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 2 06:07:59 2018 Page 1 I D:?KVLnJdmeFL?cdVBwJvVi I zmCVV-zE HZxMQOmci 7S Dh2S6r3eeHri KXp4h05KUttd NzzUDU 2-6-0 2-6-0 4x6= Scale=1:6.9 4.00 112 2 1 •.-----i t I a a • n :ii i i i OA'•'•�•'•':§i i i:OAOO'•**:::d.'•S'Ki i i i OOOsO'PPPOPi i i i O0•'0•'•YA1'Oi i i i:•OO'Od•'•'i i �i i i�i i 00�•'�'�'O�'i i i i i i O�'i•'O�'P�'�'�'�i i i i i�i i O��O�'P��'i i i O�OO'��'�'�'i i i i i i i i i• �S'�'�'� or•:::i i i ii'i'ii'i'i'i'i::::i i❖:ii'i'i'i'i1'i'i:•'i i i i iiO•:i'i'•'i'i'i'•'i i i i i i❖:'i'•'•'i'i'i'iO'Ji i❖:i•:iSi'iO'i' 3 2x4- Plate Offsets(X,Y)-- [2:0-1-12,0-0-9],[2:0-11-3,0-1-12],[3:0-1-12,0-0-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) n/a - n/a 999MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.02 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress lncr YES WB 0.02 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix-P Weight:6 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-0 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 REACTIONS. (lb/size) 1=57/2-5-4,3=57/2-5-4 Max Horz 1=20(LC 12) Max Uplift 1=-11(LC 12),3=-18(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.Opsf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)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)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 11 lb uplift at joint 1 and 18 lb uplift at joint 3. t, 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE AM-7473 rev.10/03/2015 BEFORE USE. is. Design valid for use only with MITeke connectors.Mils design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/lPtI Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa.FL 33610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 /a 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property1u I I (Drawings not to scale) Damage or Personal In offsets are indicated. g ry r�� Dimensions are in ft-in-sixteenths. �I Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system.e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI. TOP CHORDS siii2. Truss bracing must be designed by an engineer.For 0-1/1d, wide truss spacing,Individual lateral braces themselves IiA • 1 may require bracing,or alternative TorI bracing should be considered. 3111111---111111111 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. Cl of is truss n to the 8 C6 7 case 4. Provide lor,eerreection superviso property owner and For 4 x 2 orientation, locate BOTTOM CHORDS all designer,other interested parties. plates 0-1/16"from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE Joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. 'l 'Plate location details available in MTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication, PRODUCT CODE APPROVALS 9. Unless expressly noted.this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate io.Camber is a non-structural consideration and Is the I 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator.General practice Is to to slots.Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,stze,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and In all respects,equal to or better than that ��i Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing Indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 Mitek®All Rights Reserved approval of an engineer. MO reaction section indicates joint ill ill ill 1111MI• number where bearings occur, 17.Install and load vertically unless Indicated otherwise. Min size shown is for crushing only. �� 1.1-_-.4 . 18.Use of green or treated lumber may pose unacceptable _� environmental,health or performance risks.Consult with project engineer before use. Industry Standards: IiI� ANSI/TPI1: National Design Specification for Metal 19.Review all porters of this design(front,back,words Plate Connected Wood Truss Construction. and Isnot pictures)sufficient.before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, TR: lel% 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. Mitek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 DESIGN SPECIFICATIONS USP CONNECTORS TYPICAL HEADER NAILING TYPICAL DOURL E TOP WINDOW SILL SCHEDULE O.131X3" TOE NAILS TY011'Al TACI 01 il i PLATE SPLICE COMPONENTS & CLADDING ALLOWABLE DESIGN PRESSURES DESIGN CODE: INTERIOR EDGE STRIP (PSF): 20`17 FLORIDA BUILDING CODE - RESIDENTIAL I a' = 4'-6" 10 DESIGN IS VOID ONE YEAR AFTER THE DATE OF THE ORIGINAL PLANS, +25.6 -34.2 UNLESS PLANS HAVE BEEN REVIEWED FOR CODE COMPLIANCE. +22.9 -25.0 DESIGN LOADS: ACTUAL AND UNIFORM 100 +21.8 -23.9 ROOF FLOOR I ROOF LOADING (cd=1.25) (cd=1.00) A MEANS AND METHODSG THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL OR BE RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES,� PROCEDURES, OR SEQUENCES; FOR THE ACTS OR OMISSIONS OF THEA -CONTRACTOR OR ANY OTHER PERSONS PERFORMING THE WORK OR FOR TkE FAILURE FOR ANY OF THEM TO CONSTRUCT THE WORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. LIMITS OF STRUCTURAL ENGINEERING DESIGN RESPONSIBILITIES@ THE ITEMS SPECIFICALLY DESIGNED BY THE STRUCTURAL ENGINEER ARE LIMITED TO THE FOLLOWING: CONTINUOUS LOAD PATH FOR WIND UPLIFT, WOOD PANEL SHEARWALLS, WALL FRAMING AND REQUIRED SHEATHING AND HEADERS DIRECTLY SUPPORTING ROOF FRAMING. ITEMS NOT DESIGNED PRE-ENGINEERED WOOD FLOOR AND ROOF TRUSSES, FLOOR FRAMING NOT SPECIFICALLY ADDRESSED, TRUSS -TO -TRUSS CONNECTION, AND ANY ARCHITECTURAL, MECHANICAL OR ELECTRICAL SYSTEM. TOP CHORD LIVE LOAD 20 psf 40 psf 6-10d TO HEADER 780 4-10d TO JOIST TOP CHORD DEAD LOAD 7 psf (ARCH SHINGLES) 10 psf 1 r) f COMPONENTS & CLADDING ALLOWABLE DESIGN PRESSURES TRIBUTARY AREA (sf) INTERIOR EDGE STRIP (PSF): ZONE (PSF) I a' = 4'-6" 10 +25.6 -27.7 +25.6 -34.2 50 +22.9 -25.0 +22.9 -28.8 100 +21.8 -23.9 +21.8 -26.6 GARAGE DOOR PRESSURES (PSF) 1 CAR * 4'- 4" GARAGE +22-9 DOOR 28.8 (8'x7') RAISED 2 CAR (1 A34 + (4)12d TOE NAILS GARAGE +21.8 DOOR -23.9 0 6'x7') I UPLIFT TYPICAL SIUDLhALINIG, 2X6, 2x8 (5) NAILS 011m � U 0 MR: 4'-0" MIN. SPLCE LENGTH CONNECTOR FASTENERS FL# CODE 2x1O, 2x12 (7) NAILS - FASTEN ALL TOP PLATES wl (16) 0.131x.5" NAILS SYP SPF 0.11310" END NAILS: 9" LVL, 11" LVIL (7) NAILS TOGETHER w/ (3) ROWS EVENLY SPACED (2) @ 2x4, 14- LVL, 16- LVIL (9) NAILS OF .1310 @ 12" D.C. STAGGERED. USP A35 450 450 (9)1 Cd x1'/2 (3) 0 2x6, USP RT7 585 495 (5)8 EA. END (4) 0 2x8. SYP#2 USP RT8A 775 650 (5)10dx11/2' EA, END TYPICAL WALL FRAMING NOTES: ROOF SHEATHING, !6"MAX. USP MTW12 1195 860 (7)10dxl'/,' EA. END 1. USE SPF#2 OR BETTER FOR SEE SPECIFICATIONS. USP HTW20 1450 1245 (12)10dx11/," EA. END ALL WALL STUDS.. L SEE 5/SO.O. 'I IUr �,nURU UL^U LVMU 20 psf �TILE SHINGLES) ps UZr- 11A311-\l't I 01tu I -Fjj k�J)Iuu r -1,4u Z. U�5L �5YP#Z I UH ALL IUF' 4X_DLVLr\11)1%.7 UNLI BOTTOM CHORD LIVE LOAD 10 psf 0 psf THE VALUES ABOVE ARE ALLOWABLE WIND PRESSURE VALUES (ASD). THE USP MSTA36 2065 2065 (13)10d EA. END PLATES AND SOLE PLATES. REQUIRED IF SHEARWALL. BOTTOM CHORD DEAD LOAD 5 psf 5 psf ABOVE WIND PRESSURES HAVE BEEN REDUCE BY 0.60 AS PERMITTED BY DEFLECTION CRITERIA: THE ALLOWABLE STRESS DESIGN METHODOLOGY. NO FURTHER REDUCTION USP LTS20B 1105 1105 '/2"0 ROD TO FTG. 3. USE SYP#2 FOR ALL ROOF FRAMING: LIVE LOAD L/240 TOTAL LOAD L/180 SHALL BE PERMITTED USP JUS28 1305 1305 (6)1 Od TO HEADER HEADERS FLOOR FRAMING: LIVE LOAD L/360 & TOTAL LOAD L/240 USP HTT22 5370 5370 0.75" MAX ANY CASE COMPONENT & CLADDING WALL ELEMENTS SHALL BE DESIGNED FOR BOTH USP HTT16 4290 4290 -%"0 ROD FTG. 4. ALL WALLS SHALL BE POSITIVE AND NEGATIVE PRESSURES SHOWN IN TABLE ABOVE. 5/,,"0 ROD FTG. BALLOON FRAMED FULL -------- WIND LOADING: LINEAR INTERPOLATION IS PE RMISSIBLE. USP PAU44 2535 %"0 ROD wl (12)16d HEIGHT TO ROOF OR FLOOR FASTEN LOWER STUD ASCE 7-10 FOR WIND UPLIFT, TRUSSES SHALL BE DESIGNED WITH A BEARING ELEVATION, U.O.N. ON MIN. DEAD LOAD CONDITION OF 5 PSF TOP CHORD AND 5 PSF USP PAU66 2535 5/,"0 ROD wl (12)16d PLAN. -PERMANENT TRUSS 8d TO TALLER STUD w/ BOTTOM CHORD. REACTIONS CALCULATED FOR THE BEARING POINTS . PLUS = PRESSURE AND MINUS = SUCTION. BRACING BY OTHER. COMMON 2 -ROWS OF 10d COMS_'--_____� OF ROOF TRUSSES SHALL BE REDUCED. SPECIFICALLY, ATTIC FLOOR . DESIGN OF WINDOWS/DOORS FASTENING TO THE WALL FRAMING IS THE USP MSTAM24 1545 1455 (5)'/,"x2-',/, TAPCONS 5.) FASTEN BOTTOM PLATE OF 0 3" O.C. 0 12" O.C. LIVE LOADS COMBINED WITH ROOF LIVE LOADS SHALL BE MULTIPLIED INTERIOR LOAD BEARING FULL HEIGHT ANCHOR BY 0.75 WHEN COMBINED wl DEAD LOAD. RESPONSIBILITY OF THE WINDOW/DOOR MANUF./SUPPLIER & SHALL MEET WALLS TO CONCRETE SLAB AT INTERIOR WALLS nVICAL SOLE BASIC WIND SPEED (ASCE 7-10) - - - - - - - - - - 130 MPH THE ABOVE NOTED POSITIVE AND NEGATIVE PRESSURES. SIMPSON CONNECTORS w/10d MASONRY CUT NAILS 0 \-TYPICALLY V' FULL PLATE NAILINra, a 48" O.C. MINIMUM. SEE HEIGHT THREADED 0.1310" TOE NAILS: IMPORTANCE FACTOR - - - - - - - - - - - - - - - 1.00 UPLIFT FOUNDATION PLAN ADDITIONAL RODS @ 6'-0" O.C. - - - - - - - - - - (3) 0 2x4, MEAN ROOF HEIG H T 25.0 FT CONNECTOR SYP SPF FASTENERS FL# CODE ANCHORS AT SHEARWALLS (4) @ 2x6, ROOF PITCH - - - - - - - - - - - - - - - - - - - 7/12 A35 450 450 12-8dx1V," 10446.4 (5) @ 2x8. BUILDING CATEGORY - - - - - - - - - - - - - - - - 11 BLOCKING ONLY REQUIRED 4� DENOTES EDGE STRIP. H2.5T 600 520 5-8d EA. ENE) 11478.3 INTERIOR BEARI L-WALLL- AT SHEARWALLS AND PT. SYP#2 456.6 SOLE PLATE. ENCLOSURE CLASSIFICATION - - - - - - - - - - - - ENCLOSED R STLI EXPOSURE CATEGORY - - - - - - - - - - - - - - - C -- SEE C & C CHART HTS16 1150 1085 16-10d EA. E�D 10 SEE PLAN FO D SIZE STUCCO FINISH. INTERNAL PRESSURE COEFFICIENT - - - - - - - - - - ± .18 ABOVE FOR 'a' DIMENSION MTS1 2 1000 860 7-10dxl'/," EA. END 10456.3 AND O.C. SPACING. III I A 11 WALL SHEATHING HTS20 1450 1245 24-10dx11/2" EA, END 13872.3 SEE DETAIL 1/SO.1 977 CONTINUOUS B CKING t MSTA24 1765 1270 9_10d EA. END 13872.4 WITHIN FLOOR S�STEM FOR SPLICING MATERIAL SPECIFICATIONS _r �a WHERE POST IS ABOVE. 16d COMMONS OPTIONS. "CT 7a I)r)rf) 107f) 11 InA CA C" M 17c7n o 0 a" Oc SYP#2 DBL. HEADER, TOP PLATE. PER, PLAN. * 4'- 4" (1)2x4 SPF #2 (4)12d TOE NAILS * 6'-4- (2)2x4 SPF #2 (5)12d TOE NAILS RAISED (3)2x4 SYP #2 (1 A34 + (4)12d TOE NAILS HEADER (3)2x6 SYP #2 (1)A,35 + (4)12d TOE NAILS t nr-mur-r% UUNU1111j" V1,\ A13ED HEADER COND1110N. I 1 --N\ TYPICAL WALL FRAMING /-2 4 \'SO.0) SOLE PJTE ANCHOR Q&flOLD DOWN. 3x3xY4" SLOTTED WASHER PUSHED /-TO OUTSIDE BUTT J NT 3x3xY4" SLOTTED FACE OF WALL. 2 V WASHER PUSHED WALL SHEATHING 1, __ L TO OU E TSID 'j\ SEE DETAIL 11/Shl FACE OF WALL. -1 !A- FOR SPLICING r4l, PLAN VIEW OPTIONS. �� JV BOUNDARY THREADED ROD 12" SHEEATHING. EPDXIED 4" OR X"Ox6" PT. SYP#2 _/ �1, SILL PLATE. MAX. MIN. FSIMPSON TITEN HD. EXAMPLE OF P EDGE w/ BLO SOL PLATE,. BEEAK WHERE REQUIREP SECTION VIIEW GENERAL N9TES. WROPPED HEADER CONDITION RATED SHEATHING, �F SEE GENERAL NOTES. . I . . . � .. . I I . . ... . . . . . . ... . NEL KING BY-',,." 12 11 TO FTG. A MEANS AND METHODSG THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL OR BE RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES,� PROCEDURES, OR SEQUENCES; FOR THE ACTS OR OMISSIONS OF THEA -CONTRACTOR OR ANY OTHER PERSONS PERFORMING THE WORK OR FOR TkE FAILURE FOR ANY OF THEM TO CONSTRUCT THE WORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. LIMITS OF STRUCTURAL ENGINEERING DESIGN RESPONSIBILITIES@ THE ITEMS SPECIFICALLY DESIGNED BY THE STRUCTURAL ENGINEER ARE LIMITED TO THE FOLLOWING: CONTINUOUS LOAD PATH FOR WIND UPLIFT, WOOD PANEL SHEARWALLS, WALL FRAMING AND REQUIRED SHEATHING AND HEADERS DIRECTLY SUPPORTING ROOF FRAMING. ITEMS NOT DESIGNED PRE-ENGINEERED WOOD FLOOR AND ROOF TRUSSES, FLOOR FRAMING NOT SPECIFICALLY ADDRESSED, TRUSS -TO -TRUSS CONNECTION, AND ANY ARCHITECTURAL, MECHANICAL OR ELECTRICAL SYSTEM. LUS28 930 6-10d TO HEADER 780 4-10d TO JOIST rZzARCHED TRANSOM 10655.113 FASTENED w/ 3-0.131"x3" OPTION SEE 1/SO.1. BLOCKING ONLY REQUIRED'-/ AT SHEARWALLS AND STUCCO FINISH. -INTERIOR BEARING WALL: EE SCHEDULE FOR STUD SItl? AND O.C. SPACING. SEE RIGHT. HU410 HEADER 14-16d TO HEADER 785 6-16d TO JOIIST WINDOW SILL SEE 10531.36 a AeU44 SCHEDULE FOR I 54"0 ROD EPDXIED 6" MIN 10849.6 SILL SIZE AND 2300 ZSHEATHING MAY EXTEND 2" 6" MIN CONNECTION SET N/A N/A SIMPSON EPDXY-TIE EACH END. A LTT20B 1675 10-16d TO STU 1675 1-V,"0 ROD PAST BLOCKING- WINDOW FOUNDATION.' SEE PLAI Ph. 4'- 011 KAIKI I ROUGH DROPPED HEAD OPENING I OR SILL PLATES MINIMUM END FASTENER EACH,END * 4'- 4" (1)2x4 SPF #2 (4)12d TOE NAILS * 6'-4- (2)2x4 SPF #2 (5)12d TOE NAILS * 8'-4* (3)2x4 SYP #2 (1 A34 + (4)12d TOE NAILS 4 12'-0", (3)2x6 SYP #2 (1)A,35 + (4)12d TOE NAILS P* rn In �oc 12" 111/2 ChriStODhler I Sabourin PE 18-16d TO 1RUSS/BEAM 8d FLOOR SHEATHING, -7 WALL FRAMING AT WALL FRAMING AT MAX 'MIN' PLATE ANCHOR: FLI PE#71461 HARDWARE AND ANCHORS: H TT4 3480 3080 11496.2 COMMON SEE SPECIFICATIONIS. I PLATE CHANGE CONDITION RAISED HE DER CONDITIN FROM SOLE SEESCHEDULE a PLATE BREAK ANCHOR BOLTS & THREADED ROD: SHALL BE IN ACCORDANCE WITH [NOT ACTUAL PLAN] _f_a� 0 1-5/,,"0 ROD TO FTG. I \ j I @ 3" O.0 gd BUILDER MAY CHOOSE THEIR THE DROPPED -FT.7 "IN ASTM A 307 OR ASTM F 1554 GRADE 36. In 1aA 7n MI�C DCA. 1 15 � I 1 1 WALL FRAMING AT P 1: 11 14Z,in ru 1z WASHERS: SHALL BE IN ACCORDANCE WITH ASTM A500 (GRADE B). NUTS: SHALL BE IN ACCORDANCE WITH ASTM A 563 GRADE A HEX. METAL CONNECTORS: ALL METAL CONNECTORS WHICH ARE EXPOSED TO EXTERIOR SHALL BE GALVANIZED. RETROFIT REBAR/ROO INSTALLATION: EMBEDMENT OF RODS OR REBAR DOWELS SHALL BE 12 BAR DIAMETER MINIMUM, HOLES SHALL BE 1/4" LARGER THAN REBAR SIX AND '/,," LARGER THAN THREADED ROD SIZE. (U. 0. N.) ANCHORING ADHESIVE: SHALL BE ONE OF THE FOLLOWING PRODUCTS (DUAL CARTRIDGE INSTALLATION ONLY): EPDXY.ITW RED HEAD A7 REINFORCING STEEL: SHALL BE ASTM A615, GRADE 60. STRUCTURAL STEEL: SHALL BE ASTM A992, GRADE 50. WELDED WIRE FABRIC (WWF): SHALL BE ASTM A185. LAMINATED VENEER LUMBER (LVL): ALL LAMINATED VENEER LUMBER SHALL MEET OR EXCEED THE FOLLOWING DESIGN PROPERTIES - ELASTIC MODULUS (E)1,900ksi, BENDING STRESS (Fb) 2600psi SCOPE OF SERVICE H TT5 ARCHED TRANSOM OPTION� 2x SPIF DIAGONAL BLOCKING 4670 1-5/,,"o ROD I 11496.2 F - - - - - L - - - SYP#2 DBL. TOP PLATE. FULL HEIGHT SHEATHING TO BE CONTINUOUS] TO UPPER TOP PLATE. - - - 7-1 0. 1 - 3x3xO.229" t nr-mur-r% UUNU1111j" V1,\ A13ED HEADER COND1110N. I 1 --N\ TYPICAL WALL FRAMING /-2 4 \'SO.0) SOLE PJTE ANCHOR Q&flOLD DOWN. 3x3xY4" SLOTTED WASHER PUSHED /-TO OUTSIDE BUTT J NT 3x3xY4" SLOTTED FACE OF WALL. 2 V WASHER PUSHED WALL SHEATHING 1, __ L TO OU E TSID 'j\ SEE DETAIL 11/Shl FACE OF WALL. -1 !A- FOR SPLICING r4l, PLAN VIEW OPTIONS. �� JV BOUNDARY THREADED ROD 12" SHEEATHING. EPDXIED 4" OR X"Ox6" PT. SYP#2 _/ �1, SILL PLATE. MAX. MIN. FSIMPSON TITEN HD. EXAMPLE OF P EDGE w/ BLO SOL PLATE,. BEEAK WHERE REQUIREP SECTION VIIEW GENERAL N9TES. WROPPED HEADER CONDITION RATED SHEATHING, �F SEE GENERAL NOTES. . I . . . � .. . I I . . ... . . . . . . ... . NEL KING BY-',,." 12 11 TO FTG. A MEANS AND METHODSG THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL OR BE RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES,� PROCEDURES, OR SEQUENCES; FOR THE ACTS OR OMISSIONS OF THEA -CONTRACTOR OR ANY OTHER PERSONS PERFORMING THE WORK OR FOR TkE FAILURE FOR ANY OF THEM TO CONSTRUCT THE WORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. LIMITS OF STRUCTURAL ENGINEERING DESIGN RESPONSIBILITIES@ THE ITEMS SPECIFICALLY DESIGNED BY THE STRUCTURAL ENGINEER ARE LIMITED TO THE FOLLOWING: CONTINUOUS LOAD PATH FOR WIND UPLIFT, WOOD PANEL SHEARWALLS, WALL FRAMING AND REQUIRED SHEATHING AND HEADERS DIRECTLY SUPPORTING ROOF FRAMING. ITEMS NOT DESIGNED PRE-ENGINEERED WOOD FLOOR AND ROOF TRUSSES, FLOOR FRAMING NOT SPECIFICALLY ADDRESSED, TRUSS -TO -TRUSS CONNECTION, AND ANY ARCHITECTURAL, MECHANICAL OR ELECTRICAL SYSTEM. LUS28 930 6-10d TO HEADER 780 4-10d TO JOIST DROPPED 10655.113 FASTENED w/ 3-0.131"x3" SEE 5/SO SEE 1/SO.1. BLOCKING ONLY REQUIRED'-/ AT SHEARWALLS AND STUCCO FINISH. -INTERIOR BEARING WALL: EE SCHEDULE FOR STUD SItl? AND O.C. SPACING. HU410 HEADER 14-16d TO HEADER 785 6-16d TO JOIIST EA. END TYPICAL. 10531.36 a AeU44 2200 I 54"0 ROD EPDXIED 6" MIN 10849.6 ABU66 2300 ZSHEATHING MAY EXTEND 2" 6" MIN 10849.6 SET N/A N/A SIMPSON EPDXY-TIE 11506.4 LTT20B 1675 10-16d TO STU 1675 1-V,"0 ROD PAST BLOCKING- WINDOW 11496.3 Ph. LSTA12 805 695 110-10d 13872.5 CS16 11705 L SYP#2 HEADER, 1705 13-8d ATTACHMENTS MUST 10852,1 F L: PER PLANS. ANCHOR INTO 2x MATERIAL. JACK AND KING STUDS, SEE PLAN. AT TWO STORY CONDITIONS, WINDOW SILL SEE PROVIDE SOLID BLOCKING SCHEDULE. WITHIN FLOOR SYSTEM AT ALL UPPER LEVEL POSTS & JACK e STUDS. SDWC15600 SCREW SEE 8/SO.D. A A P* rn In �oc 12" 111/2 ChriStODhler I Sabourin PE 18-16d TO 1RUSS/BEAM 8d FLOOR SHEATHING, -7 WALL FRAMING AT WALL FRAMING AT MAX 'MIN' PLATE ANCHOR: FLI PE#71461 HARDWARE AND ANCHORS: H TT4 3480 3080 11496.2 COMMON SEE SPECIFICATIONIS. I PLATE CHANGE CONDITION RAISED HE DER CONDITIN FROM SOLE SEESCHEDULE a PLATE BREAK ANCHOR BOLTS & THREADED ROD: SHALL BE IN ACCORDANCE WITH [NOT ACTUAL PLAN] _f_a� 0 1-5/,,"0 ROD TO FTG. I \ j I @ 3" O.0 gd BUILDER MAY CHOOSE THEIR THE DROPPED -FT.7 "IN ASTM A 307 OR ASTM F 1554 GRADE 36. In 1aA 7n MI�C DCA. 1 15 � I 1 1 WALL FRAMING AT P 1: 11 14Z,in ru 1z 23/32- T&C OSI3 OR PLYWOOD SHEATHING. GLUE AND NAIL WITH 10d COMMON 0 6 D.C. EDGE & FIELD WALL SHEATHING TO I G ONS: I I I SOLE PLATE 5 A I SEE DETA LS SEE DETAILS RAISE W' FROM .ffiN.QLL- MIN. 7/j,", 24/16, APA RATED OSB OR PLYWOOD SHEATHING, NAILED w/ 0.113x2*' RING SHANK NAILS 0 6" D.C. EDGE & 6" D.C. FIELD (AT G BILE ENDS DECREASE EDGE NAIL SPACING TO 4" O.C. WITHIN 4'-0" OF ROOF EDGE). 8d 0 3" � I BOTTOM OF SOLE 01 ON S11.01 PLAN AND FASTEN T E - MIN. 15/32" 32/16, APA RATED PLYWOOD SHEATHING, NAILED w/ 0.113x2" RING SHANK 0 6 " 0. C. EDGE & 6" D.C. FIELD (AT GABLE ENDS DECREASE EDGE NAIL SPACING TO 4" O.C. WITHIN 4'-0" OF ROOF EDGE). IL L _Z�! S1 F_ 7 -1 w/8d COMMON @ 3" r A 44 7 0- D I W1 CU A KIV KI A I I C 1Fh a" r, f1 pni-p D. all r% r, mm n AT IIADI V C'K[F% WITUM I ", I I I I I I I 1 0. C. WASHERS: SHALL BE IN ACCORDANCE WITH ASTM A500 (GRADE B). NUTS: SHALL BE IN ACCORDANCE WITH ASTM A 563 GRADE A HEX. METAL CONNECTORS: ALL METAL CONNECTORS WHICH ARE EXPOSED TO EXTERIOR SHALL BE GALVANIZED. RETROFIT REBAR/ROO INSTALLATION: EMBEDMENT OF RODS OR REBAR DOWELS SHALL BE 12 BAR DIAMETER MINIMUM, HOLES SHALL BE 1/4" LARGER THAN REBAR SIX AND '/,," LARGER THAN THREADED ROD SIZE. (U. 0. N.) ANCHORING ADHESIVE: SHALL BE ONE OF THE FOLLOWING PRODUCTS (DUAL CARTRIDGE INSTALLATION ONLY): EPDXY.ITW RED HEAD A7 REINFORCING STEEL: SHALL BE ASTM A615, GRADE 60. STRUCTURAL STEEL: SHALL BE ASTM A992, GRADE 50. WELDED WIRE FABRIC (WWF): SHALL BE ASTM A185. LAMINATED VENEER LUMBER (LVL): ALL LAMINATED VENEER LUMBER SHALL MEET OR EXCEED THE FOLLOWING DESIGN PROPERTIES - ELASTIC MODULUS (E)1,900ksi, BENDING STRESS (Fb) 2600psi SCOPE OF SERVICE H TT5 5250 4670 1-5/,,"o ROD I 11496.2 F - - - - - L - - - SYP#2 DBL. TOP PLATE. FULL HEIGHT SHEATHING TO BE CONTINUOUS] TO UPPER TOP PLATE. - - - 7-1 0. 1 - 3x3xO.229" t nr-mur-r% UUNU1111j" V1,\ A13ED HEADER COND1110N. I 1 --N\ TYPICAL WALL FRAMING /-2 4 \'SO.0) SOLE PJTE ANCHOR Q&flOLD DOWN. 3x3xY4" SLOTTED WASHER PUSHED /-TO OUTSIDE BUTT J NT 3x3xY4" SLOTTED FACE OF WALL. 2 V WASHER PUSHED WALL SHEATHING 1, __ L TO OU E TSID 'j\ SEE DETAIL 11/Shl FACE OF WALL. -1 !A- FOR SPLICING r4l, PLAN VIEW OPTIONS. �� JV BOUNDARY THREADED ROD 12" SHEEATHING. EPDXIED 4" OR X"Ox6" PT. SYP#2 _/ �1, SILL PLATE. MAX. MIN. FSIMPSON TITEN HD. EXAMPLE OF P EDGE w/ BLO SOL PLATE,. BEEAK WHERE REQUIREP SECTION VIIEW GENERAL N9TES. WROPPED HEADER CONDITION RATED SHEATHING, �F SEE GENERAL NOTES. . I . . . � .. . I I . . ... . . . . . . ... . NEL KING BY-',,." 12 11 TO FTG. A MEANS AND METHODSG THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL OR BE RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES,� PROCEDURES, OR SEQUENCES; FOR THE ACTS OR OMISSIONS OF THEA -CONTRACTOR OR ANY OTHER PERSONS PERFORMING THE WORK OR FOR TkE FAILURE FOR ANY OF THEM TO CONSTRUCT THE WORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. LIMITS OF STRUCTURAL ENGINEERING DESIGN RESPONSIBILITIES@ THE ITEMS SPECIFICALLY DESIGNED BY THE STRUCTURAL ENGINEER ARE LIMITED TO THE FOLLOWING: CONTINUOUS LOAD PATH FOR WIND UPLIFT, WOOD PANEL SHEARWALLS, WALL FRAMING AND REQUIRED SHEATHING AND HEADERS DIRECTLY SUPPORTING ROOF FRAMING. ITEMS NOT DESIGNED PRE-ENGINEERED WOOD FLOOR AND ROOF TRUSSES, FLOOR FRAMING NOT SPECIFICALLY ADDRESSED, TRUSS -TO -TRUSS CONNECTION, AND ANY ARCHITECTURAL, MECHANICAL OR ELECTRICAL SYSTEM. LUS28 930 6-10d TO HEADER 780 4-10d TO JOIST - 10655.113 SEE 5/SO SEE 1/SO.1. BLOCKING ONLY REQUIRED'-/ AT SHEARWALLS AND STUCCO FINISH. -INTERIOR BEARING WALL: EE SCHEDULE FOR STUD SItl? AND O.C. SPACING. HU410 905 14-16d TO HEADER 785 6-16d TO JOIIST 10531.36 - AeU44 2200 I 54"0 ROD EPDXIED 6" MIN 10849.6 ABU66 2300 5/a"O ROD EPDXIED 6" MIN 10849.6 SET N/A N/A SIMPSON EPDXY-TIE 11506.4 LTT20B 1675 10-16d TO STU 1675 1-V,"0 ROD D /BEAM /POST 11496.3 - FTG. LSTA12 805 695 110-10d 13872.5 CS16 11705 1705 13-8d 10852,1 E1 A GENERAL NOTES a CON ST11-3.11.-JICTION SPECIFICATIONS 23/32- T&C OSI3 OR PLYWOOD SHEATHING. GLUE AND NAIL WITH 10d COMMON 0 6 D.C. EDGE & FIELD WALL SHEATHING TO I G ONS: I I I SOLE PLATE 5 A I SEE DETA LS SEE DETAILS RAISE W' FROM .ffiN.QLL- MIN. 7/j,", 24/16, APA RATED OSB OR PLYWOOD SHEATHING, NAILED w/ 0.113x2*' RING SHANK NAILS 0 6" D.C. EDGE & 6" D.C. FIELD (AT G BILE ENDS DECREASE EDGE NAIL SPACING TO 4" O.C. WITHIN 4'-0" OF ROOF EDGE). 8d 0 3" � I BOTTOM OF SOLE 01 ON S11.01 PLAN AND FASTEN T E - MIN. 15/32" 32/16, APA RATED PLYWOOD SHEATHING, NAILED w/ 0.113x2" RING SHANK 0 6 " 0. C. EDGE & 6" D.C. FIELD (AT GABLE ENDS DECREASE EDGE NAIL SPACING TO 4" O.C. WITHIN 4'-0" OF ROOF EDGE). IL L _Z�! S1 F_ 7 -1 w/8d COMMON @ 3" r A 44 7 0- D I W1 CU A KIV KI A I I C 1Fh a" r, f1 pni-p D. all r% r, mm n AT IIADI V C'K[F% WITUM I ", I I I I I I I 1 0. C. . . . ... . . . .. . . . . . ... . NAIL til-AGINUI Al SUPPORTED ED�Es GENERAL N TES_�� EXAMPLE 0 F UNSUPPORTED (UNBLOCKED) PANEL EDGE --- Dr M11114v W Ur r�vur METAL - MIN. 1/2 24/ 10, Arm RMICU rL1VVUVU aF1F_M1F11N%J, 11PNOU U W/ X 114^ L. r U4 4 (TYPICAL). 4" NOTES: WALL SHEATH RG_ SPECII 19ATIONS6 I 1. SOLE PLATE ANCHORS ARE REQUIRED AT ALL EXTERIOR WALLS AND ADJACENT TO FLEXIBLE FINISH -MIN. 7/jr,", 24/16, APA RATED OSB OR PLYWOOD STRUCTURAL 1 SHEATHING, FASTENED w/_`�4@ 4" O.C. Ebf,�� AND 6" O.C. FIELD. SHEATHING SHALL BE EXTEND FULL HEIGHT FROM BOTTOM PLATE TO UPPER TOP PLATE. CORNERS AND PLATE BREAKS AND KING STUDS. NAILING TO INTERMEDIATE FLEXIBLE FINISH WALLS INCLUDE- WOOD, CEMENT, OR VINYL SIDING, HARDI PANEL & BRICK. ALL OTHER WALL S4NW�,,,BE CONSIDERED BRITTLE FINISH. L - - - - - - - - - L - - - - - - - - - - - - - - - - - SUPPORT IS 6" O.C� MAX.--- ROOF 24/16, APA RATED OSB OR PLYWOOD STRUCTURAL 1 SHEATHING, FASTENE a STUCCO FINISH -MIN. D w/ 8d ��C C. EDGE AND 6" O.C. FIELD. SHEATHING SHALL 13E EXTEND FULL HEIGHT FROM 130TTOM PLATE TO UPPER TOP PLATE. 2. WASHERS SHALL BE SLOTTED. (UON). T TRUSSES, OR SINGLE STO MULTY STORY 3. AS AN ALTERNATE TO THE 3"X3"XY4" PLATE WASHER, A 3"X3"X"14-_�'--�," W/ 1'/,"0 ROUND MASONRY SPLCIELCAIK&L A' 8i tT FLOOR JOISTS. MASONRY HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 530-05, AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH Cj530.1-05. GROUT SHALL BE IN ACCORDANCE WITH ASTM C476 WITH A MINIMUM OF 28 DAY COMPRESSIVE STRENGTH OF STEEL WASHER MAY BE USED. 2000 psi PER ASTM C1019, GROUT SHALL HAVE A MAXIMUM COURSE AGGREGATE SIZE OF 3/8 PLACED AT AN 8" TO 11" SL MQRTAR,,.,SHALL CONFORM TO ASTM C270 AND TYPE M OR S. TYPE N MORTAR MAY BE USED IN BRICK VENEER, RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF ALL FLASHING. 01 VIP CONTRACTOR SHALL BE TYP. WALL SECTIONS LE PLATE ANCHOR DETAIL Et SCHEDULE '-�ROOF� AND FLOOR SHEATHING NAILING SO 4 CQNCRETE MAkNRY UNIIS (CMU)% -0 SCALE: 3/4" 1'-0" �so.b) SCALE: 3/4" 1'-0" CMU SHALL BE IN ACCORDANCE WITH ASTM C90-75, HOLLOW LOAD-BEARING (CMU), TYPE 1, GRADE N-1, NORMA WI 11H A MINIMUM COMPRESSIVE STRENGTH OF 1900 psi (f'M=1500 psi). GROUT ALL CELLS CONTAINING VERTICAL \,Lo_�O REINFORCEMENT IN 5-0" MAXIMUM LIFTS PROVIDE CLEANOUTS PER ACI 530.1-02 IN THE BOTTOM 0 ;W�SONR�Y' WIJEN THE WALL HEIGHT EXCEEDS 5'-0". F COU&W MASONRY STEMWALLS* ALL CONCRETE MASONRY UNITS SHALL.,BE._, $mm" i RADE N-1 HOLLOW CONCRETE MASONRY UNITS WITH TYPE 'S' MORTAR. WALL COURSING SHALL BE RUNNNG BONDS, STACK BOND SHALL NOT BE Q NO �$R-AR�ti USED. GROUT ALL CELLS CONTAINING VERTI. :AL_,,,�RfINFt14bEMff -30C -A R`#�NCRETE GROUT. SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE 48 BAR DIAMETERS. ALL EXTERIOR WALLS SHALL BE REINFORCED FULL HEIGHT WITH - #4 @ 4'-0" O.Q. MAX. AN'D"-AT'EACH CORNER, WALL END, AND WALL INTERSECTIONS. PROVIDE CONTINUITY OF REINFORCING AT INTERSECTIONS OF PERPENDICULAR MASONRY ELEMENTS BY INSTALLING CORNER BARS, MINIMUM OF 40 BAR OW OF 10d 0 DIAMETER�.,INTO I STAGGERED **Fl� �-.�LESS NOTED OTHERWISE. LAP JOINT REINFORCING SHALL BE A MINIMUM OF 6". NAILS 0 8" C. 4 -EACH ELEMENT. AT STEMWALL CONSTRUCTED OF 5 OR MORE COURSES, PROVIDE HORIZONTAL JOINT REINFORCEMENT AT 16" O.C_ VERTICALLY, (EVERY OTHER COURSE), AND VERTICAL REINF. SHALL BE INCREASED AS NOTED ON 2 PLY BEAM. 2x4 BLOCKING SIMPSON SDWC15600 3 PLY BEA C14 C11 @24" O.C. FASTEN CLAY MASONRY (BRICK): BRICK SHALL BE IN ACCORDANCE WITH ASTM C62, C216, OR C652 FOR BUILDING BRICK, FACING BRICK, HOLLOW BRICK, RESPECTFULLY. SEE ROOF �,_2xl MEMBERS: EACH END w/3 -10d FRAMING (1) ROW OF 10d TOENAILS. 4 CONCRETE SPECIFJCATIONS: PLAN FOR EXTEND SHEATHING VERT. (4) ROWS 12d NAILS @ 4" O.C. eOVER LA ALL CONCRETE HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 318-08, AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH ACI 301. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS DETAILS. TO TOP OF TRUSS AS SHOWN. AT 12" O.C. CONCRETE AT GARAGE AND PORCH SLABS SHALL HAVE A COMPRESSIVE STRENGTH OF 3000 PSI. -,PROVIDE 2x4 BLOCKING EA. SIDE. 2x6 MEMBERS: AT HORIZONTAL JOINTS. d ROOF SHEATHING, SEE STUD BELOW (2) ROW OF 10 SPECIFICATIONS BELO%�m,,,,,�, 0 S 2d NAILS @ 4" O.C. LOWER TOP 4-1 Od P AT 12" 0. C. IPLATE ATBREAK. -0" HEEL STAGGERED OVER LAP DOUBLE VIIVIWIN� FOUNDATION3- PRETr!EN'GINftkED WOOD EA. SIDE. k TOP PLATES. `TRUSSES. 2 & 3 PLY BEAMS FOOTINGS AND FOUNDATIONS SHALL BE IN ACCORDANCE WITH LOCAL BUILDING CODES. FOOTING HAVE BEEN DESIGNED WITH A SOIL BEARING (DESIGN MAXIMUM) OF 20LOO PSF. A SOILS INVESTIGATION REPORT IS RECOMMENDED TO VERIFY SUITABLE 2x SPF BLOCKING ORTH(IGONAL VIEW WALL INTERSECTION SUBSURFACE CONDITIONS. IF THE FOOTING ELEVATIONS SHOWN OCCUR IN A DISTURBED OR UNSTABLE SOIL, THE ENGINEER SHALL BE NOTIFIED. SOIL SHALL BE FREE OF ORGANIC MATERIAL AND COHESIVE (CLAY) SOLS. SOIL COMPACTION AND FILL RIPPED TO FIT - 2x"R 2x6 POST 2xS OST CONDITIONS OF" R R SHALL BE COMPACTED TO A MIN. OF 95% MODIFIED PROCTOR IN ACCORDANCE WITH ASTM D 1557. WITH GAP SHOWN. FOUNDATION PLAN ONLY CONVEYS STRUCTURAL INFORMATION, FOR GENERAL FEATURES, CONDUITS, ELECTRICAL EMBEDS, STEP HEIGHTS, ETC., SEE ARCHITECTURAL PLANS. DO NOT SCALE FOOTING DIMENSIONS AND LOCATION FROM THE --- (3)ROWS OF 5" (3)ROWS OF 04' - FOUNDATION -PLAN SHOWN ON S1.0. DO NOT DETERMINE FOOTING LOCATION BASED ON EITHER THE ARCHITECTURAL PLAN OR -FRAMING PLAN, BUT BY DIMENSIONS PROVIDED ON FOUNDATION PLAN. IF FOOTING SIZE OR LOCATION IS NOT SIMPSON TRUSSIL&K TRUSSLOK IF' R R ENGINEERED WOOD ENGINEERED WOOD DETERMINED ON PLAN THEN CONTACT ENGINEER OF RECORD (EOR) SDWC15600-'-, SE E ROOF FASTENERS 0 24"o.c FASTENERS 0 24"o.c UNLESS OTHERWISE NOTED ON DRAWINGS, MINIMUM CONCRETE COVER FOR REINFORCING SHALL BE 3" IN FOOTINGS AND MESH SHALL BE CENTERED IN SLAB ON GRADE. IN ALL CONTINUOUS FOOTINGS PROVIDE #3 @ 48" O.C. OR ROD CHAIRS. FRAMING SIMPSON AS SHOWN AS SHOWN PROVIDE CONTINUITY OF REINFORCING AT INTERSECTIONS OF PERPENDICULAR CONCRETE ELEMENTS BY INSTALLING CORNER BARS, MINIMUM OF 40 BAR DIAMETERS INTO EACH ELEMENT. SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE 48 PLAN FOR �LDIRNER WALL INTERSECTION BAR DIAMETERS DETAILS. SHE �THING MAY SDWUlb6OO CONDITIONS I SEE ROOF i COL DITIONS hTERNINATE AT SIMPSON/ 3 -PLY I -PLY CONCRETE SLABS ON GRADE: SIMPSON-/ Top 01 � FRAMING --- SDWC1 5600 TOP OF DBL. SDWC1 5600 NOTES: TnP pt SEE NOTE 1. PLAN FOR 1 . OVERLAP P PLATES AT CORNERS AND INTERSECTIONS. SEE NOTE 1. SHALL BE INSTALLED OVER MINIMUM 6 MIL POLYETHYLENE VAPOR RETARDER WITH JOINTS LAPPED 6" AND SEALED OVER CLEAN, COMPACTED EARTH OR FILL WITH APPROVED CHEMICAL SOIL TREATMENT FOR PREVENTION OF SUBTERRANEAN TOP PLATE. i'llk DETAILS. 14" LVL AND GREATER TERMITES. SAWCUTSo OR CONTROLLED CRACKING CUT A 1" SAWCUT INTO SLAB IN A 12'xl2' GRID WITHIN 12 HOURS OF CONCRETE PLACEMENT, PROVIDE SAWCUTS THROUGH OUT SLAB CALL EOR FOR ALTERNATIVE dETHODS. 2. DENOTES 3"XO.131" GUN NAILS 0 6" D.C. VERTICAL. TYPICAL CONNECTION 3. DENOTES SOLE PLATE ANCHOR. SEE SCHEDULE. WOOD FR61MING, SPECIFICATIONS: 5" < HEEL < 1'-0" HEEL < 5" NOTES: 4. SOLE PLAT7 ANCHOR NOT REQUIRED WHEN HOLD DOWN IS INSTALLED. 1. TYP. CONNECTION AT STUD COLUMNS, ALL WOOD FRAMING HAS BEEN DESIGNED IN ACCORDANCE WITH NATIONAL DESIGN SPECIFICATIONS (NDS) FOR WOOD CONSTRUCTION, LATEST EDITION. ALL WOOD MEMBERS EXPOSED TO WEATHER OR IN CONTACT WITH MASONRY, CONCRETE OR 5. CONTRACTOR MAY CHOOSE EITHER OPTION WHERE MULTIPLE SOIL SHALL BE I PRESSURE- TREATED. IF, ACQ OR NON -DOT BORATE PRESERVATIVE TREATMENT IS USED, ALL ATTACHED FASTENERS SHALL BE HOT DIPPED GALVANIZED. IF ACZA PRESERVATIVE IS USED, ALL ATTACHED FASTENERS SHALL BE NOTES: JACK -TO -KING ASSEMBLIES, CORNER POST, ETC. OPTIONS A�E SHOWN. STAINLESS STEEL. 1. TOP PLATE TO STUD SDNC ONLY REQUIRED WHEN STUD IS DIRECTLY BELOW TRUSS. 2. H2.5T MAY BE SUBSTITUTED FOR TRUSS CONNECTION. PROVIDE ADDITIONAL H2.5T 2. SPECIFIED NAILING REQUIRED FOR EVERY PLY PRE-ENGINEERED WOOD TRUSSESO AT TOP PLATE TO STUD SPACE 0 48" O.C. IN ADDITION TO (2) PLYS FRAM�D WALL CORNER AND SHALL BEAR THE SEAL OF AN ENGINEER IN THE STATE WHERE PROJECT IS BEING BUILT AND SHALL COMPLY WITH NFPA, TPI, AND AITC 100. CONTRACTOR SHALL VERIFY THAT ADEQUATE TRUSS BEARING IS INSTALLED AT ALL TRUSSES AS ROOF TRUSS CONNECTION INTERSECTIONS STUDS CONFIGURATIONS INDICATED IN THE TRUSS SHOP DRAWINGS. ALL TRUSS -TO -TRUSS CONNECTIONS AND TRUSS PROFILES ARE THE RESPONSIBILITY OF THE DELEGATED TRUSS ENGINEER. ALL TRUSSES SHALL HAVE TEMPORARY BRACING PER 'COMMENTARY AND r5 / �6 BUILT-UP MEMBERFASTENING r7 RECOMMENDATION FOR HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES, HIB -91." AT MULTIPLE STRAP CONNECTIONS, SPREAD STRAPS TO AVOID NAILING CONFLICTS THROUGH TRUSS. WHEN USING (2) STRAPS ON SINGLE PLY TRUSSES, PLACE STRAPS DIAGONALLY ACROSS DBL. TOP PLATE FROM EA. OTHER. 1\ KING STUD TO TOP PLATE: TRUSS TO PLATE: REW ROOF COVERING SPECIFICATIONI SDWC15600 SCREW. SDWC C TOP PLATE TO HEADER FASTENING: NOT REQUIRED AT GABLE THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF THE ROOF COVERING SYSTEM. ASPHALT SHINGS SHALL COMPLY WITH ASTM 03161 AND BE INSTALLED ACCORDING TO THE MANUFACTURER'S REQUIREMENTS. CLAY SEE DETAIL AT RIGHT. NOT REQUIRED TOP PLATE TO HEADER� FASTENING: ENDS OR OPENINGS LESS AND TILE ROOFS SHALL BE INSTALLED PER THE "CONCRETE AND CLAY ROOF TILE INSTALLATION MANUAL." AND THE MANUFACTURER'S REQUIREMENTS. STANDING SEAM METAL ROOFS SHALL COMPLYWITH ASTM E`151� AND BE INSTALLED THAN 4'-6" FOR CABLE ENDS. SEE DETAIL AT RIGHT. NOT REQUIRED ACCORDING TO THE MANUFACTURER'S REQUIREMENTS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF ALL METAL FLASHING AND VALLEY MATERIALS. KING STUD TO TOP PLATE: FOR GABLE ENDS. 11 SDWC15600 SCREW TOP PLATE TO HEADER FASTENING: WATERPROOFING: NOT REQUIRED AT GABILE- FOR THE DESIGN /INSTALLATION OF ALL WATER PROOFING. SEE DETAIL AT RIGHT. NOT REQUIRED THE CONTRACTOR SHALL BE RESPONSIBLE ENDS OR OPENINGS LESS FOR GABLE ENDS. THAN 4'-6" PLATE TO HEADER: WOOD FASTENING SCHEDULE BRICK NOTES LINTEL SCHD PLAN LEGEND. AND ABBREVIATIONS KING & JACK KING & JACK SDWC SCREW 0 STUDS SEE PLAN CONNEC SEE PLAN i IVEM19ERS TI ON FASTENER LINTEL DIMENSION MIN. BRIG. MAX. SPAN INTERIOR LOAD BEARING WALL STUDS SEE PLAN 24" O.C. TYPE BUILT-UP POST IN THE WALL --- (2)12d TOE HEAD OR SILL A TOP PLATE TO TOP PLATE FACE NAIL 2 -GUN NAILS @ 12" STAG. NAILS E.E. _4L PLATES SEE L3/, 01, W. 4- 6'-0" GABLE X�BRACE, SEE DETAIL 1O/S0.1 HEA OR SILL 2X6 WALL (MIN)' SCHEDULE I PIL S SEE TOP PLATE, LAPS/INTERSECTION FACE NAIL (2-16d) 3 -GUN NAILS 8. TRUSS TO L4x3,4"x'/. 6" _011 (2)2x8 -I/2 HEADER SIZE, JACK AND HEDULE PLATE: SIDWC DBL. TOP PLATE TO STUD FACE NAIL (2-16d) 3 -GUN NAILS 101-011 DESIGNATES SHE�ARWALL. THE KING STUD QUANTITY. OR LL KING STUD TO FRAMING BELOW: ROUGH OPN'G, SEE ARCH. SCREW - HIDDEN LINE DESIGNATES SIDE OF HEAD Sl L 5 x 31/2 " XV4 6 WALL THE SHEARWALL SHEATHING ---LV- PLATES SEE\ CS18 STRAP W/6-10dxlx" -ROUGH PN'G, SEE ARCH. RIM JOIST TO TOP PLATE TOE NAIL (8d @ 6") GUN NAIL @ 6" --------- TO BE APPLIED. �Sd 0 3/6 SCHEDULE NAILS EACH END. STRAP CE I uNG ;JOIST TO TOP PLATE TOE NAIL (3-8d) 5 -GUN NAILS L6x3/2 "X/4 6 12'- 0 1 SW 3"/6" DESIGNATES, 8d,,COMMONS 0 3" KING STUD TO BOTTOM PLATE ATTACHMENT CAN BE INTERIOR OR L 7 x 31/2 " -'/1 6" 16'-0" 711 C.C. EDGE & 6"'O.C. "IN THE CONNECTOR. SIMPSON ROUGH OPN'G, SEE ARCH. EXTERIOR SIDE OF WALL. CEILING JOIST, OVER PARTITIONS FACE NAIL (3-16d) 4 -GUN NAILS 1. STEEL LINTELS TO BE MINIMAL 36" FIELD" SDWC15600 SCREW. OMIT IF STRAP NOT REQUIRED AT THE-\ CEILING� JOIST TO ROOF RAFTER FACE NAIL (6-16d) 8 -GUN NAILS LINTEL MUST HAVE CORROSION BRICK SHEARWALL HOLD DOWN IS-\ FOLLOWING: GABLE ENDS OR PLATE TO HEADER: SPECIFIED. NOT REQUIRED AT ADJ - ADJACENT, LG -,,Long JACK TRUSSES LESS SDWC SCREW 0-' RESISTANT COATING OF EPDXY BASED VENEER GABLE ENDS OR 2 -STORY JOIST/TRUSS TO PLATE TOE NAIL (2-16d) 3 -GUN NAILS BM BEAM MANUF - vlanufacture THAN 8' OR OPENINGS LESS PAINT. 24" D.C. WEATHER BOT BOTTOM MONO, - Monolithic WALLS -6" 2X4 WALL RAFTER TO PLATE TOE NAIL (3-8d) 3 -GUN NAILS THAN 3' 2. LINTEL MORE THAN W -O". SHOULD BARRIER BRG BEARING OC -, On Center HEADER FASTENING SECTION JACK R��'TEIR TO HIP TOE NAIL (3-10d) 4 -GUN NAILS CMU CONCRETE MASONRY UNIT OSB.,� Oriented Strand Board 0 BE LATERALLY SUPPORTED NOT TO DBL DOUBLE, PERP - Perpendicular 'T T� ROOF RAFTER TO 2x- RIDGE BM. TOE NAIL (2-16d) 3 -GUN NAILS EXCEED 6 FT. D.C. w/ 2-1/,x3" WID. DIA DIAMETER PRE ENG -- Pre Engineered KING STUD TO FRAMING BELOW: CONT. HEADER, TWO PIECES FACE NAIL 16d@ 16" O�C. @ EDGE SCREWS INTO HEADER PROVIDE A '/2" LINTEL EA EACH PSF - Pounds per Square Foot V CS18 STRAP W/6-1ODX1Y2" T BLOCKING FASTE NAILS EACH END. STRAP ATT 0% Aft P't f SOLE PLATE CONNECTOR STRAPPING NOT REQUIRED MG. VERTICAL SLOTTED HOLE FOR SCREW. ATTACHMENT EE EACH END PSI Pounds per Square Inch -AC 4 SEE NOTE 2 EOR ENGINEER OF RECORD PT PRESSURE TREATED STUD OR 2X1O INTERIOR OR EXTERK CONT. HEADER TO STUD TOE NAIL (3-16d) 4 -GUN NAILS )R SIDE OF TOE NAIL -16d) 4 -GUN NAILS 3. BRICK VENEER ATTACHMENT: EQ EQUAL QT Quick Tie E PLATE ANCHO� IN _��STRAP NOT REQUIRED AT THE F051 U U y STUD, TO SOLE PLATE - .(3 HORIZONTAL TIES 0 24" D.C., VERT. EXT EXTERIOR REINF -' Rginforce LOCATED WITHIN 6" OF STUDY PER SCHEDULE AT LOWER LEVEL HEADERS -A W/8 -10d COMMONS GABLE ENDS OR SOLE PLATE Td JOIST/BLOCKING FACE NAIL 1(16d @ 16") GUN NAIL @ 8" TIES 0 12" O.C.. (FOR 130mph HEADER, FLASHING FBC FLORIDA BU,ILDING CODE SF - Square Foot JACK TRUSSES LESS PACK. OMIT IF SHEARWALL UNLESS SPECIFIED ON PLAN MULTISTORY WIND-ZOINE VERT. TIES 0 16- O.C.). FDN FOUNDATION SPF -Spruce Pine Fur HOLD DOWN IS SPECIFIED SINGLE STORY MULTI STORY THAN 8' OR OPENINGS LESS SEE PLAN BRICK LINTEL, NAIL SPECIFICATIONS AT ALL OPENINGS SPACE TIES WITHIN FT FOOT SYP - Southern Yellow Pine (STACKED WINDOWS) THAN RE -VIEWED FOR CODE COMPLIANCE SEE SCHEDULE FTC FOOTING THRU - Through (UNSTACKED WINDOWS) ,3%0.131"o = GUIN NAILS 2NO.113"o RINK SHANK x 12" OF OPENINGS. PROVIDE3&"O WEEP I ! HDR HEADER TYP - Typical r8 TYPICALHEADER STRAPPING CITY OF ATLANTIC BEACH 21x0.113"O = 6d 2'/2"xG.131"O = 8d HOLES @ 33" D.C. IMMEDIATELY ABOVE SECTION MEW HORIZ - HORIZONTAL UON Unless Otherwise Noted .3ixO.148"O = lod 3'/2"xO.162"O = 16d FLASHING. OF BRICK LINTEL LIBS POUNDS VERT Vertical �SO.0) EE PERMI I S FOR ADDII AL 1�2"x().l 48"0 1 Odxl'/2 V/2%0.131"O 8dxl'/," WWF Welded Wire Fabric REQUIREMENTS AND CONDITIONS SUPAIMAXED W; 91 1045- 2,6-2d SOLE PLATE ANCHOR SCHEDULE ANCHOR EXT. WALL SPACING SHEARWALLS SPACING WASHER SPEC. EMBEDMENT DEPTH E . DGE DISTANCE )/2"0 EPDXY 42" 24 11 3x3xO.229" 4" 2%� 'n N HD 12 11 94" 3 x 3xn. 2 2 9 " 4X" 9 ". � . . . ... . . . .. . . . . . ... . NAIL til-AGINUI Al SUPPORTED ED�Es GENERAL N TES_�� EXAMPLE 0 F UNSUPPORTED (UNBLOCKED) PANEL EDGE --- Dr M11114v W Ur r�vur METAL - MIN. 1/2 24/ 10, Arm RMICU rL1VVUVU aF1F_M1F11N%J, 11PNOU U W/ X 114^ L. r U4 4 (TYPICAL). 4" NOTES: WALL SHEATH RG_ SPECII 19ATIONS6 I 1. SOLE PLATE ANCHORS ARE REQUIRED AT ALL EXTERIOR WALLS AND ADJACENT TO FLEXIBLE FINISH -MIN. 7/jr,", 24/16, APA RATED OSB OR PLYWOOD STRUCTURAL 1 SHEATHING, FASTENED w/_`�4@ 4" O.C. Ebf,�� AND 6" O.C. FIELD. SHEATHING SHALL BE EXTEND FULL HEIGHT FROM BOTTOM PLATE TO UPPER TOP PLATE. CORNERS AND PLATE BREAKS AND KING STUDS. NAILING TO INTERMEDIATE FLEXIBLE FINISH WALLS INCLUDE- WOOD, CEMENT, OR VINYL SIDING, HARDI PANEL & BRICK. ALL OTHER WALL S4NW�,,,BE CONSIDERED BRITTLE FINISH. L - - - - - - - - - L - - - - - - - - - - - - - - - - - SUPPORT IS 6" O.C� MAX.--- ROOF 24/16, APA RATED OSB OR PLYWOOD STRUCTURAL 1 SHEATHING, FASTENE a STUCCO FINISH -MIN. D w/ 8d ��C C. EDGE AND 6" O.C. FIELD. SHEATHING SHALL 13E EXTEND FULL HEIGHT FROM 130TTOM PLATE TO UPPER TOP PLATE. 2. WASHERS SHALL BE SLOTTED. (UON). T TRUSSES, OR SINGLE STO MULTY STORY 3. AS AN ALTERNATE TO THE 3"X3"XY4" PLATE WASHER, A 3"X3"X"14-_�'--�," W/ 1'/,"0 ROUND MASONRY SPLCIELCAIK&L A' 8i tT FLOOR JOISTS. MASONRY HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 530-05, AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH Cj530.1-05. GROUT SHALL BE IN ACCORDANCE WITH ASTM C476 WITH A MINIMUM OF 28 DAY COMPRESSIVE STRENGTH OF STEEL WASHER MAY BE USED. 2000 psi PER ASTM C1019, GROUT SHALL HAVE A MAXIMUM COURSE AGGREGATE SIZE OF 3/8 PLACED AT AN 8" TO 11" SL MQRTAR,,.,SHALL CONFORM TO ASTM C270 AND TYPE M OR S. TYPE N MORTAR MAY BE USED IN BRICK VENEER, RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF ALL FLASHING. 01 VIP CONTRACTOR SHALL BE TYP. WALL SECTIONS LE PLATE ANCHOR DETAIL Et SCHEDULE '-�ROOF� AND FLOOR SHEATHING NAILING SO 4 CQNCRETE MAkNRY UNIIS (CMU)% -0 SCALE: 3/4" 1'-0" �so.b) SCALE: 3/4" 1'-0" CMU SHALL BE IN ACCORDANCE WITH ASTM C90-75, HOLLOW LOAD-BEARING (CMU), TYPE 1, GRADE N-1, NORMA WI 11H A MINIMUM COMPRESSIVE STRENGTH OF 1900 psi (f'M=1500 psi). GROUT ALL CELLS CONTAINING VERTICAL \,Lo_�O REINFORCEMENT IN 5-0" MAXIMUM LIFTS PROVIDE CLEANOUTS PER ACI 530.1-02 IN THE BOTTOM 0 ;W�SONR�Y' WIJEN THE WALL HEIGHT EXCEEDS 5'-0". F COU&W MASONRY STEMWALLS* ALL CONCRETE MASONRY UNITS SHALL.,BE._, $mm" i RADE N-1 HOLLOW CONCRETE MASONRY UNITS WITH TYPE 'S' MORTAR. WALL COURSING SHALL BE RUNNNG BONDS, STACK BOND SHALL NOT BE Q NO �$R-AR�ti USED. GROUT ALL CELLS CONTAINING VERTI. :AL_,,,�RfINFt14bEMff -30C -A R`#�NCRETE GROUT. SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE 48 BAR DIAMETERS. ALL EXTERIOR WALLS SHALL BE REINFORCED FULL HEIGHT WITH - #4 @ 4'-0" O.Q. MAX. AN'D"-AT'EACH CORNER, WALL END, AND WALL INTERSECTIONS. PROVIDE CONTINUITY OF REINFORCING AT INTERSECTIONS OF PERPENDICULAR MASONRY ELEMENTS BY INSTALLING CORNER BARS, MINIMUM OF 40 BAR OW OF 10d 0 DIAMETER�.,INTO I STAGGERED **Fl� �-.�LESS NOTED OTHERWISE. LAP JOINT REINFORCING SHALL BE A MINIMUM OF 6". NAILS 0 8" C. 4 -EACH ELEMENT. AT STEMWALL CONSTRUCTED OF 5 OR MORE COURSES, PROVIDE HORIZONTAL JOINT REINFORCEMENT AT 16" O.C_ VERTICALLY, (EVERY OTHER COURSE), AND VERTICAL REINF. SHALL BE INCREASED AS NOTED ON 2 PLY BEAM. 2x4 BLOCKING SIMPSON SDWC15600 3 PLY BEA C14 C11 @24" O.C. FASTEN CLAY MASONRY (BRICK): BRICK SHALL BE IN ACCORDANCE WITH ASTM C62, C216, OR C652 FOR BUILDING BRICK, FACING BRICK, HOLLOW BRICK, RESPECTFULLY. SEE ROOF �,_2xl MEMBERS: EACH END w/3 -10d FRAMING (1) ROW OF 10d TOENAILS. 4 CONCRETE SPECIFJCATIONS: PLAN FOR EXTEND SHEATHING VERT. (4) ROWS 12d NAILS @ 4" O.C. eOVER LA ALL CONCRETE HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 318-08, AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH ACI 301. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS DETAILS. TO TOP OF TRUSS AS SHOWN. AT 12" O.C. CONCRETE AT GARAGE AND PORCH SLABS SHALL HAVE A COMPRESSIVE STRENGTH OF 3000 PSI. -,PROVIDE 2x4 BLOCKING EA. SIDE. 2x6 MEMBERS: AT HORIZONTAL JOINTS. d ROOF SHEATHING, SEE STUD BELOW (2) ROW OF 10 SPECIFICATIONS BELO%�m,,,,,�, 0 S 2d NAILS @ 4" O.C. LOWER TOP 4-1 Od P AT 12" 0. C. IPLATE ATBREAK. -0" HEEL STAGGERED OVER LAP DOUBLE VIIVIWIN� FOUNDATION3- PRETr!EN'GINftkED WOOD EA. SIDE. k TOP PLATES. `TRUSSES. 2 & 3 PLY BEAMS FOOTINGS AND FOUNDATIONS SHALL BE IN ACCORDANCE WITH LOCAL BUILDING CODES. FOOTING HAVE BEEN DESIGNED WITH A SOIL BEARING (DESIGN MAXIMUM) OF 20LOO PSF. A SOILS INVESTIGATION REPORT IS RECOMMENDED TO VERIFY SUITABLE 2x SPF BLOCKING ORTH(IGONAL VIEW WALL INTERSECTION SUBSURFACE CONDITIONS. IF THE FOOTING ELEVATIONS SHOWN OCCUR IN A DISTURBED OR UNSTABLE SOIL, THE ENGINEER SHALL BE NOTIFIED. SOIL SHALL BE FREE OF ORGANIC MATERIAL AND COHESIVE (CLAY) SOLS. SOIL COMPACTION AND FILL RIPPED TO FIT - 2x"R 2x6 POST 2xS OST CONDITIONS OF" R R SHALL BE COMPACTED TO A MIN. OF 95% MODIFIED PROCTOR IN ACCORDANCE WITH ASTM D 1557. WITH GAP SHOWN. FOUNDATION PLAN ONLY CONVEYS STRUCTURAL INFORMATION, FOR GENERAL FEATURES, CONDUITS, ELECTRICAL EMBEDS, STEP HEIGHTS, ETC., SEE ARCHITECTURAL PLANS. DO NOT SCALE FOOTING DIMENSIONS AND LOCATION FROM THE --- (3)ROWS OF 5" (3)ROWS OF 04' - FOUNDATION -PLAN SHOWN ON S1.0. DO NOT DETERMINE FOOTING LOCATION BASED ON EITHER THE ARCHITECTURAL PLAN OR -FRAMING PLAN, BUT BY DIMENSIONS PROVIDED ON FOUNDATION PLAN. IF FOOTING SIZE OR LOCATION IS NOT SIMPSON TRUSSIL&K TRUSSLOK IF' R R ENGINEERED WOOD ENGINEERED WOOD DETERMINED ON PLAN THEN CONTACT ENGINEER OF RECORD (EOR) SDWC15600-'-, SE E ROOF FASTENERS 0 24"o.c FASTENERS 0 24"o.c UNLESS OTHERWISE NOTED ON DRAWINGS, MINIMUM CONCRETE COVER FOR REINFORCING SHALL BE 3" IN FOOTINGS AND MESH SHALL BE CENTERED IN SLAB ON GRADE. IN ALL CONTINUOUS FOOTINGS PROVIDE #3 @ 48" O.C. OR ROD CHAIRS. FRAMING SIMPSON AS SHOWN AS SHOWN PROVIDE CONTINUITY OF REINFORCING AT INTERSECTIONS OF PERPENDICULAR CONCRETE ELEMENTS BY INSTALLING CORNER BARS, MINIMUM OF 40 BAR DIAMETERS INTO EACH ELEMENT. SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE 48 PLAN FOR �LDIRNER WALL INTERSECTION BAR DIAMETERS DETAILS. SHE �THING MAY SDWUlb6OO CONDITIONS I SEE ROOF i COL DITIONS hTERNINATE AT SIMPSON/ 3 -PLY I -PLY CONCRETE SLABS ON GRADE: SIMPSON-/ Top 01 � FRAMING --- SDWC1 5600 TOP OF DBL. SDWC1 5600 NOTES: TnP pt SEE NOTE 1. PLAN FOR 1 . OVERLAP P PLATES AT CORNERS AND INTERSECTIONS. SEE NOTE 1. SHALL BE INSTALLED OVER MINIMUM 6 MIL POLYETHYLENE VAPOR RETARDER WITH JOINTS LAPPED 6" AND SEALED OVER CLEAN, COMPACTED EARTH OR FILL WITH APPROVED CHEMICAL SOIL TREATMENT FOR PREVENTION OF SUBTERRANEAN TOP PLATE. i'llk DETAILS. 14" LVL AND GREATER TERMITES. SAWCUTSo OR CONTROLLED CRACKING CUT A 1" SAWCUT INTO SLAB IN A 12'xl2' GRID WITHIN 12 HOURS OF CONCRETE PLACEMENT, PROVIDE SAWCUTS THROUGH OUT SLAB CALL EOR FOR ALTERNATIVE dETHODS. 2. DENOTES 3"XO.131" GUN NAILS 0 6" D.C. VERTICAL. TYPICAL CONNECTION 3. DENOTES SOLE PLATE ANCHOR. SEE SCHEDULE. WOOD FR61MING, SPECIFICATIONS: 5" < HEEL < 1'-0" HEEL < 5" NOTES: 4. SOLE PLAT7 ANCHOR NOT REQUIRED WHEN HOLD DOWN IS INSTALLED. 1. TYP. CONNECTION AT STUD COLUMNS, ALL WOOD FRAMING HAS BEEN DESIGNED IN ACCORDANCE WITH NATIONAL DESIGN SPECIFICATIONS (NDS) FOR WOOD CONSTRUCTION, LATEST EDITION. ALL WOOD MEMBERS EXPOSED TO WEATHER OR IN CONTACT WITH MASONRY, CONCRETE OR 5. CONTRACTOR MAY CHOOSE EITHER OPTION WHERE MULTIPLE SOIL SHALL BE I PRESSURE- TREATED. IF, ACQ OR NON -DOT BORATE PRESERVATIVE TREATMENT IS USED, ALL ATTACHED FASTENERS SHALL BE HOT DIPPED GALVANIZED. IF ACZA PRESERVATIVE IS USED, ALL ATTACHED FASTENERS SHALL BE NOTES: JACK -TO -KING ASSEMBLIES, CORNER POST, ETC. OPTIONS A�E SHOWN. STAINLESS STEEL. 1. TOP PLATE TO STUD SDNC ONLY REQUIRED WHEN STUD IS DIRECTLY BELOW TRUSS. 2. H2.5T MAY BE SUBSTITUTED FOR TRUSS CONNECTION. PROVIDE ADDITIONAL H2.5T 2. SPECIFIED NAILING REQUIRED FOR EVERY PLY PRE-ENGINEERED WOOD TRUSSESO AT TOP PLATE TO STUD SPACE 0 48" O.C. IN ADDITION TO (2) PLYS FRAM�D WALL CORNER AND SHALL BEAR THE SEAL OF AN ENGINEER IN THE STATE WHERE PROJECT IS BEING BUILT AND SHALL COMPLY WITH NFPA, TPI, AND AITC 100. CONTRACTOR SHALL VERIFY THAT ADEQUATE TRUSS BEARING IS INSTALLED AT ALL TRUSSES AS ROOF TRUSS CONNECTION INTERSECTIONS STUDS CONFIGURATIONS INDICATED IN THE TRUSS SHOP DRAWINGS. ALL TRUSS -TO -TRUSS CONNECTIONS AND TRUSS PROFILES ARE THE RESPONSIBILITY OF THE DELEGATED TRUSS ENGINEER. ALL TRUSSES SHALL HAVE TEMPORARY BRACING PER 'COMMENTARY AND r5 / �6 BUILT-UP MEMBERFASTENING r7 RECOMMENDATION FOR HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES, HIB -91." AT MULTIPLE STRAP CONNECTIONS, SPREAD STRAPS TO AVOID NAILING CONFLICTS THROUGH TRUSS. WHEN USING (2) STRAPS ON SINGLE PLY TRUSSES, PLACE STRAPS DIAGONALLY ACROSS DBL. TOP PLATE FROM EA. OTHER. 1\ KING STUD TO TOP PLATE: TRUSS TO PLATE: REW ROOF COVERING SPECIFICATIONI SDWC15600 SCREW. SDWC C TOP PLATE TO HEADER FASTENING: NOT REQUIRED AT GABLE THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF THE ROOF COVERING SYSTEM. ASPHALT SHINGS SHALL COMPLY WITH ASTM 03161 AND BE INSTALLED ACCORDING TO THE MANUFACTURER'S REQUIREMENTS. CLAY SEE DETAIL AT RIGHT. NOT REQUIRED TOP PLATE TO HEADER� FASTENING: ENDS OR OPENINGS LESS AND TILE ROOFS SHALL BE INSTALLED PER THE "CONCRETE AND CLAY ROOF TILE INSTALLATION MANUAL." AND THE MANUFACTURER'S REQUIREMENTS. STANDING SEAM METAL ROOFS SHALL COMPLYWITH ASTM E`151� AND BE INSTALLED THAN 4'-6" FOR CABLE ENDS. SEE DETAIL AT RIGHT. NOT REQUIRED ACCORDING TO THE MANUFACTURER'S REQUIREMENTS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF ALL METAL FLASHING AND VALLEY MATERIALS. KING STUD TO TOP PLATE: FOR GABLE ENDS. 11 SDWC15600 SCREW TOP PLATE TO HEADER FASTENING: WATERPROOFING: NOT REQUIRED AT GABILE- FOR THE DESIGN /INSTALLATION OF ALL WATER PROOFING. SEE DETAIL AT RIGHT. NOT REQUIRED THE CONTRACTOR SHALL BE RESPONSIBLE ENDS OR OPENINGS LESS FOR GABLE ENDS. THAN 4'-6" PLATE TO HEADER: WOOD FASTENING SCHEDULE BRICK NOTES LINTEL SCHD PLAN LEGEND. AND ABBREVIATIONS KING & JACK KING & JACK SDWC SCREW 0 STUDS SEE PLAN CONNEC SEE PLAN i IVEM19ERS TI ON FASTENER LINTEL DIMENSION MIN. BRIG. MAX. SPAN INTERIOR LOAD BEARING WALL STUDS SEE PLAN 24" O.C. TYPE BUILT-UP POST IN THE WALL --- (2)12d TOE HEAD OR SILL A TOP PLATE TO TOP PLATE FACE NAIL 2 -GUN NAILS @ 12" STAG. NAILS E.E. _4L PLATES SEE L3/, 01, W. 4- 6'-0" GABLE X�BRACE, SEE DETAIL 1O/S0.1 HEA OR SILL 2X6 WALL (MIN)' SCHEDULE I PIL S SEE TOP PLATE, LAPS/INTERSECTION FACE NAIL (2-16d) 3 -GUN NAILS 8. TRUSS TO L4x3,4"x'/. 6" _011 (2)2x8 -I/2 HEADER SIZE, JACK AND HEDULE PLATE: SIDWC DBL. TOP PLATE TO STUD FACE NAIL (2-16d) 3 -GUN NAILS 101-011 DESIGNATES SHE�ARWALL. THE KING STUD QUANTITY. OR LL KING STUD TO FRAMING BELOW: ROUGH OPN'G, SEE ARCH. SCREW - HIDDEN LINE DESIGNATES SIDE OF HEAD Sl L 5 x 31/2 " XV4 6 WALL THE SHEARWALL SHEATHING ---LV- PLATES SEE\ CS18 STRAP W/6-10dxlx" -ROUGH PN'G, SEE ARCH. RIM JOIST TO TOP PLATE TOE NAIL (8d @ 6") GUN NAIL @ 6" --------- TO BE APPLIED. �Sd 0 3/6 SCHEDULE NAILS EACH END. STRAP CE I uNG ;JOIST TO TOP PLATE TOE NAIL (3-8d) 5 -GUN NAILS L6x3/2 "X/4 6 12'- 0 1 SW 3"/6" DESIGNATES, 8d,,COMMONS 0 3" KING STUD TO BOTTOM PLATE ATTACHMENT CAN BE INTERIOR OR L 7 x 31/2 " -'/1 6" 16'-0" 711 C.C. EDGE & 6"'O.C. "IN THE CONNECTOR. SIMPSON ROUGH OPN'G, SEE ARCH. EXTERIOR SIDE OF WALL. CEILING JOIST, OVER PARTITIONS FACE NAIL (3-16d) 4 -GUN NAILS 1. STEEL LINTELS TO BE MINIMAL 36" FIELD" SDWC15600 SCREW. OMIT IF STRAP NOT REQUIRED AT THE-\ CEILING� JOIST TO ROOF RAFTER FACE NAIL (6-16d) 8 -GUN NAILS LINTEL MUST HAVE CORROSION BRICK SHEARWALL HOLD DOWN IS-\ FOLLOWING: GABLE ENDS OR PLATE TO HEADER: SPECIFIED. NOT REQUIRED AT ADJ - ADJACENT, LG -,,Long JACK TRUSSES LESS SDWC SCREW 0-' RESISTANT COATING OF EPDXY BASED VENEER GABLE ENDS OR 2 -STORY JOIST/TRUSS TO PLATE TOE NAIL (2-16d) 3 -GUN NAILS BM BEAM MANUF - vlanufacture THAN 8' OR OPENINGS LESS PAINT. 24" D.C. WEATHER BOT BOTTOM MONO, - Monolithic WALLS -6" 2X4 WALL RAFTER TO PLATE TOE NAIL (3-8d) 3 -GUN NAILS THAN 3' 2. LINTEL MORE THAN W -O". SHOULD BARRIER BRG BEARING OC -, On Center HEADER FASTENING SECTION JACK R��'TEIR TO HIP TOE NAIL (3-10d) 4 -GUN NAILS CMU CONCRETE MASONRY UNIT OSB.,� Oriented Strand Board 0 BE LATERALLY SUPPORTED NOT TO DBL DOUBLE, PERP - Perpendicular 'T T� ROOF RAFTER TO 2x- RIDGE BM. TOE NAIL (2-16d) 3 -GUN NAILS EXCEED 6 FT. D.C. w/ 2-1/,x3" WID. DIA DIAMETER PRE ENG -- Pre Engineered KING STUD TO FRAMING BELOW: CONT. HEADER, TWO PIECES FACE NAIL 16d@ 16" O�C. @ EDGE SCREWS INTO HEADER PROVIDE A '/2" LINTEL EA EACH PSF - Pounds per Square Foot V CS18 STRAP W/6-1ODX1Y2" T BLOCKING FASTE NAILS EACH END. STRAP ATT 0% Aft P't f SOLE PLATE CONNECTOR STRAPPING NOT REQUIRED MG. VERTICAL SLOTTED HOLE FOR SCREW. ATTACHMENT EE EACH END PSI Pounds per Square Inch -AC 4 SEE NOTE 2 EOR ENGINEER OF RECORD PT PRESSURE TREATED STUD OR 2X1O INTERIOR OR EXTERK CONT. HEADER TO STUD TOE NAIL (3-16d) 4 -GUN NAILS )R SIDE OF TOE NAIL -16d) 4 -GUN NAILS 3. BRICK VENEER ATTACHMENT: EQ EQUAL QT Quick Tie E PLATE ANCHO� IN _��STRAP NOT REQUIRED AT THE F051 U U y STUD, TO SOLE PLATE - .(3 HORIZONTAL TIES 0 24" D.C., VERT. EXT EXTERIOR REINF -' Rginforce LOCATED WITHIN 6" OF STUDY PER SCHEDULE AT LOWER LEVEL HEADERS -A W/8 -10d COMMONS GABLE ENDS OR SOLE PLATE Td JOIST/BLOCKING FACE NAIL 1(16d @ 16") GUN NAIL @ 8" TIES 0 12" O.C.. (FOR 130mph HEADER, FLASHING FBC FLORIDA BU,ILDING CODE SF - Square Foot JACK TRUSSES LESS PACK. OMIT IF SHEARWALL UNLESS SPECIFIED ON PLAN MULTISTORY WIND-ZOINE VERT. TIES 0 16- O.C.). FDN FOUNDATION SPF -Spruce Pine Fur HOLD DOWN IS SPECIFIED SINGLE STORY MULTI STORY THAN 8' OR OPENINGS LESS SEE PLAN BRICK LINTEL, NAIL SPECIFICATIONS AT ALL OPENINGS SPACE TIES WITHIN FT FOOT SYP - Southern Yellow Pine (STACKED WINDOWS) THAN RE -VIEWED FOR CODE COMPLIANCE SEE SCHEDULE FTC FOOTING THRU - Through (UNSTACKED WINDOWS) ,3%0.131"o = GUIN NAILS 2NO.113"o RINK SHANK x 12" OF OPENINGS. PROVIDE3&"O WEEP I ! HDR HEADER TYP - Typical r8 TYPICALHEADER STRAPPING CITY OF ATLANTIC BEACH 21x0.113"O = 6d 2'/2"xG.131"O = 8d HOLES @ 33" D.C. IMMEDIATELY ABOVE SECTION MEW HORIZ - HORIZONTAL UON Unless Otherwise Noted .3ixO.148"O = lod 3'/2"xO.162"O = 16d FLASHING. OF BRICK LINTEL LIBS POUNDS VERT Vertical �SO.0) EE PERMI I S FOR ADDII AL 1�2"x().l 48"0 1 Odxl'/2 V/2%0.131"O 8dxl'/," WWF Welded Wire Fabric REQUIREMENTS AND CONDITIONS SUPAIMAXED W; 91 1045- 2,6-2d 2x6 SYP#2 BLOCKING BETWEEN EA. TRUSS, FASTEN TO TOP 2x6 SYP#2 NAILER PLATE w/ 10d ® 4" O.C. .FASTENED TO TOP PLATE w/ 10d ®3» O.0 WALL SHEATHING STUD WALL FRAMING 8d COMMON WIRE NAIL'. _ w/ 2x SOLID BLOCKING TO BLOCKING ® 3": O.C.AT SHEATHING EDGE 6" DBL TOP MAX NO HEADER BLOCKING ONLY REQUIRED I _PLATE BELOW TOP PLATE WALLS AND I AT SHEAR � 2x4 BLOCKING BETWEEN EA. STUCCO FINISH I TRUSS. ATTACH AT P RCH SHEATHING, EACH WALL 5 Sd COM HEADER S ,E SPECIFICATIONS I e " STUD w/ 3-16 NAILS AT EA, EACH SIDE END a el PORCH 16d COMMONS OF SPLICE 16d COMMONS B LOW I FRAMING INTERSECTION. (MIN. OF 2x4 SYP 2 HORIZ. BRACING �IF 8 -GUN NAILS vi HEADER, „ # I , ,� 6-16d BETWEEN EACH TRUSS ®8 O.C. I SHEATHING SPLICE � 8 O.C. �I OUTER WALLPORCH PARALLE SEE PLAN. ) 24- O.C. BETWEEN HEADER SUPPORT FULL' HEIGHT &'FIRST .INTERIOR TRUSS. NAIL .POST'- PER PLA 2 MSTA24 PORCH. , N I � O RIBBON CONT. RIBBON ANCHOR OR DTT2Z coNT, sa coM � - I STRAPS PERPENDICULAR TRU EACH END w/ 3 0.131x3 NAILS PERPENDICULAR MIN. 2 2x4 WOOD SS » HOLD DOWN AT ( ) BOARD (TYP) BOARD (TYP) 3 O.C. I (TYP)..- TO WALL BASE OF POST BELOW. & 1 ADJ. ISE O DETAIL B EACH S FLOOR TO PORCH HEADER. WALL FLOOR OF SPLICE - OPTION A FLOOR L TRUSS SHEATHING TRUSSES TRUSSES ... 24 16 GUAGE POST BASE: p .. - PoST 4x4 POST- OR JOIST, OR JOIST. 2x4 SYP 2 STRAP w 11 24 16 GUAGE STUD WALL FRAMING # I / SHEATHING SPLICE „ BE DW - 6x6 POST: ABU66 DIAGONAL 10dx1Y2 EA. END STRAP w/11 w/ 2x SOLID BLOCKING ,.• ,a: Lou � onti3 o and Associates, Inc. 420 Osceola Avenue Jax. Beach, Florida 32250 1'h.242-01908 Fax. 241-9557 FL: CA # 344 SC: CA# 3579 I I LSTA12 FOLDED OVER TOP - AT SHEATHIN ';§" � G EDGE ,1 ,,, FASTEN EA. _ 1Odx1YZ EA. END a _. a , DOUBLE TOP PLATE. �� D / PLATE w/5 -10d NAILS 8d COMMON WIRE NAILS / L - ra m, 'CONTINUOUS OVER - r �'a' OSB or PLYWOOD PORCH.:.. �,, TO BLOCKING C� 3 O.C. � ®• �S � I •- �. � ., INTO TOP PLATE & 510d » 3 10d COMMONS _ PORCH HEADER, SLAB HEADER o a RIM BOARD Y4 _ - - _ - _ - 6 NAILS INTO`BEAM. SPACE / SEE PLAN SHORTER THAN _ MAX I: z TS16 0 48 O.C. OMIT IF WALL m CEILING I FLOOR SYSTEM. ALIGNJ� / A L J 1 e m �' co LL FRAMING WALL FRAMING ' TRAPS >ROD � SHEATHING iS INSTALLED WA WALL FRAMING MSTA24 VERTICAL JOINTS WITH LINE ROOF TRUSS EPDXIED 6 MIN ON FACE OF BEAM STRAPS E OR JOIST I SHEATHING SPLICE WALL SHEATHING � w s i FOR PERP NDICULAR JOINTS INSTALL. FLOOR TO . " J I E a _. -_ PLAN MEWOFELEVATION VIEW' OF TRUSS CONNECTION � �:. " FLOOR STRAPPING PER e e �- 0 •aT E o REQUIRED - a .BLOCKING ONLY Q 5 8d COM _ 8 GUN ee o.:r1 PORCH HEADER SEE.. DETAIL B ABOVE •, �.- ti Po .., OPTION 1 OR 2 PO HEA PORCH HEADER = AT 5HEARWALLS AND EACH SIDE' � CONTINUOUS r; a"+ �0�,,° NAILS UOUS 2x6 SYP#2 ��, C, FINISH AT POST AT POST. O� STUCCOOF SPLICE - FULL HEIGHT LEDGER FASTEN WITH O OPTION 2 OPTI N l - ..,z ANCHOR OR DTT2Z 5 0.131x3 EA. STUD. a s 9 •, i <m� PA RIM BOARD OPTION SPECIFIC,4TIONS. : OVER LAP SHEATHING ' A FLOOR TRUSS PARALLEL HOLD DOWN AT MIN. 2 2x4 WOOD ( ) x: 339,BF .,r :5865 '/z" GYPSUMWA , w R PROOF) GREEN BOARD/ 5d COOLER NAILS OF POST ®6" O.C. EDGE &FIELD BASE ( BELOW. & (1) ADJ. PARALLEL TRUSS NOTE 1: OR OPTION _B TO PORCH HEADER. I a » ' DETAIL A Chllsto h;er ) Sabourin PE 1. CONTRACTOR MAY CHOOSE OPTION. 1 2 OR 3. / OR GREATER)OSB OR PLYWOOD, w Bd COMMON NAILS 0 6 O.C. EDGE AND FIELD � R 2. CONTRACTOR SHALL OMIT FLOOR TO FLOOR STRAPPING WHEN FULL HEIGHT THREADED RODS ARE INSTALLED F Lj P E# 714 61 1 FLOOR TO FLOOR WALL SHEATHING AND STRAPPING OP TONSWALL AD 2 TYPI AL PORCH FRAMING DETAILS 3 TYPICAL PORCH BEAM CONNECTIOf�J wHa� 4 J. TO ROOF CONNECTION ; r OTEO SEE CONSTRUCTIONr'-- SPECIFICATIONS FOR ROOF R E U 1$10 N S DATE, 50.1 S0.1 S0.1 S0.1 AND WALL SHEATHING AND STUD FRAMING. i SEE DETAIL 5/SO.1 FOR DIAPHRAGMATTACHMENT WHERE APPLICABLE FIELD, ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO 6 ASSOCIATES PRIOR TO MAKING aNY STRUCTURAL FIELD - MODIFICAIfIQNS WHICH. MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCITION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPRCIVED BY LOU PONTIGO E ASSOCIi0.TE5 MAY RESULT IN ADDITIONAL ENGINEERING OR IN'PECI'ION FEES. _ U TO LOWER STUDS ® UPPER TO COINER"STUDS STRAPS WHEN FULL HEIGHT POST BELOW sWITH 2-CS16 ® R' » ANCHORS ARE NOT USED STRAPS WHEN FULL HEIGHT , " ROOF FLOOR DECK 10d L�D4 O.C. SW 8d®3 6. 2 CS18 STRAPS SW 8dO3 6: 2 CS18 STRAPS 1,F 'OSB DIAPHR'GM FASTEN , FLOOR O / O Z TRUSS r ANCHORS ARE NOT USED TO NAILER w% (1) ROW 8d r7111w,fVal A -ENDS STUDS TO FOUNDATION 0 3 O.C. FASTEN TO :TOP LEDGER FASTENED i MSTA2 4 STRAPS D FULL HGT THREADED ROD SEE PLAN OR HTT4 HOLD DOWN A1d�,ASE (U.O.N) t� PLATE w/ (2) ROWS NMI W d S 8 @3 6: HTT5 OR HDU5 / TRUSS WEBS WITH -q w 3-0.131x3° / 2x4 SYP 2 OUTLOOKERS # OF 8d 0 3" O.C. N S: ®- SO PLATE ANCHORS - ©-SOLE PLATE ANCHORS ;FLOOR COMMON. TYPICAL 1.. AT ROOF TRUSS, IF TRUSS REACTION EXCEEDS 2x4 SPF SEE SCHEDULE ON DETAIL 3 SO.0 / SYP#2 2x4 NAILER FASTENED CONTRACTOR ALL AROUND SHEARWALL NOTES - TO TRUSS BOT. CHORD w/� C�24" O.C. CONTINUOUS LATERA RACING SEE L B CHOOSE 2 ROWS 0.1 313" s 3" O.C. , I WITH 8d COMMONS ® 3" O.C. AT PANEL BOUNDARIES AND 6" IN THE FIELD. CATS EACH EN FASTEN D w/ 4 YP 2 A AT 2x S CTS 12 # 2300lbs PROVIDE CRIPPLE STUDS WALL STUDS INTERIOR INT E ALL PANEL EDGES. SW -2 ROOF TRUSS. O.C. FASTENED TO TOP SHEARWALL. _ ALTERNATE A. --- A H3 � H2.5T HURRICANE CLIP 0 EA. OUTLOOKER TO TRUSS. PLATE w 4-0.131x3" / AT EXTERIOR WALLS 2 PROVIDE A MINIMUM OF 2 "STUDS EACH END OF SHEARWALLS. KING &JACK STUDS T DSA HEADERS MAY SERVE AS DIRECTLY BENEATH TRUSS COMMON ENDIN ' BETWEEN ROOF END POSTS FOR SW ROOF SYP#2 2x4 NAILER FASTENED TO TRUSS » » BOT. CHORD w '0.131x3 �? 3 O.C. I © 3 A FULL HT. -- AS NEEDED) A' A � _ 2 SIMPSON H2.5T, _ AT SILL PLATE ° ROOF SHEATHING W/4 -12d NAILS AT EACH RAFTER. 6-10d COMMONS T 1 2x4..SYP#2 CATS AT 2it TRUSS. FLOOR OR » FASTENED TO SHEATHING w/ 8d 0 3 O.C. ROOF � � --- I I -------- OVERFRAME RAFTERS SEE PLAN. I V` I ---------- fo� B fe� B , TO TOP O.C. FASTENED- ROOF TRUSS. TRUSS. SDWC 15600 2X6 ° » w 4-0.131x3 PLATE / ROOF TRUSS „ 11i /a ROOF TRUSS SHEATHING FASTENED TO » @ 32 O.C. - -------- 11 ANGLE BRACE ---------- 11 11 SYP#2LEDGER ATTACH DBLSYP#2 LEDGER NAILS FROM RAFTER TO LEDGER COMMON. MAX. TO EACH ST PER UD SCHEDULE BELOW ATTACH TO EACH STUD PER SCHEDULE BELOW. 2x4 SPF#2 TOP PLATE w 10d ®3 O.C. / SCREWS .2X4 T -BRACE. ONLY WALL SHEATHING UP BLOCKING WHEN OVERFRAME REQUIRED FOR BRACE Q GABLE END TRUSS. A -SINGLE LEDGER - B DOUBLE LEDGER ALT. To BOTH H3 `aBovE RAFTER LENGTH LENGTHS > 8'-0". CATS EACH END w FASTEN / I 2x SYP 2 CONT. ATTACH # TO TOP PLATE AND TRUSS „ 16 MAX. VERTICAL SHEARWALL OSB WALL SHEATHING FASTEN w/1od COMMONS - C� 6"ON CENTER $ C B g C D ROOF MEMBER. N 0 BETWEEN VERFR NG RAFTER AMI D D C C D 0-775 2x6 w 5-0.131x3" 3-0.131x3 COMMON TOE NAILS ' AND ROOF MEMBER. w/ 0.131x3„ @ 3" O.C. EDGE OF END 3-10d TOENAILS , 776.1250 2x8 w/ 8 0.131x3 �. 2346-3125 2x12 w/ 8- /4 2x6 SDS SCREWS 1251=1540 2x1 O w/ 10-0.131x3" I h 2x MAY OVERHANG TOP PLATE. SHEARWALL 1 1 w 12-0.131x3" 540-1850 2x 2 / v C C PROVIDE SOLID SPF#2 BLOCKING AT PANEL JOINTS ADJACENT ITO SHEARWALL :OR EXTERIOR WALL EXT E SHEARWALL, LEDGER A NOTES. WHERE A LEDGER IS INDICATED TIE IN OF OVERFRAME RAFTERS TO TRUSS FRAMING. S �� ,� 8d®3 6 �� SW 8d®3 < i6 I „ „ O 0,131x3 TOE NAILS � 8 O.C. ON PLAN AND NO TRUSSES BEAR AT THAT LOCATION, ALTERNATE A ALTERNATE B ALTERNATE C ALTERNATE G TED _SHEARWALL SEGMENTED SHEARWALL W L " STRAP KING POST TO _Uj POST BELOW WITH 2-CS16 STRAP KING POST TO FIELD, ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO 6 ASSOCIATES PRIOR TO MAKING aNY STRUCTURAL FIELD - MODIFICAIfIQNS WHICH. MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCITION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPRCIVED BY LOU PONTIGO E ASSOCIi0.TE5 MAY RESULT IN ADDITIONAL ENGINEERING OR IN'PECI'ION FEES. _ U TO LOWER STUDS ® UPPER TO COINER"STUDS STRAPS WHEN FULL HEIGHT POST BELOW sWITH 2-CS16 ® R' » ANCHORS ARE NOT USED STRAPS WHEN FULL HEIGHT , " ROOF FLOOR DECK 10d L�D4 O.C. SW 8d®3 6. 2 CS18 STRAPS SW 8dO3 6: 2 CS18 STRAPS 1,F 'OSB DIAPHR'GM FASTEN , FLOOR O / O Z TRUSS r ANCHORS ARE NOT USED 2x4 SPF#2 CONTINUOUS TO NAILER w% (1) ROW 8d r7111w,fVal A -ENDS STUDS TO FOUNDATION 0 3 O.C. FASTEN TO :TOP LEDGER FASTENED i MSTA2 4 STRAPS D FULL HGT THREADED ROD SEE PLAN OR HTT4 HOLD DOWN A1d�,ASE (U.O.N) t� PLATE w/ (2) ROWS NMI W d S 8 @3 6: HTT5 OR HDU5 / TRUSS WEBS WITH -q w 3-0.131x3° / 2x4 SYP 2 OUTLOOKERS # OF 8d 0 3" O.C. N S: ®- SO PLATE ANCHORS - ©-SOLE PLATE ANCHORS ;FLOOR COMMON. TYPICAL 1.. AT ROOF TRUSS, SEE SCH 2x4 SPF SEE SCHEDULE ON DETAIL 3 SO.0 / SYP#2 2x4 NAILER FASTENED CONTRACTOR ALL AROUND SHEARWALL NOTES - TO TRUSS BOT. CHORD w/� C�24" O.C. CONTINUOUS LATERA RACING SEE L B CHOOSE 2 ROWS 0.1 313" s 3" O.C. , I WITH 8d COMMONS ® 3" O.C. AT PANEL BOUNDARIES AND 6" IN THE FIELD. CATS EACH EN FASTEN D w/ 4 YP 2 A AT 2x S CTS 12 # I ' WALL STUDS INTERIOR INT E ALL PANEL EDGES. SW -2 I O.C. FASTENED TO TOP SHEARWALL. 2x4 SPF#2 CONTINUOUS TRUSS. r7111w,fVal A -ENDS STUDS TO FOUNDATION - ENDS O TUGS T FOUNDATION LEDGER FASTENED i MSTA2 4 STRAPS D FULL HGT THREADED ROD SEE PLAN OR HTT4 HOLD DOWN A1d�,ASE (U.O.N) t� 'I 11m, NMI W d S 8 @3 6: HTT5 OR HDU5 / 2x4 SPF#2 CONTINUOUS TRUSS. UPLIFT CONNECTOR A -ENDS STUDS TO FOUNDATION - ENDS O TUGS T FOUNDATION LEDGER FASTENED i MSTA2 4 STRAPS D FULL HGT THREADED ROD SEE PLAN OR HTT4 HOLD DOWN A1d�,ASE (U.O.N) t� SW 8d®3 6: HTT5 OR HDU5 W d S 8 @3 6: HTT5 OR HDU5 / TRUSS WEBS WITH -q w 3-0.131x3° / 2x4 SYP 2 OUTLOOKERS # H N S: ®- SO PLATE ANCHORS - ©-SOLE PLATE ANCHORS ;FLOOR COMMON. TYPICAL 1.. AT ROOF TRUSS, SEE SCH DULE ON DETAIL 3 SO.0 / SEE SCHEDULE ON DETAIL 3 SO.0 / FRAMING CONTRACTOR MAY SHEARWALL NOTES - WHEN. 8 WHEN 9 C�24" O.C. CONTINUOUS LATERA RACING SEE L B CHOOSE A B C D OR G. 1. PROVIDE " OSB SHEATHING WITH 8d COMMONS ® 3" O.C. AT PANEL BOUNDARIES AND 6" IN THE FIELD. CATS EACH EN FASTEN D w/ 4 YP 2 A AT 2x S CTS 12 # , i V WALL STUDS PROVIDE 2x BLOCKING AT ALL PANEL EDGES. EACH END w 3-10d / TOENAILS 3 -0.131x3 NAILS ®6 O.C. O.C. FASTENED TO TOP 2. US _ ALTERNATE A. --- A H3 � H2.5T HURRICANE CLIP 0 EA. OUTLOOKER TO TRUSS. PLATE w 4-0.131x3" / AT EXTERIOR WALLS 2 PROVIDE A MINIMUM OF 2 "STUDS EACH END OF SHEARWALLS. KING &JACK STUDS T DSA HEADERS MAY SERVE AS - COMMON ENDIN ' BETWEEN ROOF END POSTS FOR SW OR BEAM GIRDER TRUSS OR BEAM (OPTIONAL, LOCATE ' SHEARWALL OR ' �5-16d NAIL TRUSSES. EXTERIOR WALL HEADER DOWN CONNECTION CONNECTION CALL OUT UPLIFT CONNECTOR A H2.5T 0 32" b.C; TOP & BOT B SEE PLAN C i MSTA2 4 STRAPS D FULL HGT THREADED ROD SEE PLAN OR HTT4 HOLD DOWN A1d�,ASE (U.O.N) t� HEADER UP CONNECTION N CONNECTIONI CALL OUT UPLIFT CONNECTOR A LS18 0 32" O.C. B SEE PLAN C 1 CS16 STRAPS O D FULL HGT THREADED ROD D SEE PLAN NAILS (T OR HTT4 HOLD DOWN AT BASE (U.O.N) U Lf) I d (� W V J ' t ' W r) i- (TYPIC) 3. FASTEN ALL INTERIORS TO ROOF�OR FLOOR TRUSSES PER 5/S0.1 k. ALTERNATE D ALTERNATE_, E....., ALTERNATE F 3. USE. ALTERNATE E & F FOR FLOOR 4. INSTALL INTERIORI G BELOW SHEARWALL PER DETAILS ON S1.0 7 5 SHEARWALL ATTACHMENT AT ROOF & FLOR s TYPICAL SHEARWALL ELEVATION 7 HEADER TIE DOWN wHEN NOTED S0.1 S0.1 PROVIDE SOLID BLO KINGWITHIN FLOOR SYSTEM AT SW END POSTS. S0,1 THIS DETAIL ONLY APPLIES SEN NOTED ON PLAN i „ MULTIPLE 'BRACED TRUSSES AS INDICATED IN TRUSS SPECIFIC IONS. 4 12d TO A V 1 SINGLE BRACING NOTES AND SPECIFICATIONS TRUSS' BRACING 1.)ALL BRACING LUMBER SHOWN,. EXEPT F OR T BR AC SHALL ALLBE1x4SYP 3 OR BETTER OR 4 2x SPF#2 OR BETTER. i (UON) co 2. BRACING LUMBER SHALL INTERSECT SECT } II THE WEB OF THE BRACED TRUSS, PER � DELEGATED I1 TRUSS ENGINEER, LU I1 3. PERMANENT PERMANENT BR II ACING WHERE NOTED ON TR R II USS MFR. r n z DRAWINGS. THE CONT LI RACTORSHALL r� PROVIDE 1x4 SYP#3ORBETTER . II T -BRACE FASTENED TOBOTTOM CHORD BRACING lal PERPENDICULAR-TOTRUSS BOTTOM WEB w 1 d � II CHORDS TO EACH _ I T BRAC ETOB E THE I=I TRUS WITH - 2 8d COMMON NAILS. S AT SAME SIZE, SPECIES, GABLE END WALLS AND GRADE AS W PROVIDE DIAGONALS I EB AT END WALLS PROVIDE DIAGONALS TO E BRACED. APP i I l ( ROX MATELY 457) TO THE ; ADJACENT EXTERIOR PERPENDICULAR WALL BETWEEN EACH LINE OF _J r, I1 BRACING � V TO FORMA ZIGZAG PATTERN Z ATTER ALL CONSTRUCTED OF THE SAME BRACING tO MATERIAL. THIS REQUIRMENT IS NOT NECESSARY AT HIP ROOFS, ALSO ALONG EXTERIOR WALLS PARALLEL TO BOTTOM CHORD BRACING PROVIDE THE LEDGER IS BEING USED TO ATTACH THE ADJACENT -- (1)DIAGONAL BRACE PER 8d COMMON NAILS AT 3•• O.C.(TYP) t i � l SOLE { i DOUBLE FULL HT. 4 O TRUSSES APPLIED ROOF NAILS (T .) TOP PLATE. "', � ANCHOR 2x4 SYP 2 OUTLOOKERS # BACKSIDE OF WEB. --CONNECTOR _ X -BRACE w/ 2-16d INTO BOTTOM 8 1od COMMONS „ I� LSTA12 0 48 O.C. OR DBL TOP PLT LINE OF BOTTOM CHORD BRACING AT A MAXIMUM SPACING OF 20 FEET. PLATE TYPICAL SEE PLAN BRACING APPLIED T0I' LEDGER CONNECTION DECK LEDGER AT OVERFRAME RAFTERS �o GABLE END BRACING SDWC15600 ® 36 O.C. OMIT IF PERMANENT TRUSS BRACING 2x4 BLOCKING. FASTEN FRONT SIDE OF WEBS -r WALL STUD TRUSS WHEN. 8 WHEN 9 C�24" O.C. CONTINUOUS LATERA RACING SEE L B I F MI F HEIGHT EIGHT.. TRUSS SHOP DRAWING FOR QTY. AND WALL STUDS - , i V WALL STUDS LOCATION. 'IF MORE THAN (1) LATERAL BRACE IS NEEDED, OVERLAP BRACE 2x12 OR 2'2x6 OR O (2)2x4 SYP#2 LEDGER, EACH END w 3-10d / TOENAILS ENGINEER. NOT SHOWN FOR CLARITY 2. ALL MATERIAL TO BE SYP 2 # AS SHOWN. SEE PLAN --- A H3 � H2.5T HURRICANE CLIP 0 EA. OUTLOOKER TO TRUSS. D) ITS ACCEPTABLE ,- ITS ACCEPTABLE GIRDER TRUSSDT' O „ AT 16 O.C. AT 16 O.C. -- FASTEN TO ROOF FRAMING BELOW OR BEAM GIRDER TRUSS OR BEAM (OPTIONAL, LOCATE I © 3 7 .- FULL HT. -- AS NEEDED) _ AT SILL PLATE ANCHOR _ AT TOP PLATE ROOF SHEATHING W/4 -12d NAILS AT EACH RAFTER. 6-10d COMMONS OVERFRAME RAFTERS SEE PLAN. 2X6 ROOF TRUSS ROOF TRUSS I: I: I SIMPSON H3 w 10-8d COMMON ANGLE BRACE SYP#2LEDGER ATTACH DBLSYP#2 LEDGER NAILS FROM RAFTER TO LEDGER TO EACH ST PER UD SCHEDULE BELOW ATTACH TO EACH STUD PER SCHEDULE BELOW. 2x4 SPF#2 I AND LEDGER TO ROOF MEMBER. THESE STRAPS MAY BE OMITTED .2X4 T -BRACE. ONLY WALL SHEATHING UP BLOCKING WHEN OVERFRAME REQUIRED FOR BRACE Q GABLE END TRUSS. A -SINGLE LEDGER - B DOUBLE LEDGER ALT. To BOTH H3 `aBovE RAFTER LENGTH LENGTHS > 8'-0". VERTICAL VERTICAL PRODIDE MTS12 OR CS16DIRECTLY - LESS THAN 4'-0" FASTEN w/1od COMMONS - C� 6"ON CENTER 2X4#2 SYP BLOCK O EACH REACTION. LEDGE R SIZE & NAILING REACTION LEDGER & NAILING ROOF MEMBER. N 0 BETWEEN VERFR NG RAFTER AMI GABLE BRACE. FASTEN EACH. 0-775 2x6 w 5-0.131x3" 1850-2345 2x8 w 6-/4"`0x6"' SDS SCREWS AND ROOF MEMBER. END 3-10d TOENAILS , 776.1250 2x8 w/ 8 0.131x3 �. 2346-3125 2x12 w/ 8- /4 2x6 SDS SCREWS 1251=1540 2x1 O w/ 10-0.131x3" h 'BLOCK TO DBL TOP 1 1 w 12-0.131x3" 540-1850 2x 2 / v PLT W 2-H2.5T / PROVIDE SOLID SPF#2 BLOCKING AT PANEL JOINTS ADJACENT ITO LEDGER A NOTES. WHERE A LEDGER IS INDICATED TIE IN OF OVERFRAME RAFTERS TO TRUSS FRAMING. I „ „ O 0,131x3 TOE NAILS � 8 O.C. ON PLAN AND NO TRUSSES BEAR AT THAT LOCATION, I FROM BOT. CHORD OF 'TRUSS SINGLE BRACING NOTES AND SPECIFICATIONS TRUSS' BRACING 1.)ALL BRACING LUMBER SHOWN,. EXEPT F OR T BR AC SHALL ALLBE1x4SYP 3 OR BETTER OR 4 2x SPF#2 OR BETTER. i (UON) co 2. BRACING LUMBER SHALL INTERSECT SECT } II THE WEB OF THE BRACED TRUSS, PER � DELEGATED I1 TRUSS ENGINEER, LU I1 3. PERMANENT PERMANENT BR II ACING WHERE NOTED ON TR R II USS MFR. r n z DRAWINGS. THE CONT LI RACTORSHALL r� PROVIDE 1x4 SYP#3ORBETTER . II T -BRACE FASTENED TOBOTTOM CHORD BRACING lal PERPENDICULAR-TOTRUSS BOTTOM WEB w 1 d � II CHORDS TO EACH _ I T BRAC ETOB E THE I=I TRUS WITH - 2 8d COMMON NAILS. S AT SAME SIZE, SPECIES, GABLE END WALLS AND GRADE AS W PROVIDE DIAGONALS I EB AT END WALLS PROVIDE DIAGONALS TO E BRACED. APP i I l ( ROX MATELY 457) TO THE ; ADJACENT EXTERIOR PERPENDICULAR WALL BETWEEN EACH LINE OF _J r, I1 BRACING � V TO FORMA ZIGZAG PATTERN Z ATTER ALL CONSTRUCTED OF THE SAME BRACING tO MATERIAL. THIS REQUIRMENT IS NOT NECESSARY AT HIP ROOFS, ALSO ALONG EXTERIOR WALLS PARALLEL TO BOTTOM CHORD BRACING PROVIDE THE LEDGER IS BEING USED TO ATTACH THE ADJACENT -- (1)DIAGONAL BRACE PER t i � l SOLE { i DOUBLE FULL HT. 4 O TRUSSES APPLIED I BETWEEN THE WALL AND THE FIRST FULL HT. TOP PLATE. "', � ANCHOR TO BACKSIDE OF WEB. --CONNECTOR _ X -BRACE w/ 2-16d INTO BOTTOM 8 1od COMMONS „ I� LSTA12 0 48 O.C. OR DBL TOP PLT LINE OF BOTTOM CHORD BRACING AT A MAXIMUM SPACING OF 20 FEET. PLATE TYPICAL SEE PLAN BRACING APPLIED T0I' LEDGER CONNECTION DECK LEDGER AT OVERFRAME RAFTERS �o GABLE END BRACING SDWC15600 ® 36 O.C. OMIT IF PERMANENT TRUSS BRACING „._ FRONT SIDE OF WEBS -r WALL STUD WHEN. 8 WHEN 9 SHEATHING OVERLAPS GABLE 12 MIN 11 CONTINUOUS LATERA RACING SEE L B I F MI F HEIGHT EIGHT.. TRUSS SHOP DRAWING FOR QTY. AND _ _ S0.1 SCALE: 3 4 - 1 0 / - , i V LOCATION. 'IF MORE THAN (1) LATERAL BRACE IS NEEDED, OVERLAP BRACE r ENGINEER. NOT SHOWN FOR CLARITY 2. ALL MATERIAL TO BE SYP 2 # AS SHOWN. SEE PLAN --- A D) ITS ACCEPTABLE ,- ITS ACCEPTABLE GIRDER TRUSSDT' O `IL -- - ' ��-----._.-, L FULL HEIGHT WASHER PLAN IXI �;, _ �� ANCHORING SPECIFICATIONS ,; O SINGLE BRACING NOTES AND SPECIFICATIONS TRUSS' BRACING 1.)ALL BRACING LUMBER SHOWN,. EXEPT F OR T BR AC SHALL ALLBE1x4SYP 3 OR BETTER OR 4 2x SPF#2 OR BETTER. i (UON) co 2. BRACING LUMBER SHALL INTERSECT SECT } II THE WEB OF THE BRACED TRUSS, PER � DELEGATED I1 TRUSS ENGINEER, LU I1 3. PERMANENT PERMANENT BR II ACING WHERE NOTED ON TR R II USS MFR. r n z DRAWINGS. THE CONT LI RACTORSHALL r� PROVIDE 1x4 SYP#3ORBETTER . II T -BRACE FASTENED TOBOTTOM CHORD BRACING lal PERPENDICULAR-TOTRUSS BOTTOM WEB w 1 d � II CHORDS TO EACH _ I T BRAC ETOB E THE I=I TRUS WITH - 2 8d COMMON NAILS. S AT SAME SIZE, SPECIES, GABLE END WALLS AND GRADE AS W PROVIDE DIAGONALS I EB AT END WALLS PROVIDE DIAGONALS TO E BRACED. APP i I l ( ROX MATELY 457) TO THE ; ADJACENT EXTERIOR PERPENDICULAR WALL BETWEEN EACH LINE OF _J r, I1 BRACING � V TO FORMA ZIGZAG PATTERN Z ATTER ALL CONSTRUCTED OF THE SAME BRACING tO MATERIAL. THIS REQUIRMENT IS NOT NECESSARY AT HIP ROOFS, ALSO ALONG EXTERIOR WALLS PARALLEL TO BOTTOM CHORD BRACING PROVIDE FLOOR FRAMING :FULL HEIGHT THREADED ROD FOUNDATION, SEE PLAN L PER PLAN, EMBEDMENT DEPTH O FULL HEIGHT ANCHOR INSTALLATION THE LEDGER IS BEING USED TO ATTACH THE ADJACENT -- TO DBL. TOP PLATE DIAGONALS IN THE END SPACE t i � l SOLE { i DOUBLE FULL HT. ROOF DECK. USE A 2x6 LEDGER PER NAILING SCHEDULE ABOVE. ATTACH ROOF DECK PER GENERAL NOTES. 2x4x6 SYP#2 LATERAL BRACE EA. I BETWEEN THE WALL AND THE FIRST FULL HT. TOP PLATE. "', � ANCHOR DOUBLE TOP '/2"o --CONNECTOR _ X -BRACE w/ 2-16d INTO BOTTOM 8 1od COMMONS „ I� LSTA12 0 48 O.C. OR DBL TOP PLT LINE OF BOTTOM CHORD BRACING AT A MAXIMUM SPACING OF 20 FEET. PLATE TYPICAL SEE PLAN 7.5" 12" LEDGER CONNECTION DECK LEDGER AT OVERFRAME RAFTERS �o GABLE END BRACING SDWC15600 ® 36 O.C. OMIT IF PERMANENT TRUSS BRACING „._ MONO STEM -r WALL STUD WHEN. 8 WHEN 9 SHEATHING OVERLAPS GABLE 12 MIN 11 OR POST. t F MI F HEIGHT EIGHT.. OTE D USS TO LEDGER CONNECTION BY TRUSS DTED 0.1 TR S0.1 USE THIS DETAIL TO FASTEN OVERFRAMED ROOFS VALLEYS ETC. 50.1 ` S NOTES. _ _ S0.1 SCALE: 3 4 - 1 0 / - , i V , » _ 1. SPACE GABLE' END BRACING ®4 6 MAX. r ENGINEER. NOT SHOWN FOR CLARITY 2. ALL MATERIAL TO BE SYP 2 # MIN 2 PLY STUD MIN 2 PLY STUD IN LIEU OF 2 STUOS IN LIEU OF 2 STUDS SEE PLAN --- A D) ITS ACCEPTABLE ,- ITS ACCEPTABLE GIRDER TRUSSDT' O `IL -- - ' ��-----._.-, L FULL HEIGHT WASHER PLAN IXI �;, _ �� ANCHORING SPECIFICATIONS ,; O -- To SISTER A � TO SISTER A MIN 2 PLY 36" LONG STUD 36" LONG STUD . 1 MSTA24 STRAPS O sruD FASTEN w/12 FASTEN w/12 OR BEAM GIRDER TRUSS OR BEAM (OPTIONAL, LOCATE I FLOOR FRAMING :FULL HEIGHT THREADED ROD FOUNDATION, SEE PLAN L PER PLAN, EMBEDMENT DEPTH O FULL HEIGHT ANCHOR INSTALLATION - --- -- GIRDER /BEAM STRAPPING. so.] .1 THIS DETAIL ONLY APPLIES WHEN NOTED ON PLAN SHEET Z OF 9 Q t i � l SOLE { i DOUBLE FULL HT. WOOD PLATE HOLE CONCRETE HOLE UPLIFT PLATE J FULL HT. TOP PLATE. "', � ANCHOR DOUBLE TOP '/2"o --CONNECTOR / > ANCHOR 5/8 PLATE 3/a "o SEE PLAN 7.5" 12" 2Y2„ 3„ „._ MONO STEM -r WALL STUD OR POST. t F HEIGHT EIGHT.. - THREADED ROD r SEE PLAN --- - ELEVATION O, O STEEL COUPLER -- '- --v (OPTIONAL, LOCATE © 3 7 .- FULL HT. -- AS NEEDED) _ AT SILL PLATE ANCHOR _ AT TOP PLATE FLOOR FRAMING :FULL HEIGHT THREADED ROD FOUNDATION, SEE PLAN L PER PLAN, EMBEDMENT DEPTH O FULL HEIGHT ANCHOR INSTALLATION CHART THREADED GIRDER /BEAM STRAPPING. so.] .1 THIS DETAIL ONLY APPLIES WHEN NOTED ON PLAN SHEET Z OF 9 Q ROD 0` WOOD PLATE HOLE CONCRETE HOLE WASHER SPEC. EMBEDMENT DEPTH EDGE DISTANCE 3/8 '/2"0 '/2"o 2x2x'/g" 4" 4" 2" 3„ 5/8 3/a"0 3/a "o 3x3x'/a " 7.5" 12" 2Y2„ 3„ MONO STEM MONO STEM FULL HEIGHT ANCHOR THREADED ROD INSTALLATION CHART FO OVER TOP PLATE (2)MSTA24 STRAPS 0.131x3" GUN j• 0.131x3" GUN NAILS FASTEN w/18 -10d FOLD OVER TOP PLATE SIMPSON HTT5 OR 2 MT512 HDU5. FASTEN NAILS II ( ) FASTEN w/18 10d I a (2) TS12 I 26-10d COMONS I' 1 ° •' SIMPSON DTT �'I DO NOT 5CIALE DIMENSIONS FROM -' I I THESE DRA INGS. IF A DIMENSION IS 11 f W/8 Y4 x1k1 SDS SCREWS I UNCUT AR REFER TO THE r I a• SIMPSON FULL HEIGHT ARCHITE TUBAL DRAWINGS OR FULL 1EIGHT CC, .I 2 H2.5T 2 H2.5T CONTACT THE E.O.R. ROD MINIMUM 2 PLY .. I LTT206 THREADED OD �) ( ) STUDA f MINIMUM _ )� THREADED ROD _I WITHIN 6 OF . .. I MINIMUM 2 PLY EPDXIED 4 MIN 0 I GIRDER SEE PLAN) » I ( ) PLAN NAME 2 PLY TURN TITEN HD I AT 2ND STORY A NDS THREADED , , » >` STUD T 2 TORY Yx6 TITEN HD L COUPLER TIGHT STUDS PROVIDE ROD EPDXIED z III „ STUD STUDS PROVIDE JULINGTON - CAROLINA THREAD D AGAINST PLATE 7.5" MIN a = I,I Yz E ROD 2 CS18 STRAPS ",' 1 CS18 STRAPS Il EPDXIED 4" MIN OR AT BASE OF STUDS DESIGN/PRAWN/CHECKED AT BASE OF STUDS II SIMPSON TITEN HD ROD COUPLER 1 Ysx6" TITEN HD (FLOOR TO FLOOR „ „ (FLOOR TO FLOOR) I ) CS KM LAP RODS - THD37634RC ( x6%4)Ir-MINIMUM 2 PLY HOLD DOWN SEE PLA BATE SIMPSON DTT2Z STUD 3,f3" ROD DTT2Z 101.22.18 „ ROD HTT5 w/8- Ya°x17�z" HTT5 _ SCALE SDS SCREWS BUILT-UP OST BUILT-UP POST SEE PLAN. SEE PLAN. S NOTED LPA No. I- - TO 1 4L 8 D0006 CECOFY HTT5 or HDU5 � TR DTT2Z ;:. LTT20B N (OL No. OPTION 1' ALTERNATE FOR ALTERNATE FOR OPTION 2 FULL HEIGHT TR 5271 FULL HEIGHT ROD FULL HEIGHT ROD CONVENTIONAL SHEET WALL SECTION 3/s" FULL WOOD FRAME WALL AN HORIN SYSTEM 12 :FULL HE ANCHORING 13 ATTACHMENT SO.1 THIS DETAIL ONLY APPLIES WHEN; NOTED ON PLAN 80.1 HEIGHT ROD ALTERNATE HOLD W O O N ATTRIGHT F LL HEI HT T CHMENT:'DETAIL 14 U G THREADED ROD 15 �� , OTED S0,1 ALTERNATE S0.1 S GIRDER /BEAM STRAPPING. so.] .1 THIS DETAIL ONLY APPLIES WHEN NOTED ON PLAN SHEET Z OF 9 i x OVERLAP SIDEWALL OVERLAP SIDEWALL TOP PLATE TOP PLATE SIDEWALL I OVERLAP F ALWAYS PLACE TOP PLATE . . . . . ALWAYS PLACE . HEADER AT HEADER AT TOP OF ROUGH TOP OF ROUGH OPENING OPENING �/ '" 0 THREADED ROD GARAGE a . . ... . . _ . . . . .. . HEADER . . . w 3x3x'/ " PLATE (2)20 a STRAPS ALWAYS PLACE (2)20ga STRAPS . . . HEADER TO JACK HTT5 w GOAL POST. FASTEN TO STUD HTT5 W . HEADER TO JACK . . . . / » "THREADED ROD HEADER AT PACK WITH 2 -ROWS OF 16d » 1 . . . . . . . THREADED ROD /z EPDXIED 12 TOP OF ROUGH RING SHANK NAILS ®12" O.C. » MAX OPENING EPDXIED 12 0 2)20Aga STRAPS 0 T EXTEND HEADER TO �• HEADER TO JACK ATTACH GARAGE DOOR THRU ••• .. .. 2 2 2 2x4 BLOCKING _ EXTEND HEADER T 0 :FAR SI F 4 0.131 x / / DE 0 WALL 3 TOE NAILS UPRIGHT BUCK DIRECTLY INTO • • • � 2 2 - - � - (2 EA: SIDE) 2 2x6 KING STUDS FAR SIDE E OF WALL O 6x6s POST AS SHOWN. 2x OUTLOOKER HTT5 W/ :' .. H3 ®EA. NOTE STUD PACK, PER GARAGE DOOR o 2 2x6 0 2 2x6 SPF 2/ AS SHOWN. ) ( ) # OUTLOOKER A 24 O.C. 6 JACK STUDS THREADED ROD � � : � : ` • • 6 6 6 PLACE GABLE .END TRUSS (2)2x � SUPPLIER � » JACKS » .:. 6 :.: .. - TO THE INT. FACE OF _ EPDXIED 12 � 6 6 6 4 0x4' 0 PIECE OF WALL 0 AND 1 » » BALLOON FRAMED WALL • .: :: 4 0x4 P .. SHEATING'.INSTAL ROOF 0 PIECE OF WALL LAT UPPER KING. .. . „ STUD SPACING, SEE AND FASTEN TRUSS TOP ..: :. SHEATING INSTALL AT UPPER • • . ': • CORNER 1 BELOW GARAGE SHEATHING HTT5 w � HTT5 w (2)2xfi G E HEADER FRAMING PLAN A AND BOTTOM CHORD / � » / 98 S TO » ... :. \%" THREADED L A CORNER 1 BELOW HEADER W GARAGE. E E JACKS N 0 .EXTERIOR STUD TRIMED AS SCHEDULE. BA $ UD CORNER i� ( BALLOON FRAMED WALL 2 2x T THREADED ROD THREADED ROD �/a - ( 0 5 12d TOE ' o ..: :. DETAIL A _ » ON EXTERIOR STUD TRIMED AS AND 1 1 G� STUDS w 2 0.13 ❑ � EPDXIED- 12 O :.... SHOWN) / 1x3 EPDXIED 12 2x4 BLOCKING AT NAILS EACH s s s s s s 1 G LJ KING. NAILS AT EA. STUD. SHOWN) 48" O.C. BETWEEN TRUSS (l� P.T. SOLE PLATE—, ;'• FASTEN SHEATING TO HEADER w' 8d COMMON / Q$-GALV. BOX NAILS GABLE AND FIRST r�. INTERIOR FASTEN'. H ATING TO HEADER w V. BOX N TE IDR TR USS. GARAGE S E 8d COMMON GAL .AILS IN 3 GRID PATTERN AS SHOWN' AND 3 O.0 IN FRAMING HTT5 w/ / _9B. ALL R G SOLE PLATE FASTEN ,,. HTT5 w » GABLE END H FLOOR IN 'GRID PATTERN. AS SHOWN AND 3 O.0 IN ALL FRAMING STUDS BLOCKING &SILL 0 ANCHOR � THREADED ROD e» ( , S) TYP. TRUSS w/ FULL HT. ff3 THREADED ROD 1 » (STUDS. BLOCKING &SILLS) TYP. - a EPDXIED 2 _ • • ANCHOR AND HA4 E PLATE EPDXIED 12 SOL <„ o EA. ENO s SECTION ANCHOR GARAGE WING WALL SE _ DOB C q R DOUBLE BLOCKING AT PANEL JOINT NAILED TOGETHER' w 3 16d SINKERS THICKENED SLAB EDGE DOUBLE BLOCKING AT PANEL JOINT, NAILED TOGETHER w/ 3 16d SINKERS , : / a AT GARAGE OPENING. 6x6 POST WITH ABU66 IL 5/1"o THREADED 'ROD OVER ADDITIONAL DOUBLE PLATE BETWEEN » 4' \ S : - w ... , . .: �, / /s THREADED ROD w. NOTES. SUDS: DRILLED A EPDXIED R. ' " DR AND X ED w/ 12 .EMBEDMENT & 3x3x /4 WASHER. EPDXIED t2 MIN. - F H 1. ALWAYS PLACE GARAGE HEADER AT TOP 0 ROUGH OPENING. GARAGE WING WALL :ELEVATION CONVENTIONAL sw ANCHOR PER SCHEDULE.I JIL NO FULL HEIGHT ANCHOR REQUIRED: GARAGE PORTAL WIN WALL 1 GARAGE HEADER FRAMING 2 RAGG 3 GARAGE WING WALL FRAMING LESS THAN 12 4 BALLOON FRAMED ABLE END WHEN WHEN WHEN OTEDOTID S0.2 OTED S0.2 THIS DETAIL' ONLY APPLIES WHEN NOTED. ON PLAN 50,2 THIS DETAIL ONLY APPLIES WHEN NOTED ON PLAN S0. ' SPLICE 2xE x 4'-6" P.T. SYP NO.2 EXPOSED F AFTER TAIL TO EACH ROOF PORCH BEAM SUPPORT POST TRUSS 0 24" D.C. JACK STUD JACK STUD IF 4x4 IS SPECIFIED ON PLAN, AT DOOR AT DOOR USE (2)2x4 SPF#2 SUPPORT., 2x4 P.T. SYP No.2 MIN.2 2x4 PT SYP #2 / BLOCKING/CLOSURE FASTEN 6x SPECIFIED 3• w/ 3-12d TOE NAILS. RIP 24" MAX. IF 6 IS S ON PLAN WALL r7a USE (3)2x4 SPF#2 SUPPORT. SHEATHING PRE-ENGINEERED DOWN TO REQUIRED DEPTH RATED WALL SHEATHING w/ 12" MIN. WOOD ROOF TRUSSES. " » ATTACH PORCH BEAM TO 12d COMMON Ya x3Y2 8d ®6 O.C. EDGE &FIELD. CS18 w/7 1 dx1YZ PLAN VIEW PLAN VIEW SIMPSON LTT208 TAPCON SUPPORT POST w/ 2 HTS20. EACH END 48" WIRE NAILS SCREW RECESSED IN SLAB O 1 ®4" O.C. » O.C. STRAP ' AN BE w/7� THREADED ATTACH SUPPORT POST TO STAGGERED ROD EPDXIED 4" SOLE PLATE FOUNDATION INSTALLED E THEIR I ti WITH HTT4 FACE OF STD Z CS18 w/7_ 10dx174" ANCHOREACH END 0 48 w/ s/s"9x6» .EMBED EPDXY ROD. USO. J. � O.C. STRAP CAN BE SYP#2 PT SOLE PLATE -1/ d I UPLIFT # � � INSTALLED EITHER CONC. CONC. BOX COLUMN CONNECTOR SLAB SLAB I " I FACE OF STUD MAY BE USED IN LIEU OF 4x4 OR 6x6. 8d 0 3 WATER PROOFING AT FLOOR FLOOR FLOOR " ; TRUSSES TRUSSES TRUSSES DOUBLE LOWER PORTION OF TOP PLATE ELEVATION VIEW ELEVATION VIEW OR JOIST. 0 JOIST: OR JOIST. r ' BOX COLUMN BY BUILDER IF PT MATERIAL IS NOT USED. OPTION B BEAMSEE OPTION A OPTION BOVERLAP OPTION A PLAN STRAPPING SHEATHING 'OPTION C DROPPED BEAM ,ME 5 FRONT ENTRY JAMB FASTENING s BOX COLUMN DETAIL WHIEN 7 WALL STRAPPING OVER BEAM 8 RAFTER TAIL DETIAL 07E0 S0. THIS DETAIL ONLY APPLIES WHEN NOTED ON PLAN S0. OTED S0. THIS DETAIL ONLY APPLIES WHEN NO ED ON PLAN S0. KING STUD TO ,TOP PLATE: SDWC15600 SCREW. { STUD TO TQP PI TM. SDWC15600 SC EW: 0 32"<D.C. ROOF SHEATHING PER CONSTRUCTION SPEC's sT1_iD TO TOP :PLATE: STUD TO TOP PLATE: SDWC15600 SCREW. SDWC15600 SCREW. p 32" O.C. 0 32" O.C. 10d "COMMONS 1/2"x10" S. LAG BOLT STUDS TO TOP PLATE STUD To BOT PLATE: ® 6 BOT PLATE 10 ?USS SDWC15600 SCREW-... x3 " LAG S REW 0 32O.C. 2x6 SPF#2 AFTERS CK STUD: 4 74 " ®24"0.0 HEAUER TO A WITH ROUND WASHER `�.,. 1-MSTA24 AT EACH FLOOR TRUSS 2x6 SYP#2 LEDGER , ~-�... H2.ST w/2 -1/4"x6" - SDS SCREWS CSD 16' o.c 4 WOOD BEAM PER PLAN BOT PLATE TO FRAMING BOT PLATE TO FRAMING 6x6 POST 'SEE PLAN BELOW CS180 32„ O.C. BELOW CS180 32,, O.C. (2)H2.5T STUD TO BOT PLATE: BOT PLATE IQ W -U TRUSSES PERPENDICULAR TO WALL ABOVE sowClSsoo SCREW. 4x4 HORIZONTAL LEG Y4 x374 LALAG G SCREW ® 32” O.C. 3-10d TOENAILS' VX8" WITH ROUND WA HER EACH'SIDE RECESSED SCREW ' 24" O.C. 4x4 DIAGONAL V'x8" LAG SCREW ;: RECESSED 4x4 VERTICAL iv i ALL EXPOSED METAL TRUSS OR BEAM PARALLEL TO WALL ABOVE CONNECTO S ANDFASTENER SHALL BE STAINL SS STEEL WHEN s WALL STRAPPING DETAIL WHEN 10 WALL STRAPPING DETAIL WHEN 11 WALL STRAPPING DETAIL ` 12 SHED ROOF - BRA ET DETAIL oTEooTEo » _ „ SD. THIS DETAIL ONLY APPLIES WHEN NOTED ON PLAN S0. THIS DETAIL' ONLY APPLIES WHEN NOTED ON PLAN OTEa S HIS DETAIL ONLY APPLIES WHEN NOTED ON PLAN S0.2 TSCALE: 3/4 - 1 -0 h „s• .z Lou �ontigo and Ass 'ciates, Inc. 420 Tsceola Avenue Jax. Beach, Florida 32250 Ph. 242-008 Fax. 241-9557 FL: CA # $344 SC: CA# 3579 e 00 w° wM M s cn ® • 00 r a a +� o 4F N ' m e ':.. � �,�. t. �p �' •o ;,^� cit .m �Ieeet�a smgat Christoph'er'J S a b o u r i n PE FL. PE#71461 REVISIONS T DA E I SYMBOLS LEGEND ----- DESIGNATES FOOTING LINE DESIGNATES SAWCUT LINE INTERIOR LOAD BEARING WALL 1 S1.01 DESIGNATES SLAB RECESS (7rm► �� Associates, Inc. i I 420 Osceola Avenue Jax.:Beajch, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 i CD �aaesatAai@tl!3@BMlg6lap ' " N !NO. 461 Tia OF : iW Lo�8 �q I •adfEHde@�5d5`,A994- Christoph�x) Sabourin PE FLI PE#71461 REVISIONS DATE i I FIELD; ALTERATION CONTRACT SHALL CONTACT LOU PONTIGOASSOCIATES PRIOR TO MAKING NY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPRDVED BY LOU PONTIGO & ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. 17 L_ i LD V 1 W Lf) a LIJ 7 LIJ -- z O,�Z n ry W I I I� i J W i Ln _ 00 J FOUNDATION 1 S1.01 2, 0„ 01 5-0)) 70)-00' DO NOT SCALE DIMENSIONS FROM 77'-0" IF A DIMENSION IS UNCLEAR REFER TO THE FOOTING SCHEDULE AND NOTES ': Y. - . O ON PLAN FOUNDATION DRAWINGS OR CONTACT SCALE: 1/4" = 1'-0" PLAN TYPE LENGTH WIDTH DEPTH BOTTOM BARS GT JULING - CAROLINA F2.0 2'-0" 2'-0" 1'-0" 3-#5 EA. WAY BOT. DESIGN( RAWN/CHECKED F2.5 2'-6" 2'-6" 1'-0" 3-#5 EA. WAY BOT. / KM /LAP F3.0 3'-O" 3'-0" 1._0.1 3-#5 EA. WAY BOT. 01.22.18 F3.5 3'-6" ,6" 3._6,. 1'-0" 4-#5 EA. WAY BOT. SCALE F4.0 4'-0" 4'-0" 1'-0" 4-#5 EA. WAY BOT. AS NOTED 4'-6" 1$_0" 4- 5 EA. WAY BOT. F4.5 4'-15'" # TOIL -18-00006 1. THIS FOUNDATION PLAN ONLY CONVEYS Y STRUCTURAL INFO. RELATED TO THE FOUNDATION. FOR GENERAL FEATURES, DIMENSIONS, CONDUITS, ELECTRICAL EMBEDS, C i NTROL No. STEP HEIGHTS, ECT., :SEE ARCH. PLAN. ARCHITECTURAL PLAN SHOWN 'HERE IN FOR j 5271 REFERENCE ONLY. I 10A 3 3. SOIL COMPACTION AND FILL SHALL BE COMPACTED TO A MIN. OF 95% MODIFIED 4 OF 9 I I PROCTOR IN ACCORDANCE WITH ASTM D 1557. I I S1.01 I 51.:01 I LID ' 12 51.01 i �I dl QI I �� 10B _ 4 I S1.01 ^ I. S1.01 4' I I 00 i I l FOOTING TO � S1.01 1 L SAWCUT � p I� 00 O I N v/ (2)#5x30" ( ~ EPDXIED 6 ISOLATED FOOTING I I - - - - z F2. - -I 0 4 • MIN. (TYP.) SEE DETAIL 6" S1.01 Q I STAIRS BY 11/S1.01 (TYP.) S1.01 I BUILDER I ^ - - 7 -11 3 i3 4 7 -1 -J �---- ----- I ' I 4 3 S1.01 I � I ^ F20 8 - -- - I N _f S1.01 ------1 ^ ^ S1.01 F3.0 S1.01 I ^ y M ^ o I - - -_r- --- N I^^ 10'- 5» I 6 I - N - S1.01 - ------ ^ ^9 ~`� 4" CONCRETE SLAB w F2. s o I ( PAVERS �BY S1.01 PAVERS �BY OTHERS / FIBERMESH 0 1.5 LBS/ U.YD. s ,. 2 OTHERS 51.01 ^I OF CONCRETE OR 6x6 1.4xW1.4 cv WWF ON 6MIL VAPOR BARRIER 15-0$3 N I o _ 8 IN PREPARED GRADE. T _ - - _ - - , LO ^ 151.01 FA N , I 6 9 S1.01 O I S ,Y7r PROVIDE SAW CUTS PER W J nr S1.01 8 I o c STAIRS BY 5/S1.01, BUILDER TO �, S1.01' STAIRS BY BUILDER I COORDINATE WITH FINISH BUILDER' 00 FLOOR MATERIAL. 10 16'-6,> 61 2,0 6)-0" co ^ SLIDING GLASS DOOR N FRAMES MUST BE RECESSED O SEE ARCHITECTURAL PLANSA s FOR LOCATON OF SLIDING F20 S1.01 8 I g I GLASS DOORS. � �-------- -- ----- -- I S1.01 _ I ^ - - PROVIDE 2-#4x4'-0» d -0 9 - I � _ CORNER CRACK BARS � L i MONO FOOTING TO 1 51.01 I MONO FOOTING TO AT SLAB MID. -DEPTH. - STEMWALL w/ (2)#5x30" s1.01 STEM WALL w/ (2)#5x30" DOWELS EPDXIED 6" DOWELS EPDXIED 6" MIN. (TYP.) (TYP.) MIN. TYP. 6 0 76 I d ^ 1 S1.01 Ln S1.01 I co o a S1.01 ^` 1 I I S1.01 " �- _ 4 ----- -----'---_j Tia OF : iW Lo�8 �q I •adfEHde@�5d5`,A994- Christoph�x) Sabourin PE FLI PE#71461 REVISIONS DATE i I FIELD; ALTERATION CONTRACT SHALL CONTACT LOU PONTIGOASSOCIATES PRIOR TO MAKING NY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPRDVED BY LOU PONTIGO & ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. 17 L_ i LD V 1 W Lf) a LIJ 7 LIJ -- z O,�Z n ry W I I I� i J W i Ln _ 00 J FOUNDATION 1 S1.01 2, 0„ 01 5-0)) 70)-00' DO NOT SCALE DIMENSIONS FROM 77'-0" IF A DIMENSION IS UNCLEAR REFER TO THE FOOTING SCHEDULE AND NOTES ': Y. - . O ON PLAN FOUNDATION DRAWINGS OR CONTACT SCALE: 1/4" = 1'-0" PLAN TYPE LENGTH WIDTH DEPTH BOTTOM BARS GT JULING - CAROLINA F2.0 2'-0" 2'-0" 1'-0" 3-#5 EA. WAY BOT. DESIGN( RAWN/CHECKED F2.5 2'-6" 2'-6" 1'-0" 3-#5 EA. WAY BOT. / KM /LAP F3.0 3'-O" 3'-0" 1._0.1 3-#5 EA. WAY BOT. 01.22.18 F3.5 3'-6" ,6" 3._6,. 1'-0" 4-#5 EA. WAY BOT. SCALE F4.0 4'-0" 4'-0" 1'-0" 4-#5 EA. WAY BOT. AS NOTED 4'-6" 1$_0" 4- 5 EA. WAY BOT. F4.5 4'-15'" # TOIL -18-00006 1. THIS FOUNDATION PLAN ONLY CONVEYS Y STRUCTURAL INFO. RELATED TO THE FOUNDATION. FOR GENERAL FEATURES, DIMENSIONS, CONDUITS, ELECTRICAL EMBEDS, C i NTROL No. STEP HEIGHTS, ECT., :SEE ARCH. PLAN. ARCHITECTURAL PLAN SHOWN 'HERE IN FOR j 5271 REFERENCE ONLY. 1 . 1.0 2. FIGS. & FND. SHALL BE IN ACCORDANCE w LOCAL BUILDING CODES. 3. SOIL COMPACTION AND FILL SHALL BE COMPACTED TO A MIN. OF 95% MODIFIED 4 OF 9 I I PROCTOR IN ACCORDANCE WITH ASTM D 1557. Tia OF : iW Lo�8 �q I •adfEHde@�5d5`,A994- Christoph�x) Sabourin PE FLI PE#71461 REVISIONS DATE i I FIELD; ALTERATION CONTRACT SHALL CONTACT LOU PONTIGOASSOCIATES PRIOR TO MAKING NY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPRDVED BY LOU PONTIGO & ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. 17 L_ i LD V 1 W Lf) a LIJ 7 LIJ -- z O,�Z n ry W I I I� i J W i Ln _ 00 J FOUNDATION PLAN DO NOT SCALE DIMENSIONS FROM THESE DPAJWJINGS: IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. PLAN I NAME ION GT JULING - CAROLINA DESIGN( RAWN/CHECKED CS / KM /LAP DATE 01.22.18 SCALE AS NOTED LPA No. TOIL -18-00006 C i NTROL No. j 5271 SHEET 1 . 1.0 SHEAT 4 OF 9 I I TYPICAL WALL FRAMING AND TYPICAL WALL FRAMING AND ANCHORAGE ANCHORAGE PER PER CONSTRUCTION SPECS. TYPICAL WALL FRAMING AND ANCHORAGE PER CONSTRUCTION SPECS. (1)#5 CONTINUOUS, PROVIDE CONSTRUCTION SPECS. CORNER 'BARS (TYPICAL) AT WALLS GREATER THEN 12" HOOK INTO SLAB. 1-#5 CONT., PROVIDE » 8 CMU OPEN .BOTTOM LINTEL SOLE PLATE ANCHOR, SEE 3/SO.O 4'-0" HIGH, NOTIFY E.O.R. SEE 7B/S1.01 MONO SLAB FOOTING AT PORCHES CORNER BARS (TYP.) BLOCK w/ 1-#5 CONTINUOUS FOR TEMPORARY BRACING 5 WHEN SPECIFIED ON PLAN. LAYOUT PLAN AND SEE ARCH PLAN PERMANENT LATERAL ; SLAB ON GRADE, SLAB ON SUPPORT DETAIL.' �-- • ; SEE PLAN.. �; �: �_�� GRADE, m 4.= SEE PLAN. GRADE OR CONC.a ✓ /� p \. ''\ \, \\ SLAB, SEE PLAN. / ,,• d \ �' < \ l \ - \ 8 CMU STEM WALL 4 DOWEL TO MATCH VERT. _r , SHOW R P N SLOPES TO DRAIN SEE ARCH SLAB ON E STEMWALL SCHEDULE CMU REINFORCING COURSES --1- - TO 6 #4 VERT. @ 48"0. C. 7 TO 10 #4 VERT. @ 24"O.C. 11 TO 12 #4 VERT. @ 8"O.C. STEMWALLS OVER 6 COURSES TO HAVE TRUSS TYPE HORIZ. JOINT REINF. BETWEEN EVERY OTHER COURSE. FILL CELLS SOLID. • ' r' a .... r. ,- , ; _... 4 VERTICAL DOWEL @ 24 O.C. STEMWALL REINFORCING (SEE, U — n - > # , \ GRADE » \ \ PLAN. MAINTAIN 4 MIN. SLAB THICKNESS. / � ,,-'`' \ � 90 BEND INTO FTG. SCHEDULE) w/ 6 HOOK INTO z /',i \ \ / \ '� , \ SEE PLAN a , FOOTING. LAP VERT REINFORCING \ `t. 25 IF STEMWALL IS GREATER THAN- 3 COURSES /`\ 1 \ • 4 • v CONTINUOUS CONCRETE CONT. CONCRETE FOOTING . • �',�''� STEMWALL SEE 1 S1.01 FOOTING 8"d x 16"w 1 -STORY, w/(2)#5 CONT. .<.'" < 3 CLEAR 10 d x 20"w 2 -STORY, w/(3)#4 OR (2)#5 CONT. w - -� 10"x20" v w/ 2-#5 CONT. 1 STEMWALL FOOTING 2 FOOTING W/ SHOWER RECESS 3 GARAGE STEM WALL _ �01 IF REQUIRED S1 001 IF REQUIREDSCALE. 3/4 1 0( ( ) 1" DEEP SAWCUT w/ SLAB ON GRADE, TYPICAL WALL FRAMING AND ANCHORAGE ELASTOMERIC SEALANT SEE PLAN PER CONSTRUCTION SPECS. (1)#5 CONTINUOUS, PROVIDE CORNER BARS (TYPICAL) NOTES: SEP, SEE � 12" HOOK INTO SLAB. 1) PROVIDE SAWCU S TO CREATE APPROXIMATE 12' X 12' MAX. SQ.ARCH. ..4. 2) SAWCUT CONC. SLAB WITHIN 4 TO (4" MAX.) EQUAL TO SLAB TYPICAL WALL FRAM1N 12 HOURS OF CONC. PLACEMENT. THICKNESS. AND ANCHORAGE PER AB ON GRADE 7B @ SLAB RECESS CONSTRUCTION SPECS. s[� , SEE PLAN. � 5 SAW CUT :DETAIL . ACCEPTABLE WITHOUT BRICK VENEER IS �-O WALL' FRAMING INCREASE OF FOOTING SLA ON WALL FRAMING z GRADE, SIZE. a4 SEE PLAN. 8 CMU STEM WALL W/ STEP SEE x � 4 j_4 .,\ , » _. r._� � SLAB ON 4 VERTICAL DOWELS @ 24 O.C. __.-. ARCH. , PLAN SLAB ON p _ GR — , ADE:. 4 w 90 BEND INTO FTG. �. �_— _ - - _ _ GRADE o _ SEE PLAN SLAB ON - , N o z f , , GRADE l SEE PLAN. .. oo ; ALT. FOOTING AT �, SEE PLAN. . \ d a . \ \ ,. o t� \ .... - / \ y BUILDERS DISCRETION. 00 . \ \., CONTINUOUS CONCRETE -- — .�. \\ 3 @ 48 O.C. OR FOOTING ROD CHAIRS (TYP.) » OPTIONAL 8"x16„ 3 CLEAR » 1 -STORY, w/(2)#5 CONT. Q 2 FLAIR s"x16" 1 -STORY,' w/(2)#5 CONT. 12"4' w 8"x20" 10 x20 2 -STORY, w/�2)#5 CONT. >, w/(2)#5 CONT. v 8 x2o 2 -STORY, w/(2)#5, CONT w/ 2-#5 CONT. 4 STEMWALL AT GARAGE 6 BEARING AT `I TERIORrTMONO. FOOTING AT STEP-DOWN MONOLITHIC EDGE FOOTING S1.01 SCALE: 3/40' = 1,_01) �-o �_o �-O TYPICAL WALL FRAMING ANDS ANCHORAGE PER CONSTRUCTION SPECS. a PI A FRAMING 1—#5CONT., PROVIDE TYPICAL WALL SEE SLAB RECESS DETAIL COR ER BARS (TYP.) AND ANCHORAGE PER I CONSTRUCTION SPE S. --- MATCH DOOR ' 3 " RECESS TYPICAL ..MONO- , '� �'�, SEE �RCH PLAN :: �_ I PAVER BY /a FOOTING NOTES, WITH, SEE ARCH. SLAB ON OTHERS SEE DETAIL 8 S1.01: SEE ARCH BOND BEAM w 1- 5 SLAB ON � GRADE, a Q a4. GRADE, ' . SEE PLAN. - --SEE SEE PLAN. / /� / ! \ �--� SLAB ON ✓ \ \ .. 17 PAVING BY /\\ x » GRADE, o �c = 8 MASONRY I - -�� » SEE PLAN. jj _ __ ;r' STEM WALL w/ 12 x12 I 1#5 CANT. �\ \ / I _ ,4 E.J. ---_{DETAIL 10B 7 / , p u>I `� r , / / �r. �f /�. o -' .1 4 C�? 48 O.C. �, 1 T \, /\ OR CONC. - # MATERIAL \ z SHOWER PAN SLOPES TO DRAIN, SEE AR H t GRADE cv .: \� _ \ �`. f/ \ \ 1 0 // J SLAB ON SE PLAN.' r' / \ \ PLAN. MAINTAIN 4 I SLAB THICKN�`1 j ! SLAB, E ,� / ,,�\ \ w IN M N. ESS. �x._ x _ ._h .._a. / SLAB ON ;� \�. / w %/, 1 \ 4. d GRADE \\ ALT. FOOTING AT \ . o / / \ GRADE, \ �, / SEE PLAN 00, ;- -, - ,-'\/ -, BUILDERS DISCRETION. \ \00, `. � SEE PLA �j f% I• THICKENED EDGE _ DETAIL 10A w/ 1-#5 CONT. 24 LVERTICALS 8 O.C. STEMWALL & FOOTING �t¢ 12" THICK x 20" WIDE w/ (2)#5 CONT. ISOLATED FOOTING, 41, 3" MIN SEE 1/S1.01 SEE PLAN SEE SCHEDULE: PORCH STEM WALL 10 THICKENED SLAB ri1 ISOLATED FOOTINGUNDER MONOLITHIC EDGE rl STEM WALL GARAGE STEP /SHOWER S1.01 S1.01 51.01 S1.01 SCALE: N.T.S. r' 1 — N 'ION S S FROM _NS" IS HE GS Ok .,� s� , 1461 � m s. OF �` ° 73agi�d578f5 Christopher I Sabourin PE FLi' PE#71461 — N 'ION S S FROM _NS" IS HE GS Ok , SYMBOLS LEGEND DESIGNATES SHEARWALL. pHE HIDDEN -----= = LINE DESIGNATES WALL SIDE OF THE `,aka, SW. 3/6 SHEARWALL SHEATHING TO BE APPLIED:" �. Sd 0 j"DESIGNATES 8d COMMONS @ 3„ O.C. EDGE & 6 O.C. "IN THE FIELD" a� a DESIGNATES THE HEADER SIZE; NUMBER (2)2x8-1/2 ' x ' 1 . „ OF PLY'S &JACK/KING STUDS NEEDED FOR SUPPORT HEADER. Lou Pontigo and BEAM OR TRUSS, SEE PLAN Associates, Inc, ANCHOR LEGEND 420 Csceoia /venue Jax. Beach, Florida 32250 3/8" A307 DIAMETER FULL HEIGHT Ph. 242-0I908 Fax, 241-9557 X THREADED ROD, SEE DETAIL 12/SO.1 FL: CA # 8344 SC: CA# 3579 i 5/s" A307 DIAMETER FULL HEIGHT THREADED ROD SE T X5 E DETAIL 12/SO:1 seaaha/- - E 3/8 A307 DIAMETER THREADED SEE DETAIL RODTERMINATES AT FIRST FLOOR b .. TOP PLATE � f SEE DETAIL 12 SO.1 w 2 2x6 (3)2x6 1 /S0.2. �Y / E> . A a c) � fig, �� SPF#2 SPF#2 STRUCTURAL BRACKET 5 "A307 DIAMETER THREADED . ,�..."- ' (95 ROD TERMINATES . _ - AT FIRST F LOOR . Ci. ♦ ,�o - x 1 1� 2 1 2 1 1 1m 2 2x6 1 1 2 2x6 1 1 2 2x6 2 2x6 1 2 2x6 2 2x6 1 1 (2)2x6 1/1 P ST. c) / (} / c) / O / O / POST. c) / c) /. . TOP PLATE, SEE DETAIL 12 50.1• 0 I SEE DETAIL 12/50.2 / • _ - ------ (2 PLACES) w_ SIMPSON HTT5 SEE DETAIL 15 50.1 N 2 2x6 / .� c ) 2 2x6 ♦ N • I OSB WALL SPF 2= POST. POST.w SHEATHING. Q F��A � ! ...�♦ �R.., ♦e• s®�• m�. - I SIMPSON DTT2Z SEE. DETAIL 15 S0.1 Q I I I Christopher) S a b o u r i n PE M L CD Q SIMPSON LTT20B SEE DETAIL 15/50.1 FL, PE#71461 WALL STUDS REDUCE REVISIONS DATE N I I N Q \\ I W W LOCATION I ( I PLATE STUD SIZE N I m0_' HEIGHT & SPADING r7 I Q o w ao X DO m N EXTERIOR 9'`1" 2x4 SPF#2 0 16 O.C. N FASTEN TOP OF WALL TOP PLATE TO STUD Q _Q \ I MAX '3)2x6 Q �„ N '� _ 2x6 SPF#2 @ 16 O.C. or PER DETAIL 5/S0.1. w/SDWC15600 ®48 O.C. N _ I EXTERIOR / PF#2 ( P7 I N X I MAX 2x4 SPF#2 @ 12" O.C. O 11 N OST. m I I- I w 10 -1 ro X I EXTERIOR2x6 SPF#2 @ 16 O.C. ' PROVIDE MIN (2) L� N N 14'-0" I cn Q I INTERMEDIATE JACK _ r INTERIOR 10'-0" 2x4 SPF#2 ®16" O.C. STUDS. FASTEN TOP & OSB WALL FASTEN TOP OF WALL I Q � q MAX i 2x6 SPF#2 @ 16 O.C.or W INTERIOR 12 0 # _ SHEATHING. I PER DETAIL 5 S01. IIELD ALTERATION BOTTOM w/ SDWC15600 I / m F- .- MAXMAx 2x4 sPF#2 @ 12 o.c. s7un N07M CONTRACTOR SHALL CONTACT LOU co PONTIGO 6 ASSOCIATES PRIOR TO \ II I I 1.) WALL STUDS SPECIFIED ON PLAN SUPERSEDE THIS TABLE MAKING ANY STRUCTURAL HELD T T N1. IOP PLATE L.0 STUD MODIFICA71pN5WHICHMAY.VARY l p» W SDWC15600 @ 48 O.C. I 2.) MINIMUM STUD SIZE AND SPACING ARE SHOWN. FROM THE INTENT OF THE ORIGINAL CONTRACTOR MAY INCREASE STUD SIZE TO MEET CONSTRUCTION DOCUMENTS. ANY I » I ARCHITECTURAL REQUIREMENTS. FIELD ALTERNATIONS MADE PRIOR TO pVQ NTS. I 2x4 SPF#2 C�➢ 1 O.C. BEING APPRdVED BY LOU PONTIGO & 3. SPF DENOTES SPRUCE PINE FIR.. SYP DENOTES SOUTHERN ASSOCIATES MAY RESULT IN ADDITIO AL ENGINEERING DR I 3 X6 YELLOW PINE. N _.I c )2 (2)2X1 � 2 2 INSPECTION FEES. 2 2x12 � I � c) I >� SPF#2 � 4. .USE SYP 2 FOR ALL .TOP PLATES AND SOLE PLATES. # \ 3 2x6 2 2x6 ) # POST. c) c) .. SPF#2 SPF#2 5. FASTEN BOTTOM PLATE OF INTERIOR LOAD BEARING WALLS i TO CONCRETE SLAB w i6d MASONRY CUT NAILS @ 16 D.C. -- STRAP HEADER '2 2x8-1 1 POST. POST. .__:.I ;' / (n \ ) / MINIMUM. SEE SO.O FOR AT I � 3/ R ADDITIONAL ANCHORS PER 7/S0.1 SHEARWALLS / I T COMBINED USE PANEL NOTES rL \ SEE DETAIL 1 50,2• 1. EXTERIOR WALL SHEATHING SHALL BE �■ (3)2x6 (2)2x12 / V (2 2X6 SPF#2 POST DIRECTLY x CONTINUOUS FROM BOTTOM PLATE TO UPPER MOST SPF#2 N # OW .P ABOVE. PROVIDE TOP PLATE. SEE DETAIL 1 SO.1 FOR SHEATHING V J w BEL OST E N SPLICE LOCATIONS FOR J > POST. ,,-, R MULTI STORY CONDITIONS S LID BLOCKING WITHIN FLOOR d tt '' '' ..>. o PROVIDE MIN. W I I 6x6 P.T. SYP 2 POST I -� m N SYSTEM. # 2. SEE SHEET S0.0 FOR WALL SHEATHING , I T � I (2)INTERMEDIATE A E ___1\\\-w/ABU66. ' ' I , Q \ � ) T_�I� _L�I ,�SPECIFICATIONS. W ?� ,I T SEE DETAILN W - MA �JACK STUDS.I N rn {>.,.2/S0.1.( v oD _�-�_ ;.., TYPICAL 3. UPPER MOST TOP PLATE SUPPORTING ROOF I .-I 9 :. MEMBERS SHALL BE STRAPPED WN 1N _ m (� AS SHO > N I'- __ _ .. �. v I Q DETAIL 1 "SO.O I (n 1 N N / (n - :r. J ` X UjW 4. INSTALL SOLE PLATE ANCHORS P DETAIL. U � N PER 7,U _,,,1 ` �m I ^ 3 SO.0 N L� I) P N T I ® 0\ STRAP HEADER ---L Q A ovEGENERAL NOTES w EA. END w/ m MSTA24_ x 1. SEE DETAIL.2/50.0 FOR WALL FRAMING, DETAIL. i nn " I N II SEE WALL STUD SCHEDULE THIS SHEET FOR STUD 0 EE .. ! I I SEE 3 S0.1 FOR BEAM SIZES AND SPACING. AT GIRDERS AND BEAMS, I PROVIDE- STUDS BELOW TO MATCH' BEAM GIRDER t , 3 2x6 CONN. (TYPICAL) / W I c ) PLIES.` 2 2x6 I SPF#2 i I 2 2X12 2. SEE SHEET SO.0 FOR ROOF AND FLOOR SPF#2 � � POST. c ) SHEATHING SPECIFICATIONS. 2 2x12 POST.(2)2x`12-2/2 c) I 3. WHERE FRAMING MEMBERS CONSIST OF MULTIPLE _ _... . -�_ 2 2x6-1 1 2 2x12 �, c) / ) Y /(2)2x8-1 1 ( ) __ _ , _ / PLIES BEAMS, HEADER, AND STUDS)'FASTEN PLIES TOGETHER PER DETAIL 6 SO.O SHEATH WALL CONT. THRU I , / '�C ❑ STRAP HEADER LO'W ROOF TO ALL ABOVE. I _ PER 7S0.1 -. , 4. INSTALL SOLE PLATE ANCHORS PER DETAIL W w I / OVERLAP FLOOR SYSTEM 12 >3` SO'O > I FASTEN TOP OF WALL.. � oI MIN. SIMILARTO 1 /S0.1 __ I m PER DETAIL 5 S0.1. 5. AT SHEARWALLS PROVIDE DIAPHRAGM In Z Q ATTACHMENT PER DETAIL 5 SO.1 N I N I 6. FOR ATTACHMENT OF EXTERIOR WALLS THAT PROVIDE MIN � . - N I N to TERMINATE BETWEEN TRUSSES; SEE 5A/SO.1 \ co U, (2)INTERMEDIATE JACK N c) 10 F- - 7. AT PORCHES SEE DETAIL 2 SO:1 FOR FRAMING M STUDS. FASTEN TOP & x / ao I X � N AND HOLD DOWNS." �-' I ?� I Cn N BOTTOM w SDWC15600 / n ,-. cn 00 CS18 STRAPPING DETAIL V r� � PROVIDE MIN (2) i INTE E JACK RM DIATE cv CS18 STRAP w/ 10" j L STUDS. FASTEN TOP & END`LENGTH. FASTEN �, THIS END w/ 9-10d. BOTTOM w/ SDWC15600 OSB WALL L WALL FRAMING-/ SHEATHING.x Z sk -1 1 x T IR=(2)2,=(12-2/2 2- (2)2x6 1 /1 (2)2x6 / (2)2 6 POS D ECTLY STRAP HEADER EA (2) x8 1 /1 F�T FLOOR NO NAILS REQUIRED. BELOWPOST ABOVE. END w/ MSTA24 IN CLEAR SPAN (2)2x6 PROVIDE SOLID BLOCKING FLOOR , TRUSSES FRAMING SPF#2 WITHIN FLOOR SYSTEM. OR JOIST. POST. WALL FRAMING .11 zo PLANUj w SHEAR ALL NOTE. SW. 3/6 I, o CS18 STRAP w/ 10>, J SW. /6 DESIGNATES SHEARWALL END LENGTH. FASTEN THIS END w/ 9-10d. NAILI G - 8d U 3" EDGE AND 6„ "FIELD " DO NOT S ALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR SOLE PLATE ANCHORS - SEE SCHEDULE ON z CONTACT THE E.O.R. ON D TAIL 3/SO.0 PLAN NAME FIRST FLOOR FRAMING PLAN (""JULINGTON - CAROLINA SOLE PLATE ANCHOR SPACING SCHD ALL EX ERIOR WALL 42" O.C. UNLESS OTHER NOTED SHEA WALLS 24" O.C. (SW&03"/6")SOLE PLT ® f, WHEN NOTED ON PLAN 01.22.18 SEE NOTE 2 1. S PER DETAIL <; DESIGN/RAWN/CHECKED CS / KM LAP -DATE 01.22.18 SCALE AS NOTED LPA No. TO IL -18-00006 CONTROL No INSTALL SOLE PLATE ANCHOR R D L 3 0.0 ' / � 5271 SHEET 2. 2. AN HOR SPACING SHALL BE AS NOTED. FOR uf"FFICE COFY EXAMPLE SOLE PLT Q 36" = 36.. ON CENTER SPACING 1 �, SHEET 6 OF 9 7 8 S0.2 EJ27 EJ27 EJ27 EJ37 RAFTER TAILS, SEE DETAIL 8/SO.2 (TYP.) I 1 2 � SIM, PORCH CEILING SHEATHING AT 'BOTTOM CHORD OF -71 TRUSS SEE 2/S0.1. I 8 50.2 RAFTER TAILS,_ SEE DETAIL 8/SO.2 (TYP.) N t- (2)HTS16 II 1 II "HTS16 i SYMBOLS LEGEND -�-. -' TS16 DESIGNATES UPLIFT CONNECTION.7p RAM14G PLAN NOTES, F s 1. F R TYPICAL ROOF SHEATHING AND FRAMING, SEE SHEET SO.0. 2. F R SPECIFIC UPLIFT CONNECTORS, SEE PLAN. MIN. (1)SDWC CONNECTOR. 3. F R GENERAL'DESIGN SPECIFICATIONS SEE SHEET-SO.O: 4. HENUSING (2)H2.5T CLIPS ON V/2" WIDE LUMBER,.PLACE'CLIPS CIA D AGONALLY ACROSS DOUBLE TOP PLATE FROM EACH OTHER. Lou ontiago and TRUSS Ass iciates. Inca FASTENING DETAILS 42U Osceola Avenue jax. Beach, Florida 32250 Ph: 242-008 Fax. 241-9557 FL CA # 344 SC: CA# 3579 RAFTER TAILS, RAFTER TAILS, o.a o � 8 SEE DETAIL SEE DETAIL 8 ®ted®, M SO.2 8/SO.2 (TYP.) 8/SO.2 (TYP.) S0.2 p' H TS16fi�••�;•00 (2)HTS16 id (2)HTS16 _ b 0. I� cn 00 N Lig L7 LSA Lr) LID LID tL �0 (D ` O O O I M Ct �t LD Lf� , LS7 LS) I d M N y ® O N M M M co co M co M M cM O O O O O O O O O 0 O p O O [A O ° M N y' M H H H f- I- f- H N I O li LL LL LL LL LL H H H I- F- }- S` N ro o �o N lul e q 4 ., e fwd A •q� i"^ ® � -.., DIRECTAo b.. .. Y... R.. `R .. .b'�.. • STU .� �� .. aH A c 1 x TO BEL W 'TRUSS TOP PLATE TO ,3 f��aF� qb� j 2 6 BLOCKING SDWC15600 STUD SDWC15600 °'pBewe't` f I >. j FASTENED TO Chllstopher j SabouTin PE SHEATH WALL CONT. THRU LOW ROOF TO I I TRUSS TOP CHORD EJ04 F L P E# 71 4 61 BEAM BELOW. w/ A34 EA. END I TRUSS TIE DOWN WITH SIMPSON SDWC I REVISIONS DATE I 2x6 EXPOSED RAFTERS (� 24" O.C. EJO IFASTEN TO TRUS TOP CHORD w/ Rafter to Top: Plate shown A34 ANGLE. FASTEN TO BEARING Truss to Top Plate similar EJ0 w/ SDWC15600 SCREW. L Optimal 22Ki (2) HTS1'6 SHEATH WALL CONT. I I EJO 10' a I THRU LOW 'R00'F TO --- -• I 39 - _ - I BEAM BELOW. i EJ0 1 FIELD! ALTERATION 1 : CONTRACT. R.SHALL CONTACT LOU I' STU DIRECTLY PONTIGO t AS PRIOR TO I I 2X6 BLOCKING EJ0 MAKING ANY STRUCTURAL FIELD BEL W TRUSS �- I FASTENED TO Y Max MODIFICA1 IONS WHICH MAY VARY .. FROM THE iN.TENT OF THE ORIGINAL TRUSS TOP CHORD CONSTRUOTION DOCUMENTS. ANY FIELD ALTE ' ATI I I ONS MADE PRIOR TO EJO ;. I w/ =.A34• EA. END BEING APP VIED BY LOU POJG0SDWC156DO TOP PLATE TO ASSOCISULTD ADDITIOLIAL ENGINEERIN STUD SDWC15600 INSPECTION FEES. Note: 1. SIo ed -roof rafters ma be slo ed u to nil i P Y P P a ncluding H T 1 1 0 a 12:12 pitch and must be "birdsmouth cut. (2) S 6 HTS . W 2. Reference detail 4 for installation Instructions. r 1111666N _ 1 I 2)HTS16 OR r• Vol, S1.2 2 HTS16 a o o SI PSON SDWC INSTALLATION RANGE (2)MSTA24 I ( LL LL ,� V r L - _ I II il _TTI OSB BLOCKING PER FTo g (` � � DETAIL 5E/S0.1 S0.2 I FRAME UPPE LEVEL CONT. FTO I C` 9// X1 FROM 1ST LEVEL TOP PLATE W -1 TO 2ND' LEVEL TOP PLATE. SHEATH WALL CONT. I DO NOT FRAME KNEE WALL -- FToLOU ��.� 1 ®tea I 0 SYS . [ -ELEVATION. m FLOOR THRU LOW ROOF TO fE H TS16 H TS16 J� RAFTER TAILS, / SEE DETAIL J 8/SO.2 (TYP.) BEAM BELOW. I _ _, FTOI Will Wt 'j �. ten, FTO 2x12 BLOCKING ..i. L OSB BLOCKING PER BETWEEN EA i S0.1 TRUSS, RLP TO FIT. ST D NOT DIRECTL DETAIL 5Ei B LOW TRUSS FTO 0 SDWC15600 S1OR FTo W6 (2 )HT1 Note. (2)MSTA24 Reference detail 2a for Installation angle limit , FTO S0.1 - S --- WC INSTALLATION 4711 I Rafter to Top Plate shown , n I' SHEATH WALL CONT. I (Truss. to Top_'Plate similar) ,.1 ; 1 ; THRU W LO ROOF- TO 1ST W I r-- LEVEL BOTTOM PLATE.0 Ln z 1 x � r ma r� T STUD NOT DIRECTL I 1 - SHEATH WALL CONT. THRU BELOW TRUSS m 1' � W LOW ROOF TO I ST LEVEL -I BOTTOM PLATE. OVERLAP.. FLOOR SYSTEM 1 Do not Install SDWC In I 0 2 MIN. S0.1 ® hatched area a L 1 jr i SDWC15600 U Overhang 1 1/2" MIN 2" MAX I r N N 1N N N N N N N N N N C4 N M N N N N N M M coM O O O O O O O O O O O O O O O O O O O F- 1- LL LL UL U_ LL IL > LL LL. LL LL LL U LL_ U- LL L LL LL SDWC INSTALLATION RANGE P _ y , FLOOR AND S0.1 ROOF ROC TRUSS 8 S0.2 Rafter or Truss Y"" minimum edge PLACEMENT LENT distance for full values (with or Splice m in without a late P may be upper or rL/'1N P lower, plate TRUSS / ROOF RAFTER NOTES: STRAPPING NOTESp } slice i 1. :STRAP TRUSSES AND ROOF` RAFTERS TO BEARING DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION: 15 WITH 2-12D TOENAILS & 1-SIMPSON SDWC15600 UNCLEAR REFER TO THE 2ND FLOOR WALL ARCHITEGTURALDRAWINGSOR _ Ya from top .plate . r , SCREW UNLESS OTHERWISE NOTED CONTACT THEE.O.R: STUDS. SET ON splice Offset `� P ; DOUBLE TOP PLATE for full values STUD NOT DIRECTL BELOW TRUSS PILAN NAME JULING ON - CAROLINA K DESIGN/iDRAWN/CH EC KED PRE-ENGINEERED CS KM /LAP WOOD 'ROOF TRUSSES. 2 6 BLOCKING DATE 1 B TWEEN EA. TRUSS S CAT TOP PLATE SPLICE ,0 22.18 L /� ! SCALE F OOR D N ROOTF RUSS PLACEMENT PLANS NOTED SCALE: ;1/4" l'-0" , � '; LPA NO. T00L-18-00006 C$NTROL No. 5271 1 DETAIL j SHEET l•2 S1.2 SHEffT 7 OF 9 , Products PIotID Length Product Plias Net Qty y FB03 23-10-08 onCENTER® LVL 2OE 1 314" x 16" 2 FB 2 0 23-11-08 R onC 4 1 ENTERO LVL 2.OE 1 3/ x 6 3 FB01 14-06-08 onCENTER® LVL 2.OE 1 3/4" x 16" 2 1. :STRAP TRUSSES AND ROOF` RAFTERS TO BEARING DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION: 15 WITH 2-12D TOENAILS & 1-SIMPSON SDWC15600 UNCLEAR REFER TO THE 2ND FLOOR WALL ARCHITEGTURALDRAWINGSOR _ Ya from top .plate . r , SCREW UNLESS OTHERWISE NOTED CONTACT THEE.O.R: STUDS. SET ON splice Offset `� P ; DOUBLE TOP PLATE for full values STUD NOT DIRECTL BELOW TRUSS PILAN NAME JULING ON - CAROLINA K DESIGN/iDRAWN/CH EC KED PRE-ENGINEERED CS KM /LAP WOOD 'ROOF TRUSSES. 2 6 BLOCKING DATE 1 B TWEEN EA. TRUSS S CAT TOP PLATE SPLICE ,0 22.18 L /� ! SCALE F OOR D N ROOTF RUSS PLACEMENT PLANS NOTED SCALE: ;1/4" l'-0" , � '; LPA NO. T00L-18-00006 C$NTROL No. 5271 1 DETAIL j SHEET l•2 S1.2 SHEffT 7 OF 9 , SYMBOLS LEGEND DESIGNATES SHEARWALL. THE HIDDEN l + 1 ---------- LINE DESIGNATES SIDE OF WALL THE SW: 3/6 SHEARWALL SHEATHING TO BE APPLIED. { 8d @ j DESIGNATES Sd COMMONS @ 3" O.C. EDGE & 6 O.C. „IN THE 1 FIELD"I {{ DESIGNATES THE HEADER SIZE, NUMBER 2 OF PLY'S & JACK/KING STUDS NEEDED (2 )2x8-1 / FOR SUPPORT HEADER. nyMmw. ,; ,... Lou Ponti3 o and --- BEAM OR TRUSS, SEE PLAN A s s d c i a t e s, Inc. ANCHOR LEGEND 420 Osceola Avenue Lax. Beach, Florida 32250 3,9" A307 DIAMETER FULL HEIGHT Ph. 242-01908 Fax. 241-9557 XTHREADED ROD SEE DETAIL 12/so.1 FL. CA # X344 SG. CA# 3579 - L 5 A307 DIAMETER FULL HEIGHT " E HT , X5 THREADED ROD SW:, 3/6 `� SEE DETAIL 12/S0.1 aie � for a� ff PROVIDE MIN. 3/a A307 DIAMETER THREADED F ROD TE �� TERMINATES AT FIRST FLOOR TOP PLATE SE D .� -(2)INTERMEDIATE �.Y E DETAIL 12/so.1 6, a� „ JACK STUDS. o A307 DIAMETER THREADED Fj 0 _ q ; 66 V _ ROD TERMINATES AT FIRST FLOOR ° O. °rat m „ m I .�� TOP PLATE, SEE DETAIL 12/S0.1 -� 4 o s ° O I I C ® O a b N CO 00 S 2 2X6 1- 3 I SIMPSON NTT5 SEE DETAIL 15 50.1 ° 7 ( / 5 /3 d V) co, .rq m N CptU X X N N 0 SIMPSON DTT2Z SEE DETAIL 15/50.1 N CS18- SHEATH N CS1 , SHEATH WALL CONT. � I ..,. SHEATH WALL .CONT. I Chrlstoph t ) Sabourtn PE THRU` LOW ROOF TO' TRUSS T51 ABOVE THRU ` SIMPSON LTT208 SEE DETAIL 15/S0.1 F L 1' F # 7.14 61 BEAM BELOW. I LOW ROOF TO � I BEAM BELOW. 1 - - - - - - '(22x6 SPF#2 (2)2x6 SPF#2 I N WALL STUD SCHEDULE REVI I NS DAT CVIPOSTSTRAPTO POST. STRAP TO O E O PLATE STUD SIZE V)I OW w CS18. BELOW w CS18. tri LocaTloN Q_- BE I Q HEIGHT &SPACING � I W I. I w 9 _t„ „ m I I m EXTERIOR MAX 2x4 SPF#2 Q 16 o. C. � I � 0 _ I Q 1 ( H Q EXTERIOR MAX 2x4 SPF#2 @ 12" O.C. � I � J w I J w EXTERIOR 10'-1 TO " =J D I I J 14'-0.. 2x6 SPF#2 @ 16 O.C. Q I Q lo, -O" ?> � 1 ?�, � INTERIOR MAX 2x4 .SPF#2 @ 16 O.C. L,J CS18 `@ BOTTOM OF STUD I w 0- 0- 12 0 2x6 SPF#2 @ 16 O.C. or m WHERE NOTED. SEE DETAIL I o- INTERIOR FIELD ALTERATION Q � I Q MAX 2x4 SPF#2 @ 12 O.C. AT BOTTOM RIGHT OF PAGE. Of I PONTIGO R SHALL CONTACT LOU STUD NDTES:% CONTRACT ASSOCIATES PRIOR TO w I I V) W 1.) WALL STUDS SPECIFIED ON PLAN SUPERSEDE THIS TABLE MAKING ANY STRUCTURAL FIELD m : I m: MODIFICATIONS WHICH MAY. VARY FRAME UPPER LEVEL CONT. I 4 1� 2.) MINIMUM STUD SIZE AND SPACING ARE SHOWN. FROM THE INTENT OF THE ORIGINAL FROM 1ST LEVEL TOP PLATE S0.1 CONSTR CONTRACTOR MAY INCREASE STUD SIZE TO MEET UNION DOCUMENTS. ANY ARCHITECTURAL REQUIREMENTS.: FIELD ALTERNATIONS MADE PRIOR TO 4 - TO 2ND LE EL TOP PLATE. I BEING APPROVED BY LOU PONTIGO & ASSOCIATES Y 1 3. SPF DENOTES A MAY RESULT IN SO. ) TES SPRUCE PINE FIR:. SYP DENOTES SOUTHERN DO NOT FR ME KNEE WALL 1 N ADDITIOALENGwEE ENGINEERING .YELLOW PINE. � R @ FLOORS STEM ELEVATION. INSPECTION FEES. 1 x 4.) USE SYP#2 FOR ALL TOP PLATES AND SOLE PLATES. N N 5.) FASTEN BOTTOM PLATE OF INTERIOR LOAD BEARING WALLS TO CONCRETE SLAB w/16d MASONRY CUT NAILS @ 16" O.C. 1 MINIMUM. SEE 3/ SO.0 FOR ADDITIONAL ANCHORS AL 3 SHEARWALLS ( )X6 100 SEE 3/SO.1 FOR BEAM �-SPF#2 1 1 U CONN. (TYPICAL) COMBINED USE PANEL NOTES 7 POST. RUSS T49 B E SHEATH WALL CONT. V - - - _ (2)2X12 1. EXTERIOR WALL SHEATHING SHALL BE U THRU LOW R )OF TO 3 2x6 SPF 2 x f2 (2)2X6 ( ) CONTINUOUS FROM BOTTOM PLATE TO UPPER -MOST BEAM BELOW. l I SPF#2- � POST. STRAP. TO TOP PLATE. SEE DETAIL 1/S0.1 FOR SHEATHING I V J C�1 POST. � BELOW w/ (2)CS18 SPLICE LOCATIONS FOR MULTI STORY CONDITIONS I /� W O 6X6 P.T. SYP#.2 POST 2.; SEE SHEET ( 7t S0.0 FOR WALL SHEATHING (/) ti./ J SET ON BEAM BELOW. SPECIFICATIONS. Uj nw 1 SEE DETAIL 1 S1.3 TYP. m � ( ) 3. UPPER MOST TOP PLATE SUPPORTING ROOF ` J � r- MEMBERS SHALL:. BE STRAPPED AS SHOWN IN O { I cel I � I Q. ., DETAIL 1 S I � 1 J I 4. INSTALLS I _ _. ., +; oD OLE PLATE ANCHORS PER DETAIL Uj J D s,. ,,,:. x r 1U a I ly-N 3/so.o I w OPE 0 z n OW n. GENE Q I RAL NOTES , 1- I 1. SEE DETAIL 2" S0.0 FOR WALL FRAMING DETAIL.01 J / U) I I I SEE WALL STUD SCHEDULE THIS w SHEET FOR STUD l SIZES AND zt SPACING, AT, m" GIRDERS AND BEAMS ; 1 w PROVIDE: I :. : STUDS BELOW TO MATCH BEAM/GIRDER N� O (2)2x12 PLIES; , W m40 4 v 1 2. SEE SHEET 50.0 FOR ROOF 1 Q AND FLOOR m --_--= SHEATHING SPECIFICATIONS. CS18 1 F- I �� STRUCTUR/�,L BRACKET 3. WHERE FRAMING MEMBERS CONSIST OF MULTLPLE � PLIES BEAMS HEADER AND STUDS FASTEN PLIES l I I I � SHEATH WALL CONT. SEE DETAIL 12 S0.2 � ( ) I 1 m / TOGETHER PER DETAIL 6/50.0 THRU LOW ROOF TO 1ST L,J � (2 ,PLACES) LEVEL BOTTOM PLATE. 4. INSTALL SOLE PLATE ANCHORS PER DETAIL SHEATH ALL CONT. I W THRU LOW ROOF TO 1ST 3/soo I �. I LEVEL BOTTOM PLATE. I CS18 5. AT SHEARWALLS PROVIDE DIAPHRAGM 0 I �1 � G ATTACHMENT PER DETAIL 5/50.1 r.. I I I I 1PROVIDE MIN. z 6. FOR ATTACHMENT i m OF EXTERIOR WALLS THAT W 2 INTERMEDIATE 00 TERMINATE BETWEEN TRUSSES, SEE 5A I I S0.1 X / JACK I iI L� I I STUDS. 7. AT PORCHES, S EE DETAIL 2/S0.1 FOR FRAMING q 6A, AND HOLD DOWNSPOST, SEE HANDRAIL PLAN I BY OTHERS CQ I aaaaaaaaaaaJ O CS18 STRAPPING DETAIL p I T CS18 1 f C518 I CS18 STRAP w/ 10" I } { I I a S i 6 p ! I I I I ( I END LENGTH. FASTEN I I THIS END W/ 9=10d. I X IF N 00 00Ili o I w U x WALL 'FRAMING c z ( q I _��... i I I I SET POST DIRECTLY CS18 , 9 I � I I I ON BEAM BELOW, ` (2)2x6 SF F #2 (2)zXs 1 /1 I �» CKI TE � � N0 NAILS REQUIREDU IRED S COND STRAP w/ 2-CS18 I FLOOR SHEATHING POST. STRAP TOTO JIS /2 8N iNCLEAR FLOORSPAN BELOW w CS18: FLOOR TRUSSES , I- FLOOR}, OR JOIST. _.. _ _ __.__.w.._. TRUSS K I W FRAMING WALL FRAMING I z I Iqd .11 IIS I N CS18 STRAP w/ 10 I END LENGTH. FASTEN i `• .._.r____._--__� THIS END w/ 9-1Dd. _._ . DO NOT SCALE DIMENSIONS FROM TRUSS OSB PANEL BRACE TO OF WALL r=. THESE DRAW,ING5.1F A DIMENSION 15 UNCLHAR REFER TO THE PER 1S0.1SIM. FT01 BLOCKING / ( ARCHITE URAL DRAWINGS OR COACT THE E.O.R. BETWEEN WC1560 I SD 0 Y NAIL 2x12 RIPPED TO FIT. FACE TRUSSES PT HEADER, �.:: _ PLAN NAME I TO POST w/ (6)10d. FASTEN SECOND FLOOR FRAMING PLAN SEE PLAN I JULING ON -CAROLINA I TO EA "TRUSS CHORD EA END/, --WALL FRAMING SCALE: 1/4" = 1'-0" W/ (3)10d TOE NAILS. DESIGN/{DRAWN/CHECKED j CS KM LAP I DATE I TRUSS TO BEAM W/ H2.5 101.22.18 z I SCALE POST, SE E I i �S NOTED PLAN. j LPA No. a TOLL -18-00006 C NTROL No. 5271 1 PORCH SECTION SHEET OFFICE_ S1.3 SCALE. 3/4„ - 1 -0 I S1.3 SHEET 8 OF 9 I I SYMBOLS LEGEND TS16 DESIGNATES UPLIFT CONNECTION. 1 F R TYPICAL ROOF SHEATHING AND FRAMING, SEE SHEET SOA. AIN 2: F R SPECIFIC UPLIFT CONNECTORS, SEE PLAN. MIN: (1)SOWC CONNECTOR.3 F R GENERAL DESIGN' SPECIFICATIONS SEE SHEET SOA:4. HEN USING (2)H2.5T CLIPS ON 1 /2 WIDE LUMBER, PLACE' CLIPS D AGONALLY ACROSS DOUBLE TOP PLATE FROM EACH OTHER. w. Lou Pontigo and Associates. Inc. TRUSS i 4 FASTENING DETAILS 20 � ceola s Avenue Jax. Beach, Florida 32250 Ph. 242-0 Fax. 241-9557 FL. CA #: 344 SG CA# 3579 I RAFTER TAILS, q SEE DETAIL -8 �qN IVIV«g �, 8 S0:2 TYP. SO.2 �.. ' y ,m 61 w . a _ " a- 7) n a f r e 9* r o o N tiuzi p �y +8 a ISTUD DIRECTLY w BEL W TRUSS TOP PLATE TO SDWC15600 STUD SDWC15600 Christo her Sa ourin P p ) b E' j HTS16 FL PE#71461" TRUSS TIE DOWN WITH SIMPSON SDWC t-- REVI�IONS DATE � HTS16 RAFTER TAILS RAFTER TAILS, , Rafter to Top Plate shown L SEE DETAIL SEE DETAIL Truss to Top Plate similar .2 S0, ' TYP, 8/S0.2 (TYP.) 8 / (TYP.) Optimal 22}¢' i 8 10 0 SO.2 30 i 8 S0.2 FIELD, ALTERATION CONTRACTOR SHALL CONTACT LOU STU DIRECTLY PONTIGO tp ASSOCIATES PRIOR TO BEL W TRUSS MAKING ANY STRUCTURAL FIELD OFFICE COPY . - "Max MODIFICATIONS WHICH MAY VARY ' I FROM THE TENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPRrJVED BY LOU PONTIGO & SDWC15600 TOP PLATE TO ASSOCIATES MAY RESULT IN � .STUD SDWC15600 ADDITIOrIAL ENGINEERING OR LTO INSPECTION FEES. 4 Note: 1. Sloped—roof rafters may be sloped u to and including i SIM.' P Y P P 9 a 12:12 itch and must be "birdsmouth" cut. 8 0 I 2 P 2. Reference detail 4 for Installation Instructions. SO.2 ff SO.1 I 1 T50 I i . SI PSON SDWC IN TALLATI NGE Z (2)HTS16 , (2)HTS 16 S ON RA 49 �� RAFTER TAILS (f'� j `D ,._ SEE DETAIL r v, V (2)HT5162i 8/S0.2 (TYP.) 71 L , I i »�V / ' ' I PORCH CEILING SHEATHING $�,� .. m ZI —AT BOTTOM CHORD OF a =® ' TRUSS SEE 2 S0.1. VO4 r , �..� _ IM. =I- T S L. 2 S0.1 I 0I RAFTER TAILS _ [§f UD NOT DIRECTEJ1b r L I Z n SEEDE AIL BLOW TRUSS T 50.2: TYP. SDWC15600 50.2 W 1 Note. Reference. detail 2a for .Installation on le limit J �I/ J X LF m XXXXXXXXXXI XXX Rx>� KXX AF- 711 S WC INSTALLATION-"� HTS16 8 V05 Rafter to Top Plate shown EJ 2 (Truss to Top Plate similar) SO.2' _ ' r ' W n V6 o ; 0 2x6 EXPOSED RAFTERS C�? 24 O.C. 6 - Z... FASTEN TO TRUSS TOP CH I EJ 2 ORD w ox fi � 2 STUD NOT DIRECTL A34 ANGLE. FASTEN TO BEARING ,� 1113EIOW N/ 07TRUSS, W w SDWC15600 SCREW. / EJ 2 I ,' Do not install SDWC in EJ2 0 o q � hatched. area.. I o SDWC15600 I V EJ92 _ 1 1�2>, MIN 47 � Overhang » 2 MAX 4 T46. .14 EJ 2 I It 170 170 co co SDWC C INSTALLATION RANGE ROOF TRUSS (2)HTS16 HTS16 RAFTER TAILS, 8 PLACEMENT SEEDETAIL-/SO.2 N, minimum edge Rafter or Truss 8/S0.2 TYP.) distance for full PLAN values (with or Splice I ce ma be n upper r P Y PP 0 without a plate lower plate Roof Truss Connector List splice) j M n f Product ` t a u Qty DO NOT SALE DIMENSIONS FROM USP�+ L� �+ THESE DRAWINGS. IF A DIMENSION IS T 1 1 D 26 7 UNCLEAR REFER TO THE Y." from top plate . ARCHITECTURAL DRAWINGS OR ;,. CO T ACT THE E.O. N R. splice Offset , for full values STUD NOT DIRECTL TRUSS /ROOF RAFTER NO -TES.. STRAPPING NOTES t ' BELOW TRUSS PILAN NAME rJUIUNIG, —CAROLINA 1. STRAP TRUSSES AND ROOF RAFTERS TO BEARING WITH 2-12D TOENAILS & 1-SIMPSON SDWC15600 DESIGN/DRAWN/CHECKED SCREW UNLESS OTHERWISE NOTED CS KM /LAP DATE SDWC AT TOP PLATE SPLICE io1.22.1s SCALE ROOF TRUSS PLACEMENT PLAN >a5 NOTEb SCALE: 1/4" = 1'-0" LPA No. TOL L-18-00006 C�NTRCIL No. I 5271 SHEET '; 1 SIA I ° SHEtlT 9 OF g i `= I I N=! - O Z Z U) LU twnw~O m- oG cC Z m O ED, LL o o H w 0 a3Z O ' W W Q Fm O W ,_% LU o0= z f- ¢�Z 0 O ce W N W Z o aj O �uO� U) 0 d P Z Q ` . w_p f- LU— V cG W D Z UU) ar LU c O cz °d LU = O a. v7 �-Z LU a F- Ce O 0 W V- _J _j z c�O� 0 LL. aoJ 0 Coe- 94 w O to W V Z a 0 oou, z W a cc ce o0 Z , Uj ,Z Z �O¢ o�� co > a _j O0 w v=i 0 0 C - 0 � V cc cn b LU R- 0 0 W >- o _ G0 V v �-W� cn go c� a� nz 00 °a Lou J Q CG J U3 a C) Z = r-% W OU cn_ LU W Z cc =F- M,m cc w z O0'� (n o �wzU) 0gwcn: 0 w 0 Z V r�cuej.o oa>o w U 0 053)� a LU W Q V7 chc)cWc vi U) oo�w Lcz�� 51, v�w� o^W77 T ABBREVIATION LIST Abbrev. Description AbbreV. • Description tionDescriptionA b rev. INTERIOR ELEVATION # NUMBER N U F.P. FIREPLACE PT. LD. POINT LOAD 0 ' AND FRT. FRONT " P WD. POWDER _ - UAL' EQUAL FT, FEET PLW. PLYWOOD FLOOR'LAN AT FTG. FOOTING HAKE SIDING S G A3.4& A/C AIR CONDITIONING F.O.M. FACE OF MASONRY R RISER ABV. ABOVE BRICK 0 ,RA RETURN AIR ADJ. ADJUSTABLE GAL GALLON RAD. RADIUS A.F. ABOVEFLOOR G.A. GAUGE REF, REFRIGERATOR ERAT R A.F.F. ABOVE. FINISHED FLOOR GD GARAGE DOOR REINF. REINFORCING FORC NG AHU AIR HANDLING UNIT GFI N FAULT GROUND U INTERRUPTER :PIER RM. ROOM ALT. ALTERNATE GL GLASS R.O. ROUGH OPENING ALUM. ALUMINUM G.W.B. GYPSUM WALLBOARD R QD'` REQUIRED ' DESIGN BASED ONFLORIDA BUILDING CODE -*ND U DESIGN BASED ON: ASCE 7-10 R&S H ROD &SHELF B.B.Q. BARBECUE H HIGH R.W. C. RAIN WATER CHANNEL BD. BOARD HB HOSE BIBBs F.B.C. 6TH EDITION (2017) PLUMBING' `E B.F.F. BELOW FINISHED FLOOR HD. / HDR. HEADER SF/, -FT. SQUARE FEET BOTT. BOTTOM HGT. / HT. HEIGHT -SGL SINGLE BR.: BRICK ` HORIZ, HORI20NTAL i S11T. SHEET BKFST. BREAKFAST MED.' MEDITERRANEAN SH. SHELF TRADITIONAL 20 INSUL INSULATION SHWR, SHOWER CALL. CALCULATIONS INT. INTERIOR SL SLIDER C.J. CONTROL JOINT I.L.D. IN LIEU OF SPECS SPECIFICATIONS CL CENTER LINE BC1F BORDEAUX S.P.F. SPRUCE PINE FIR CLG CEILING KS KNEE SPACE SPRG. PT. SPRING POINT CMU CONCRETE MASONRY UNIT TUB TUSCAN STD. STANDARD C.O. CLEAN OUT L LONG STL. STEEL COL. COLUMN LAV LAVATORY STOR. STORAGE COMP. COMPRESSOR LDRY LAUNDRY Uj CONC. CONCRETE . LIN LINEN - T TOP CONT. CONTINUOUS LT` LAUNDRY TUB T&G TONGUE & GROOVE C TEMP. TEMPERED DB. DOORBELL M.B. MASTER BATH THK. THICK DBL. DOUBLE MAX MAXIMUM T.0. TOP OF DR. & SH. DOUBLE ROD & SHELF OU M.C. CABINET MEDICINE C T.O. B.B. TOP 0 F BOND BEAM 0 0 DECO. DECORATIVE MFR. MANUFACTURER TR. TREAD DET. DETAIL MIL. MILLIMETER IRAN. TRANSOM DIA. DIAMETER MIN, MINIMUM TYP. TYPICAL CAL DIM, DIMENSION MIRK. MIRROR DN DOWN MLDG. MOLDING UC UNDER COUNTER R. DOOR M.P.H. MILES PER HOUR U.N.O. Er 3S UNI NOTED OTHERWISE -DS. DOWNSPOUT MT METAL THRESHOLD D.S.S. DENSE SELECT STRUCTURE V.B. VAPOR BARRIER DW DISHWASHER N.T.S.. NOT TO SCALE VERTICAL ICAL DWG. DRAWING V.T.R. VENT THROUGH ROOF -- O.A. OVERALL E EGRESS O.C. ON CENTER W WIDE E.E. EACH END O.H. OVERHEAD W/ WITH E.W. EACH WAY OPT. OPTION(AL) W.C. WATER CLOSET EL. ELEVATION OPNG. OPENING WD. % WOOD ' ELEC. ELECTRICAL OSB ORIENTED STRAND BOARD ',VDVV. WINDOW ENCL. ENCLOSURE PED. PEDISTAL SINK ITC. WALK-IN CLOSET ENG. ENGINEERED POLY POLYVINYL IN? GFI WATERPROOF GFI EQUIP' EQUIPMENT P.S.F. POUNDS PER SQUARE FOOT W VI�.,M. WELDED WIRE MESH EXT. EXTERIOR P.S.I. POUNDS PER SQUARE INCH W.W.F. WELDED WIRE FABRIC FIN.FLR. FINISH FLOOR PSL PARELLEL STRAND LUMBER FLR. FLOOR P.R. POWDER ROOM FND. IFOUNDATION P.T. PRESSURE TREATED SQUARE FOOTAGE N QNOTES S GRAPHICS LEGEND - _ FIRST FLOOR PARTIAL SECTION DETAIL # DRA W ING # - ___ INTERIOR ELEVATION DETAIL # DRAWING # 3,746 S Q . FT. NOTES BUILDING SECTION DETAIL # DRAWING # W ---' DETAIL CALL -OUT L DETAIL # DRAWING - 351 t i 715 CEILING HEIGHT CHANGE 101 TOTAL51025 SQ. FT. . 57 Q CENTER LINE SPANISH TILE FLOOR'LAN ELEVATION MARKER LE FIRST FLOOR PLAN HAKE SIDING S G A3.4& SECOND FLOOR PLAN SLAB RECESS A3.N SIDING _.::......': AR 96399 FRAME BEARING WALL Manuel BRICK 0 .4 A5,$ _ INTERIOR WALL (NON-BEARING) .... • 'STUCCO FINISH REAR SIDE ELEVATION & ROOFOF SLOPE PLAN CMU MASONRY WALL EXTERIOR ELEVATION DETAILS EARTH GABLE END WALL BUIL ING SECTIONS INSULATION A7.4 BUILDING SECTIONS FRAMED KN EWALL E - DECORATIVE STONE 0 DIFFUSER LAYOUT DROPPED SOFFIT M1.48 FIRST FLOOR DIFFUSER LAYOUT PRE- LINTEL[HEADER CAST LINTE M. ,48A DESIGN CRITERIA S C TWO STORY. FIRST - LOOK FRAME SINGLE FAMILY. R SIDENCE : E GROUP R3 SECO D FLOOR - FRAME , BUILDING TYPE: V - B aw Q E2.4 SK CATEGORY. II ' DESIGN BASED ONFLORIDA BUILDING CODE -*ND U DESIGN BASED ON: ASCE 7-10 6TH EDITION (2017 D3 STANDARD NOTES & DETAILS sJ F.B.C. 6TH EDITION (2017) RESIDENTIAL U TIMATE DESIGN WIND SPEED = 130 MPH F.B.C. 6TH EDITION.(2017).MECHANICAL N MINAL DESIGN SPEED 1 1 PH F.B.C. 6TH EDITION (2017) PLUMBING' `E POSURE: B_ N F.B.C. 6TH: EDITION CONSERVATION 17 ENERGY 20 N E CLOSED ILDI N G INTERNAL COS BU P ESSURE COEF. ♦ .18 VIE. 18 F.B.C. 6TH EDITION 2017 FUEL GAS F R WINDOWS DOORS SEE FLOOR P N FOR ACTUAL PRESSURES`: X IN. F.B.C. 6TH EDITION ACCESSIBILITY' ) C (2017 A NATIONAL ELECTRIC CODE 2014 NFPA 70 FMA RULES &REGULATIONS N.F.P.A. 1012014"" 10 CE 7-10: MINIMUM DESIGN LOADS 1 ISD N N E II L D FOR 12 MONTHS AFTER THE DATE IT IS SIGNED AND SEALED OR WHILE CURRENT CODE IS VALID SQUARE FOOTAGE N QNOTES S AREA CALCULATIONS S. F. FIRST FLOOR 2,703 SECOND FLOOR 1,043 TOTAL LIVING AREA 3,746 S Q . FT. NOTES COVERED ENTRY CO 112 COVERED LANAI 351 GARAGE(s) 715 BALCONY` 101 TOTAL51025 SQ. FT. . 57 Q LISTF RA NGS.. O DRAWINGS TO THE OFMMUDGE,T g DENGN DEP[M ONnOB MWM CONPM WM WAPP1IME PpND M RMD Ma CODE M W= OF DATE OF CBMWATM DEAW. CAROLINA ELEVATION February 7, 2018 C1 COVER SHEET - Index of Drawings Vim GN1 JGENERAL NOTES FOUNDATION PLAN A1.4& SLAB LAYOUT U A'1. N 1. SLAB LAYOUT NOTES, SCHEDULES &DETAILS FLOOR'LAN 4 A2, 8 FIRST FLOOR PLAN A3.4& SECOND FLOOR PLAN A3.N FLOOR N NOTES, SCHEDULES, & DETAILS 0 N U AR 96399 Manuel EXTER R ELEVATIONS .4 A5,$ _ FRONT &SIDE ELEVATION S A,1.48 REAR SIDE ELEVATION & ROOFOF SLOPE PLAN A5; . Q� EXTERIOR ELEVATION DETAILS Sang-Yub Lee, PE 72328 BUIL ING SECTIONS A7.4 BUILDING SECTIONS 'Uj O C% _J DIFFUSER LAYOUT M1.48 FIRST FLOOR DIFFUSER LAYOUT Ln °- _ Go 0 M. ,48A SECOND FLOOR DIFUSSER LAYOUT OUT N N >r. c W p0 uha rL '&_ 4t o ELECTRTCAL LAYOUT • _j E1.48 _ : FIRST FLOOR ELECTRICAL LAYOUT aw Q E2.4 SECOND FLOOR ELECTRICAL LAYOUT a Z 4 EN ELECTRICAL NOTES & SCHEDULES W N 00 STANDAR RD NOTES & DETAILS Q D3 STANDARD NOTES & DETAILS sJ D711 STANDARD NOTES OTES &DETAILS s� D8 STANDARD NOTES & DETAILS C) rn a. N HOOSE SE ABBREVIATIONS ABB -ELEVATION FULL NAME ELEV. CODE _ MAN. MANOR 03 WIL.. WI LLIAM B S URG7 0 PRO q PROVINCIAL 08 CHA. CHATEAU 09 VERVp VERSAILLES 10 CLA. CLASSIC 18 MED.' MEDITERRANEAN 19 TRA. TRADITIONAL 20 COU.` COUNTRY MANOR 21 HER:: HERITAGE 22. CMN. CIMMARON 28 MSN. MISSION 30 CFT, CRAFTSMAN 31 SPANISH COLONIAL 32 BC1F BORDEAUX 33 .,.BRO, BROUGHAM 39 RE4 RENAISSANCE 40 VIE` VIENNA 41 TUB TUSCAN 44 CLS: CALAIS 46 ITV ITALIAN VILLA 58 PBC) PALM BEACH 80 CRR CARIBBEAN 81 CS COASTAL 82 Uj l C) Q (11 Q C93 d i Gn O h U U U W m U H F- Q Ln O Q n d - O N ri I TO THE OFMMUDGE,T g DENGN DEP[M ONnOB MWM CONPM WM WAPP1IME PpND M RMD Ma CODE M W= OF DATE OF CBMWATM DEAW. February 7, 2018 Vim 4 +!. ♦ � �f. Ovan G. Drummond, AIA AR 96399 Manuel Gonzalez, AIA AR 96730 Javier Hernandez, AIA AR 98560 Sang-Yub Lee, PE 72328 w L.L 'Uj O C% _J o rn ri Go 0 o Ln °- _ Go 0 U Z LU Q in 0• N N >r. c W p0 uha rL '&_ 4t o • _j 0M V. N _` aw Q ,C J MU_ U a Z 4 a s O +� O ° ii W N 00 L = m �o - - o_� o t.L 1 Q J _' _ EOGD~ E �Q sJ a a 0 N V n s� J to O to C) rn a. N o z ,q o U_ z O ^ N Z U) o W cG > w tij c W Z w z uj O Q z b © V 0 J O o Q Z cc n- wuj J (..) 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Drummond AIA AR 96399 Manuel Gonzalez AIA AR 9673Q Javier Hernandez, AIA AR 98560 Sang Yub Lee, PE 72328 W o allUj J 0 ON 00 0,1- oQ T A OD U Q H N N C �1 Q J 0CL Q M v C �'- u 2 Z U as a, .c �� C W to V OD CO J EGp, E Q d' a 2 In a J N J � O aN a U_ 00 0 Z ^ H O (nn N o Z UJI ce LU LU tu In W �z w z z "' Q Q cC 1—t3 b Z ^ rrnn V O. J o 0 0 z cc ci LL, ow 'Q U 0 N H-1 J O En CD m W o o � uj � 00 Z Z o E O CN O La.. LU W w oC w �n Z SERIAL NUMBER 1014. 0 U Q. Oo a m O o p, zz 0 z cn w oma_ w> oc r•- cn L. 0 pMInd m 0 Z J O W LL. C3 `0 t-- w p a Uj 0 w m W ,"y p oo_ Z = ¢�z oar w J w Z 0 > 0 >w wo r. p p F- Z w Q a v G� W Z WINDOW TAG WIND W O CARE SCHED LE (�EWINDOW CALL OUT U ;LOCATION TYPE kg. R.O.TYPE SIZE REMARKS A SINGLE HUNG 3060 . 36 12 X 72 2 1 EGRESS LOW - E VINYL B SINGLE HUNG U G 3052 .I �I 3 1/2" 6/ X 62 1/2 EGRESS LOW E VINYL / / C SINGLE S LE H ..UNG 1840 20 1 2 X.48.1 2 LOW - E VINYL 4 U PS 0II 2I -4II X 81-011 o , 5 E FIXED GLASS40 2 5 II : ," 4 1 2 8 X 62 1 2 - LOW 0 E VINYL/TEMPERED Al F I SINGLE HUNG 3052 (2) 3b 1/2 X 62 1/2 EGRESS LOW - E VINYL / / G FIXED GLASS 2816 32 1/2" X 18 1/2" LOW - E VINYL TEMP H SINGLE HUNG 2052: r 24.1 2 X 62 1/2"'_ LOW - E /VINYL I SINGLE HUNG 2852 32 1/2" X 62 1/2" LOW - E VINYL J SINGLE HUNG 2030 24 1/2" X 36 1/2" LOW - E VINYL: K " SINGLE HUNG 2062 24 1/2" X 72 1/2" LOW - E / VINYL L SINGLE HUNG 3060 2) 36 1/2" X 72 1/2"1 EGRESS / LOW -`E / VINYL DO OR TAG _OUTDOOR CALL DOORRSCHEDULE ;LOCATION TYPE kg. SIZE REMARKS 1 ITHERMATRU INSUL. FULL LITE ENTRY COOR 3'-0"X 8'-0" W 2 12'I SIDELITES TEMPERED 2 O.H. METAL GARAGE DOOR 18'-0" X 8'-0" 11 3 DOOR „ „ 2-8 X8-0 n SELF LOSING, SOLID NOT LESS THAN 1 C N 3/8 THICK OR 2 . ' - 0 - MINUTE U FIRE - RATE 4 HOLLOW CORE DOOR 0II 2I -4II X 81-011 o , 5 HOLLOWC RED 0 00R _ 11 11 26X8I0 - 6 HOLLOW CORE DOOR (2)2I -6II X8I - 0I l� 7- LL H0 0W CORE DOOR f_ 21-81' X 8 0" 8 FRENCH DOOR t 2 3'-0" X 8'-0" EXTERIORTEMPERED 9 METAL CLAD DOOR I 2'-8" X 6-811 EXTERIOR 10 HOLLOW CORE DOOR 2'-411 X 6f-811 Hernandez, AIA 11 HOLLOW CORE DOOR 2'-6" X 6'-8" 12 HOLLOW CORE DOOR 2 2'-611 X 61-811 BY CONTRACTOR IN THE FIELD 13 HOLLOW CORE POCKET DOOR 2'-8" X 8'-0" 14 SHOWER BI -PASS GLASS DOOR 5'-0" X 6'-8" TEMPERED 15 SINGLE LITE FRENCH DOOR ' 00 - '- (2) 2 8" X 6 8" EXTERIOR /TEMPERED 16 HOLLOW CORE DOOR 2'-8" X 61-811 8 N N A INSULATION SCHEDULE ;LOCATION TYPE R -VALUE U.N.O. CEILING @ LIVING AREA FIBERGLASS 38 EXTERIOR WD. FRAME WALLS FIBERGLASS 19- WAlLS TO LIVING AREA FIBERGLASS 11 O D Q LU ¢ U z=p� 0 w O � - Q =- LUzUF- Z a -0 cc C7 cC w z ZG P -4o �- cn o CONTINUOUS n RAILING @ 36 pLU z � w cn *18 RISERS @ 7 5/$ 1 00 s Im' LLJ z VO w a p ce LLJ cc w' ,.., Q � L k U r Ili z=W opTAIR SECTION USCALE: 1/4"=1,_O•' ALL AIN Q Z UJ _ t; i pm� LU J00 L ~' Z J L'—' 0 Q V Q i En z Uj 0 16 TREADS = 10" W/ 1" NOSING ABOVE NOSING February 7, 2018 e Gnze F' w 9cep 1 LANDING o , . ^ e 1, 0' I� l� W< > o *ACTUAL STAIR RISERS TO BE VERIFIED AR 96399 Manuel Gonzalez, AIA AR 96730 Javier Hernandez, AIA AR 98560 Sang-Yub cn ¢ BY CONTRACTOR IN THE FIELD 72328 1 2" PLYWD. / HA LLO 41 LU J O ON00 1- 0 F— o F- ¢ Ln °� ' •� `, UZ w cZa z ¢ N N A SECOND FLOOR 0 W WOOD NAILE . 0 M �- V �. w he ML- LL_m En Q nc w = Z a p N =Q c. Z 11-4 3/4" LL Lu In a0 L ' C 00 rC a) 12 L FO E00 't J 2x WD, TREADS J CL < v .ja U En z w aIEEBB N °- (NOMINAL) Z p o Z w It Z z TYPICAL 2X HEADER o u, L z` o M cn 0c [PRE-ENGENERED '1-4 , � VUj Mc acW r' U) u7 , •-+ w II 1 NOSING TYP. 0 Q < " F- z Ow w I-- Z ° ca Z LU (,� Z -� o O FLOOR TRUSSES p 0 z V-4 J a 10" W DESIGNED BY z Q p UM) S z n TRUSS CL - to o b z � � 2x12 WD. Z MANUFACTURER. -� a w Q LANDING w H E CARRIAGE m co p cnE5Q r' - (3 REQ -D.) POWDER J ED , o z FIRST FLOOR cZs STORAGE ROOM w w z ¢ W 0' 0" FIN FLR J ...... s Im' LLJ z VO w a p ce LLJ cc w' ,.., Q � L k U r Ili z=W opTAIR SECTION USCALE: 1/4"=1,_O•' ALL AIN Q Z UJ _ t; i pm� LU J00 L ~' Z J L'—' 0 Q V Q i TO THE BEST OF NY IDI M.EDGF THE DESIGN DEPICTED ON THIS DRAWING COMPUES'WEIH THE APPLIGBIE NBDNUN BUILDING CODE IN EFFECT AS OF DATE OF CIMIFICATION BEWW. February 7, 2018 e Gnze o , . ^ e 1, 0' I� l� Ovan G. Drummond, AIA AR 96399 Manuel Gonzalez, AIA AR 96730 Javier Hernandez, AIA AR 98560 Sang-Yub Lee, PE 72328 LLO 41 LU J O ON00 1- 0 F— o F- ¢ Ln °� ' •� `, UZ W N N A Wvl 0 W ._ co 0 J I— N E . 0 M �- V �. w he ML- LL_m U =Q c. Z d C< O LL Lu In a0 L ' C 00 rC a) 12 L FO E00 't J < J CL < v .ja w aIEEBB N °- Z Z z o u, z` o cn 0c '1-4 , � r' U) W w 0 Q < " F- U I-- Z z Z LU (,� Z -� o O a p 0 o J a W o n N Uj Z -� H E m co p z w A J cZs W J O LU Z V U) LU H O7 L O CLLLJ " 0 o fY w o �� LU LL V)Z [SERIAL NUMBER 1014.0 L CL SIZE TO MATCH OPENING SIZE TO MATCH O U OPENING Z 1 MULLION zTYP. LU O 30' U 3 1/2" STILES AND MULLIONS (TYP.) LU N_ 3" BOTTOM RAIU z" DIA. _E ROD FRONT VIEW SIDE VIEW ('I-- BAHAMA SHUTTER DETAIL 52.4$ SCALE 1/2"=1'-0'. 2X6 SUBFASCIA ROOF PER CONTRACT 2X4 OUTLOOKER METAL DRIP 2X4 LEDGER KV f6 TO THE BW OF 871010 M1EDGE. THE DESIGN DEPICTED 011.7HIS DRAWING -{PLIES WIIfI TE APPLICABLE MINDWIN ELUDING ODDE IN EFW AS OF DATE OF CEiDIfICATON NLOW. February 7, 2018 of: FLq on AR 30 Ovan G. Drummond, AIA AR 96399 Manuel Gonzalez, AIA AR 96730 Javier Hernandez, AIA AR 98560 Sang-Yub Lee, PE 72328 LU �.i. Q W J 00 �— o a l *' oo U z W N U) N >+ d1 _ W OC u �_ � G. '� 00 . L N O .I ' —i �M 0 U. Q � L LL.. i a IL <-i J . 0015 � ^C Q L �y LL W kAL �0 C pp CO �In O Q E0°0a a J N U J -a Q kD o %D V 0 N 0- Z °r-+° Z Z 0 N Z U) W O I GC J I W ' to LLJ L =Uj OC VI E Z W O Q FZ— ZLU Z O Z O J p a z_ Q 0 ajO LU ZE n N Z J N �-.. Z U) ca m p V � J H W 00 0 Z Q N ZW oLU �W Ln <C:) o� ij W W C13 U) V) Z SERIAL NUMBER 1014.0 z w o z Q z W O LU ig W F- =) = a Ce m oG z 0 WLjL J W ce a- � C) z W Q W >�-o f Wim.-, M _ W MO= adz oho LUcEn z J W 0Wo I wow o r W=o LU M vU z. 0 a owcacn j woCz �o QW i- Ce �O � �za LL. o -1 m w O ae 8 z Q CD o o u, z � w Q cc z u- m azo -0 Z -- US _� z W m Q > J c J 0 LL W U1 L O p __j C5 b aog I axp,z . i „m0 F— Mtn j zcn0c9 Q = (' H L W mCcW J Uj z Ln U) 0 J W O cn W z �_ �. �„ as Co Zo> ��o z o � W �Wz�n .W U) ��LU � z W C13 w W Cn U)_j WaU.)n z Dc=O oc cn v' U) ccQ�z I W z O U a ago= V U) W w W zzz� 0 o u, z .cn� U z Q LU ^tea I U)pCz� j zd > W z Q �LUo v ?c W � oz= _oma_ W W mW ` V �ZJ,1� QoC)o i ABBREVIATION LIST GRAPHICS LEGEND Description Abbrev. ion Description t .Abbrev. Ab brew: Des -cry tion # NUMBER F.P. FIREPLACE PT. LD. POINT LOAD & AND FRT. FRONT PWD. POWDER -_ EQUAL FT. FEET PLW. PLYW 00 D ` ISECOND FLOOR PLAN AT FTG. FOOTING SPANISH TIL E A/C AIR CONDITIONING F.O.M. FACE OF MASONRY R RISER ABV. ABOVE SLAB RECESS Cn o RA _ RETURN AIR ` U ADJ. ADJUSTABLE GAL GALLON RAD. RADIUS A.F. ABOVE FLOOR G.A. GAUGE REF. REFRIGERATOR A.F.F. ABOVE FINISHED FLOOR GD GARAGE DOOR REINF. REINFORCING AHU AIR HANDLING UNIT GFI : GROUND FAULT INTERRUPTER RM. ROOM ALT. ALTERNATE GL GLASS R.O. P ROUGH OPENING ALUM. `ALUMINUM G.W.B. GYPSUM WALL BOARD G R D. Q RE Q UIRED MANOR DESIGN CRITERIA TWO STORY: FIR T FLOOR - FRAME `R & SH ROD & SHELF B.B.Q. BARBECUE H HIGH R.W.C. RAIN WATER CHANNEL BD. BOARD HB HOSE BIBS ASCE 7-10 5TH EDITION (20 B.F.F. BELOW FINISHED FLOOR HD. / HDR. HEADER SF;/ SQ. FT. SQUARE FEET BOTT. BOTTOM HGT. / HT. HEIGHT SGL SINGLE BR, BRICK HORIZ. HORIZONTAL SHT. SHEET BKFST. BREAKFAST (2014) FUEL GAS FOR WINDOWS DOORS SEE FLOOR PRESSU PLAN FOR ACTUAL RES. ..SH. SHELF NATIONAL ELECTRIC CODE 2011(NFPA 70) INSUL INSULATION SHWR. SHOWER CALL. CALCULATIONS TION INT. INTERIOR SL SLIDER C.J. " CONTROL JOINT I.L.O. IN LIEU OF SPECS SPECIFICATIONS CL CENTER LINE 39 40 VIE. S.P.F. SPRUCE PINE FIR CLG CEILING KS KNEE SPACE SPRG. PT. SPRING POINT CMU CONCRETE MASONRY UNIT 46 58 BC. STD. STANDARD C.O. CLEAN OUT L LONG - STL. STEEL COL. COLUMN LAV LAVATORY ST ,; .. STORAGE COMP. COMPRESSOR LDRY LAUNDRY _ CONC. CONCRETE LIN LINEN T TOP CONT. CONTINUOUS LT LAUNDRY TUB TONGUE & GROOVE TEMP. TEMPERED DB'Ti.,, DOOR BELL M.B. MASTER BAT - THK. THICK DBL 'PQ MAX MAXI :. T.O. TOP OF `DR. & 5H. DOUBLE ROD SH ELF & M.C. NE CABINET MfDICI TO.B.B. TOP OF BOND BEAM DECO. DECORATIVE MFR. MANUFACTURER TR. TREAD DET. DETAIL MIL. MILLIMETER _ TRAN. TRANSOM DIA. DIAMETER MIN. MINIMUM TYP. TYPICAL DIM, DIMENSION ` MIRR. MIRROR DN DOWN MLDG. MOLDING UC UNDER COUNTER DR. DOOR M.P.H. MILES PER HOUR U.N.O. UNLESS NOTED OTHERWISE DS. DOWNSPOUT MT METAL THRESHOLD D.S.S. DENSE SELECT STRUCTURE V.B. VAPOR BARRIER DW DISHWASHER N .T.S. NOT TO SCALE VERT VERTICAL DWG. DRAWING V.T.R. VENT THROUGH ROOF O.A. OVERALL E EGRESS O.C. ON CENTER W WIDE E.E. EACH END O.H. OVERHEAD W/ WITH E.W. EACH WAY OPT. OPTIONAL) W.C. WATER CLOSET EL. ELEVATION OPNG. OPENING WD. WOOD ELEC. ELECTRICAL OSB ORIENTED STRAND BOARD WDW. WINDOW ENCL. ENCLOSURE PED. PEDISTAL SINK W.I.C. WALK-IN CLOSET ENG. ENGINEERED POLY POLYVINYL WP GFI WATERPROOF GFI EQUIP EQUIPMENT P.S.F. POUNDS PER SQUAREFOOTW.W.M. WELDED WIRE MESH EXT. EXTERIOR. P.S.I. POUNDS PER SQUARE INCH W.W.F. WELDED WIRE FABRIC FIN.FLR. FINISH FLOOR` PSL PARELLEL STRAND LUMBER FLR. FLOOR P.R. POWDER ROOM FND. IFOUNDATION P.T. PRESSURE TREATED SQUARE FOOTAGE NOTES - TE O S GRAPHICS LEGEND S.F. FIRST FLOOR PARTIAL SECTION SECOND FLOOR - --- INTERIOR ELEVATION DETAIL # DRAWING # GENERAL NOTES DETAIL # DRAWING # COVERED ENTRY _ COVERED LANAI SECTION DETAIL # DRAWIN G # GARAGE(s) --- DETAIL CALL -OUT DETAIL # DRAWING # 101 TOTAL 5 025 S T Q F CEILING HEIGHT C CHANGE G FLOOR PLAN A2.48 IFIRST FLOOR PLAN R A3.48 ISECOND FLOOR PLAN AR 96730 CENTER LINE FLOOR PLAN NOTES SCHEDULES, C ULES &DETAILS SPANISH TIL E San -Yub Lee, ee, PE ELEVATION MARKER 72328 A5.48 SHAKE SIDING A5.148 A5.2.48 SLAB RECESS Cn o SIDING 0 BUILDING SECTIONS FRAME BEARING WALL s. A7.48 BUILDING SECTIONS BRICK DIFFU'SER LAYOUT 4 INTERIOR WALL (NON-BEARING) FIRST FLOOR DIFFUSER LAYOUT . , .0 TU FINISH STUCCO H S S SECOND FLOORDIFUSSER LAYOUT CMU MASONRY WALL �4 EARTH FIRST FLOOR ELECTRICAL LAYOUT SECOND FLOOR ELECTRICAL LAYOUT ELECTRICAL NOTES & SCHEDULES GABLE END WALL a U C r INSULATION L. Ln i F D, FRAMED KNEEWALL E c � D ECORATIVE STONE EOd- HOUSE ELEVATION AB BREVIATIONS DROPPED SOFFIT FULL NAME ELEV. CODE IP -RE -CAST LINTE HEADER E MANOR DESIGN CRITERIA TWO STORY: FIR T FLOOR - FRAME SINGLE FAMILY RESIDEN�TE: UPR3 SECOND FLOOR -FRAME BUILDING TYPE:V - B 08 CIA. RISK CATEGORY: II DESIGN BASED ON FLORIDA BUILDING CODE WIND DESIGN BASED ON; " xi ASCE 7-10 5TH EDITION (20 4) CLA. CLASSIC . 5TH EDITI F.B.C. 5 N 2014 RESIDENTIAL ( ) N WIND SPE - ULTIMATE, DESIGN ED 13.0 MPH EDITION FB.C. 5TH ED 2014 MECHANICAL WIND S - NOMINAL DESIGN PEED 101 MPH F.B.C. 5TH EDITION (2014) PLUMBING EXPOSURE: B F.B.C., 5 TH EDITION CONSERVATION (2014) ENERGY ENCLOSED BUILDING INTERNAL PRESSURE COEF.:, 18/-.18 VIE. F.B.C; 5TH EDITION (2014) FUEL GAS FOR WINDOWS DOORS SEE FLOOR PRESSU PLAN FOR ACTUAL RES. X ITV F.B.C. 5TH EDITION (2014) ACCESSIBILITY NATIONAL ELECTRIC CODE 2011(NFPA 70) FEMA RULES & REGULATIONS N.F.P.A. 101 201A 30— 0C ASCE 7-10: MINIMUM DESIGN LOADS THIS DRAWING AND DESIGN IS VALID -FOR 12 MONTHS AFTER THE DATE IT IS SIGNED AND SEALED OR WHILE CURRENT CODE IS VALID SQUARE FOOTAGE NOTES - TE O S . AREA CA .AREA LCULATLONS S.F. FIRST FLOOR 2,703 SECOND FLOOR 1 043 TOTAL LIVING AREA 3 746 S . T. Q F GENERAL NOTES COVERED ENTRY 112 COVERED LANAI 351.. GARAGE(s) 715 BALCONY 101 TOTAL 5 025 S T Q F Ovan G. Drummond, AIA FLOOR PLAN A2.48 IFIRST FLOOR PLAN AR 96399 A3.48 ISECOND FLOOR PLAN AR 96730 A3.�N FLOOR PLAN NOTES SCHEDULES, C ULES &DETAILS AR 98560 San -Yub Lee, ee, PE EXTERIOR ELEVATIONS' 72328 A5.48 FRONT & SIDE ELEVATIONS A5.148 A5.2.48 REAR & SIDE ELEVATION, & L P 0 ROOF 0 SLOPE PE LAN EXTERIOR ELEVATION DETAILS Cn o w _j rq 00 BUILDING SECTIONS a s. A7.48 BUILDING SECTIONS LL1 < ul DIFFU'SER LAYOUT 4 M1.48 FIRST FLOOR DIFFUSER LAYOUT M2.48 SECOND FLOORDIFUSSER LAYOUT ELECTRICAL �4 E148 `E2.= 8 EN' _ FIRST FLOOR ELECTRICAL LAYOUT SECOND FLOOR ELECTRICAL LAYOUT ELECTRICAL NOTES & SCHEDULES STAiNDARD NOTES &DETAILS a U C ,3 " ° 7 STANDARD NOTES & DETAILS STANDARD NOTES & DETAILS L. Ln i F D, STANDARD NOTES &DETAILS E c � EOd- HOUSE ELEVATION AB BREVIATIONS ABR SQUARE FOOTAGE NOTES - TE O S . AREA CA .AREA LCULATLONS S.F. FIRST FLOOR 2,703 SECOND FLOOR 1 043 TOTAL LIVING AREA 3 746 S . T. Q F GENERAL NOTES COVERED ENTRY 112 COVERED LANAI 351.. GARAGE(s) 715 BALCONY 101 TOTAL 5 025 S T Q F _ LEST OF DRAWINGS CODE IN EFFECT AS OF DATE OF CERTIFLCATION BELOW., CAROLINA ` N .ELEVATION C1 ICOVER SHEET - Index of Drawings `GN1 GENERAL NOTES FOUNDATION: P N LA A1.48 SLAB LAYOUT A1.N SLAB LAYOUT NOTES,SCHEDULES &.DETAILS lied Ovan G. Drummond, AIA FLOOR PLAN A2.48 IFIRST FLOOR PLAN AR 96399 A3.48 ISECOND FLOOR PLAN AR 96730 A3.�N FLOOR PLAN NOTES SCHEDULES, C ULES &DETAILS AR 98560 San -Yub Lee, ee, PE EXTERIOR ELEVATIONS' 72328 A5.48 FRONT & SIDE ELEVATIONS A5.148 A5.2.48 REAR & SIDE ELEVATION, & L P 0 ROOF 0 SLOPE PE LAN EXTERIOR ELEVATION DETAILS Cn o w _j rq 00 BUILDING SECTIONS a s. A7.48 BUILDING SECTIONS LL1 < ul DIFFU'SER LAYOUT M1.48 FIRST FLOOR DIFFUSER LAYOUT M2.48 SECOND FLOORDIFUSSER LAYOUT ELECTRICAL LAYOUT E148 `E2.= 8 EN' _ FIRST FLOOR ELECTRICAL LAYOUT SECOND FLOOR ELECTRICAL LAYOUT ELECTRICAL NOTES & SCHEDULES STAiNDARD NOTES &DETAILS a U C ,3 " ° 7 STANDARD NOTES & DETAILS STANDARD NOTES & DETAILS L. Ln i F D, STANDARD NOTES &DETAILS E c � EOd- HOUSE ELEVATION AB BREVIATIONS ABR FULL NAME ELEV. CODE MI1N. MANOR 03 WILLIAMSBURG 07 PRO. PROVINCIAL 08 CIA. CHATEAU 09 VERSAILLES 10 CLA. CLASSIC t, ; 18 M D. MEDITERRANEAN 19 TRA. TRADITIONAL J U 1 20 COU. J�R. COUNTRY MANOR 21 H HERITAGE '�� Zp 22 C- N. CIMMARON U 28 MIN. MISSION 30— 0C '. CIT. CRAFTSMAN 31 SCL. SPANISH COLONIAL �U € 0 32 BOR. BORDEAUX 33 BRO. N. BROUGHAM RENAISSANCE 39 40 VIE. VIENNA 41 TUS. TUSCAN 44 C.S. TV. CALAIS ITALIAN VILLA iw ?W 46 58 BC. PALM BEACH 80 CRB. CARIBBEAN 81 CST. COASTAL M ve- 82 ar-00 0 Cly Q m U1 G7 r\ U U U Q w 00 U z F'— 'Q 1 r\ O tV t 1 j t � 3LU � CE COPY OFFIC Approved By Permit Beek Building Department City of Atlantic l3so 1, EL Z �V oC TO THE BEST OF MY KNOWLEDGE, THE DESIGN DEPICTED ON THIS DRAWING COMPLIES WITH THE APPLICABLE MINIMUM BUILDING CODE IN EFFECT AS OF DATE OF CERTIFLCATION BELOW., November 20, 2017 OF F 967 $# lied Ovan G. Drummond, AIA AR 96399 Manuel Gonzalez, AIA AR 96730 Javier Hernandez, AIA AR 98560 San -Yub Lee, ee, PE 72328 Uj Cn o w _j rq 00 a Ln ' LL1 < ul "t V) N _, ()0n ,-+1 > a 0 0a. Lig C7 Lou — �'- Nao d' E a M0 LU U L 1:2 r LL0- a U C ..mi L. Ln i F E c � EOd- C.U p N r\o �o It < N CL tn t, ; Ce tt- �E � J U 1 LU LLJ C:) ,Z .0 '�� Zp C CL U W J� �U € 0 o :I M. E L".1 C i i i { f f 1 iw ?W tag, ve- Ca�; LU LU 0Uj 4 € U SERIAL NUMBER 1014.0 E CL Z z U_ O z z Q ,sn Z � W O � _ U—i �cw..� cCwm Q J 0 LU Ce - CL 0 0 z WLU = Q > 1-' 0 WI n=w C.1 S O w ce LU O >O > W F-- w0�, LU = 0 a U C w z U Q LUacn ce M a � W z Z ice-- a w ce LM z Q w LU 00- --1 U c m Luz Q ce C> 0 0 cn LU 4 ce ce UW °° 03 c3e z Q LU Ce O ED O Q > J H a O u~w O cn Oo cC O cew 0-0--14 Ck--, O Z w in h 0 LU Z - m ca LU J�i9 W Qc� cnwn En J W W Z' c H cCEn U Q a ce m zce U3 o cn�O z U = OZ:up = U w 0 w > ceca p 93- MQ>0 �v�©CU 0 zz=z L LJ U)_3 cC LLI LUz ce tai to O wp w An W = Q F- U =:) LU oL n~ LU H ce z C) zoo -�0. Ob0 z w .t �tO= 1�— Ce LU W Q Z W _ Z Q ZUQ W c�WoCw Q w U„ a Uj w�oc°� ,4OH_ V FVVV6L Q WW m 'W, Irl.= J =.. J 0 0 w Q U H 0 MASONRY CONCRETE GROUT 3000 PSI CONTINUOUS MASONRY INSPECTION IS REQUIRED UNITS: DURING CONSTRUCTION STRUCTURAL ALL STRUCTURAL AND MISCEL NEOUS STEEL A36 36 000 PSI, U.N.O SHOP AND FIELD STEEL: WELD 7 S E OXX ELECTRODES LL BOLTS CAST IN CORRETE: ASTM A36 OR ASTM A-307 WOOD BEAMS RAFTERS JOIST PLATES: U.N.O. NO. 2 SOUTHERN YELLOW PINE (19% M.C.) FRAMING: ROOF DECK: PLYWOOD C -CC - EXTERIOR or OSB FLOOR SHEATHING: T&G A -C GROUP 1 APA RATED (48/24) WALL SHEATHING: PLYWOOD -C C -D EXTERIOR OR OSB VERSA LAM BEAM: Fb = 2900 PSI (2.OE) WOOD COLUMNS: PARALLAM .OE U.N.O. WOOD ROOF DESIGN LOADS: SHINGLE ROOF: TILE ROOF: TRUSSES: TOP CHORD LIVE LOAD. 20 PSF 20 PSF TOP CHORD DEAD LOAD: 10 PSF 20 PSF BOTTOM CHORD DEAD LOAD: 10 PSF 10 PSF TOTAL: 40 PSF 50 PSF WIND UPLIFT RESISTANCE: 10 PSF 10 PSF SEE DRAWINGS FOR SPECIAL CONCENTRATED LOADS. DESIGN FOR NEW WIND UPLIFT AS PER SPECIFIED CODES, DEDUCTING A MAXIMUM OF 5 P.S.F. DEAD LOAD, BUT NOT EXCEEDING ACTUAL DEADLOAD. , WOOD FLOOR DESIGN LOADS: TRUSSES: DEAD LOAD: 20 PSF LIVE LOAD: 40 PSF TOTAL: 60 PSF FOUNDATION/SITE PREPARATION: 1. FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,500 PSF, FOOTING EXCAVATIONS AND SLAB SUBGRADE SHALL BE COMPACTED TO A DRY DENSITY OF AT LEAST 98% OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY "DETERMINED IN ACCORDANCE WITH ASTM D-1557. TREAT ALL SC IL FOR TERMITE PROTECTION. 2. THE OWNER SHALL RETAIN THE SERVICES OF AN INDEPENDENT GEOTECHNICAL ENGINEER „:... TO VERIFY SUCCESSFUL COMPLETION OF SITE PREPARATION EFFORTS. LOCATIONS FAILING TO MEET THE GEOTECHNICAL ENGINEER'S REQUIREMENTS SHALL BE RECOMPACTED AND RETESTED AT THE CONTRACTOR'S EXPENSE, AND AS DIRECTED BY THE ENGINEER. 3. WRITTENRTIFICATION THAT THE MINIMUM DE IGN BEARING CAPACITY AND THAT THE CE N COMPACTION REQUIREMENTS HAVE BEEN MET SHALL BE MADE BY THE GEOTECH. ENGINEER.. TERMITE SPECIFI TIONS: SECTION R318 PROTECTION AGAINST TERMIT =S TERMITE PROTECTION SHALL BE PROVIDED B REGISTERED ERMITICIDES INCLUDING SOIL APPLIED PESTICIDES, BAITING SYSTEMS AND PESTICI ES APPLIED TO WOOD OR OTHER APPROVED METHODS 5 OF TERMITE PROTECTION LABELED FOR USE A PREVENTIVE TREATMENT TO NEW CONSTRUCTION(SEE SECTION 202 REGISTERED TERMITICIDE ).UP N COMPLETION OF THE APPLICATION OF THE TERMITE PROTECTIVE `TREATM NT A CERTIFICATE OF COMPLIANCE SHALL BE ISSUED TO THE BUILDING E E DEPARTMENT BY THE LICENSED PESTCONTR0L COMPANY THAT CONTAINS THE FOLLOWING STATEMENT. THE'BUILDI G HAS RECEIVED A COMPLETE TREATMENT FOR THE PREVENTION OF SUBTERRANEAN TERMITES. TREATMENT IS IN ACCORDANCE WITH RULES AND LAWS ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE ANDC ONSUM R SERVICES. NOTE: 1 METHOD OF TREATMENT SHALL BE APPROVED BY GOVERNING JURISDICTION "LIQUID UID BORATE R BORA-CARE PRODUCT METHODS MST BE DETERMINED AT PERMIT STAGE AND': 0 0 S PRODUCT APPROVAL DATA MUST BE ON FILE WITH THE BUILDING DEPARTMENT. 2) "PRESSURE TREATED LUMBER THAT HAS BEEN CUT OR DRILLED THAT EXPOSES UNTREATED PORTIONS OF WOOD ARE REQUIRED TO BE FIELD TREATED TO PREVENT INSECT INF ATION. OPTIONAL BORATE APPLIED TO ALI. FRAME MEMBERS WITHIN 24" A.F.F. T+� y v x 4 k TO THE BEST OF MT KNOWLEDGE, THE DESIGN'DEPICIED ON THIS: DRAWING COMPLIES WITH THE APPLICABLE MUUMUM BUILDING GENERAL NOTES MIRRORS 1. IT IS THE SUBCONTRACTORS SOLE RESPONSIBILITY TO DETERMINE ERECTION PROCEDURE AND SEQUENCE TO INSURE THE SAFETY OF TH Q BUILDING AND ITS COMPONENT PAR EN TS DURING ERECTION. THIS INCLUDES, BUT IS NOT LIMITED TO , THE ADDITION OF WHATEVER TEMPORARY BRACING GUY 0 TIE S R -DOWNS WNS MAY BE NECESSARY. 0 CESSAR STRUCTURAL DESIGN CRITERIA E BIBS SHALL BE �� FURNISHED W BACK FLOW PREVENTERS AN / AND MOUNTED 26 ABOVE LIVE LOADS: ROOF 20 PSF REDUCIBLE T RESIDEN .IAL FLOOR, UNLESS OTHERWISE INDICATED 40 PSF .BALCONIES DECKS 40 PSF STAIRS 40 `PSF ATTIC WITHOUT STORAGE 10 PSF ' ATTIC WITH STORAGE 20 PSF HABITABLE ATTICS 30 PSF SLEEPING ROOMS 30 PSF CONCRETE CONCRETE UNLESS OTHERWISE INDICATED 3000 PSI STRENGTH THE DW GS. ARE DIAGRAMMATIC &INDICATE THE GENERAL ARRANGEMENT OF THE. ELECTRICAL WORK. 28 DAYS TEMPERED SAFETY GLASS SEE ADDITIONAL SAFETY GLAZING REQUIREMENTS ER P 2014 FBC 2411.1.2 REINFORCING: WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185 ALL REINFORCING BARS ASTM A615-60 60,000 PSI ALL STIRRUPS AND TIES ASTM A615-60 60,000 PSI POLYPROPYLENE FIBERS FOR SLABS ON GRADE MINIMUM 1.5 LBS. OF MASONRY CONCRETE GROUT 3000 PSI CONTINUOUS MASONRY INSPECTION IS REQUIRED UNITS: DURING CONSTRUCTION STRUCTURAL ALL STRUCTURAL AND MISCEL NEOUS STEEL A36 36 000 PSI, U.N.O SHOP AND FIELD STEEL: WELD 7 S E OXX ELECTRODES LL BOLTS CAST IN CORRETE: ASTM A36 OR ASTM A-307 WOOD BEAMS RAFTERS JOIST PLATES: U.N.O. NO. 2 SOUTHERN YELLOW PINE (19% M.C.) FRAMING: ROOF DECK: PLYWOOD C -CC - EXTERIOR or OSB FLOOR SHEATHING: T&G A -C GROUP 1 APA RATED (48/24) WALL SHEATHING: PLYWOOD -C C -D EXTERIOR OR OSB VERSA LAM BEAM: Fb = 2900 PSI (2.OE) WOOD COLUMNS: PARALLAM .OE U.N.O. WOOD ROOF DESIGN LOADS: SHINGLE ROOF: TILE ROOF: TRUSSES: TOP CHORD LIVE LOAD. 20 PSF 20 PSF TOP CHORD DEAD LOAD: 10 PSF 20 PSF BOTTOM CHORD DEAD LOAD: 10 PSF 10 PSF TOTAL: 40 PSF 50 PSF WIND UPLIFT RESISTANCE: 10 PSF 10 PSF SEE DRAWINGS FOR SPECIAL CONCENTRATED LOADS. DESIGN FOR NEW WIND UPLIFT AS PER SPECIFIED CODES, DEDUCTING A MAXIMUM OF 5 P.S.F. DEAD LOAD, BUT NOT EXCEEDING ACTUAL DEADLOAD. , WOOD FLOOR DESIGN LOADS: TRUSSES: DEAD LOAD: 20 PSF LIVE LOAD: 40 PSF TOTAL: 60 PSF FOUNDATION/SITE PREPARATION: 1. FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,500 PSF, FOOTING EXCAVATIONS AND SLAB SUBGRADE SHALL BE COMPACTED TO A DRY DENSITY OF AT LEAST 98% OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY "DETERMINED IN ACCORDANCE WITH ASTM D-1557. TREAT ALL SC IL FOR TERMITE PROTECTION. 2. THE OWNER SHALL RETAIN THE SERVICES OF AN INDEPENDENT GEOTECHNICAL ENGINEER „:... TO VERIFY SUCCESSFUL COMPLETION OF SITE PREPARATION EFFORTS. LOCATIONS FAILING TO MEET THE GEOTECHNICAL ENGINEER'S REQUIREMENTS SHALL BE RECOMPACTED AND RETESTED AT THE CONTRACTOR'S EXPENSE, AND AS DIRECTED BY THE ENGINEER. 3. WRITTENRTIFICATION THAT THE MINIMUM DE IGN BEARING CAPACITY AND THAT THE CE N COMPACTION REQUIREMENTS HAVE BEEN MET SHALL BE MADE BY THE GEOTECH. ENGINEER.. TERMITE SPECIFI TIONS: SECTION R318 PROTECTION AGAINST TERMIT =S TERMITE PROTECTION SHALL BE PROVIDED B REGISTERED ERMITICIDES INCLUDING SOIL APPLIED PESTICIDES, BAITING SYSTEMS AND PESTICI ES APPLIED TO WOOD OR OTHER APPROVED METHODS 5 OF TERMITE PROTECTION LABELED FOR USE A PREVENTIVE TREATMENT TO NEW CONSTRUCTION(SEE SECTION 202 REGISTERED TERMITICIDE ).UP N COMPLETION OF THE APPLICATION OF THE TERMITE PROTECTIVE `TREATM NT A CERTIFICATE OF COMPLIANCE SHALL BE ISSUED TO THE BUILDING E E DEPARTMENT BY THE LICENSED PESTCONTR0L COMPANY THAT CONTAINS THE FOLLOWING STATEMENT. THE'BUILDI G HAS RECEIVED A COMPLETE TREATMENT FOR THE PREVENTION OF SUBTERRANEAN TERMITES. TREATMENT IS IN ACCORDANCE WITH RULES AND LAWS ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE ANDC ONSUM R SERVICES. NOTE: 1 METHOD OF TREATMENT SHALL BE APPROVED BY GOVERNING JURISDICTION "LIQUID UID BORATE R BORA-CARE PRODUCT METHODS MST BE DETERMINED AT PERMIT STAGE AND': 0 0 S PRODUCT APPROVAL DATA MUST BE ON FILE WITH THE BUILDING DEPARTMENT. 2) "PRESSURE TREATED LUMBER THAT HAS BEEN CUT OR DRILLED THAT EXPOSES UNTREATED PORTIONS OF WOOD ARE REQUIRED TO BE FIELD TREATED TO PREVENT INSECT INF ATION. OPTIONAL BORATE APPLIED TO ALI. FRAME MEMBERS WITHIN 24" A.F.F. T+� y v x 4 k ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER -STAIR SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 1/2" INCH GYPSUM BOARD. GLASS BLOCK MORTAR TO HAVE COMPRESSIVE STRENGTH: TYPE S - 1800 psi AT 20 DAYS EXPANSION STRIPS TO BE PLACED PER MFG. SPECS. GLASS BLOCK SHALL BE INSTALLED AS SPECIFIED BY MANUFACTURERS SPECIFICATIONS. BUILDING IDENTIFICATION APPROVED` NUMBERS OR ADDRESSES SS S BE PLACED ON ALL NEW AND EXISTING BUILDINGS IN SUCH POSITION AS TO BE PLAINLY VISIBLE AND LEGIBLE FROM THE STREET OR ROAD FRONTING THE PROPERTY. SAID NUMBERS SHALL BE A MINIMUM OF 4" TALL AND 1/2" THICK AND CONTRAST WITH THEIR BACKGROUND. STUCCO ALL EXTERiOR CEILINGS EXPOSED TO WIND FORCES SHALL BE 7/8" THREE COAT STUCCO FINISH OVER HIGH RIB PAPER BACK METAL LATH OR VINYL PANEL OVER STRUCTURAL PLYWOOD PANELS. CONTRACTOR TO INSTALL STUCCO CONTROL JOINTS PER INDUSTRY STANDARDS. OUTDOOR KITCHENS ALL CONSTRUCTION WITHIN 24" OF EXTERIOR GRILLS AND COOK TOPS SHALL BE NON-COMBUSTIBLE. CMU, LIGHT STEEL GAUGE FRAMING OR OTHER MATERIAL DETERMINED AS NON-COMBUSTIBLE BY THE FBC'RESIDENTIAL, SHALL BE USED IN THE CONSTRUCTION OF PRIVACY WALLS ABUTTING EXTERIOR GRILLS OR COOKTOPS. ANCHORAGE METAL AND WIRE LATH: - - 1�ALryL METAL LATH SHALL BE LAPPED 1 INCH MINIMUM. ATTACHMENT 2. ALL S FOR SECURING METAL LATH, WIRE LATH AND WIRE FABRIC TO SUPPORTS SHALL BE PLACED NOT MORE THAN 6 INCHES APART, AND SIDE LAPS SHALL BE SECURED TO SUPPORTS AND BE 4` TIED BETWEEN SUPPORTS AT NOT TO EXCEED 9 INCHES INTERVALS. 3. METAL AND WIRE LATH SHALL BE ATTACHED TO VERTICAL WOOD SUPPORTS WITH THE EQUIVALENT OF 4D GALVANIZED OR BLUE COMMON NAILS DRIVEN TO A PENETRATION OF AT LEAST s INCH AND R 0 BENT OVER T ENGAGE NOT LESS THAN THREE STRANDS OF LATH.. METAL AND WIRE LATH SHALL BE ATTACHED TO',CEILING CEILI G JO ISIS OR OTHER HORIZONTAL WOOD SUPPORTS WITH THEEQ DIVALENT OF NO. 11 GAUGE, BARBED, GALVANIZED OR BLUED NAILS 1Y2" INCHES LONG HAVING A HEAD NOT LESS THAN 3 INCH IN DIAMETER. TO THE BEST OF MT KNOWLEDGE, THE DESIGN'DEPICIED ON THIS: DRAWING COMPLIES WITH THE APPLICABLE MUUMUM BUILDING DOORS & WINDOWS MIRRORS PLUMBING NOTES ALL BEDROOMS REQUIRE AN OUTSIDE WINDOW OR DOOR OR OPERABLE FROM THE INSIDE WITHOUT THE QTHESE MIRRORS SHALL BE ANCHORED TO STUDS WHEN IN EXCESS OF 9 S.F. PLANS ARE DESIGNED IN ACCORDANCE WITH THE FLORIDA. BUILDING CODE: PLUMBING AND USE F' 0 TOOLS AND PROVIDING A CLEAR OPENING OF NOT LESS THAN 20 INCHES WIDTH 24 INCHES IN H.V.A.C. NOTES RESIDENTIAL HEIGHT & 5.7 SQ. FT.. IN AREA. THE BOTTOM OF THE OPENING SHALL NOT BE MORE THAN 44" OFF THE FL 1, FLOOR AND NO PART OF THE OPERATING MECHANISM SHALL BE PLACED HIGHER THAN H 54 A.F.F. THESE PLANS ARE DESIGNED IN ACCORDANCE WITH THE FLORIDA BUILDING CODE: E BIBS SHALL BE �� FURNISHED W BACK FLOW PREVENTERS AN / AND MOUNTED 26 ABOVE WINDOWS GREATER THAN 72" ABOVE FINISHED GRADE SHALL HAVE THE WINDOW SILL HEIGHT MECHANICAL,RESIDENTIAL, AND ENERGY CONSERVATION GRADE. GRADE. GREATER THAN 24" OR PROVIDE AN APPROVED FALL PREVENTION DEVICE PER R616.2. MOUNT ALL THERMOSTATS AT +4'-0" ABOVE FLOOR. DRAWINGS ARE DIAGRAMMATIC. DO NOT SCALE FOR THE EXACT LOCATION OF FIXTURES :PIPING THE OPERATING MECHANISMS FOR SINGLE HUNG WINDOWS SHALL BE AT OR NEAR THE SILL. ALL INTERIOR & EXTERIOR MOUNTED.V. H A.C. EQUIPMENT SHALL BES SECURELY E FASTENED IN PLACE EQUIPMENT, ETC. Q WINDOWS INDICATED WITH E 0R :EGRESS MUST BE MANUFACTURED TO CONFORM TO THE BLDG.. WHERE SHOWN ON THE DRAWINGS AS REQUIRED BY THE LOCAL BUILDING CODES. THE H.V.A.C. SHOWER HEAD CODE W/ RESPECT TO MIN. EMERGENCY EGRESS REQUIREMENTS PER N;F.P.A. 101 CHAPTER 24. Q CONTRACTOR SHALL PROVIDE SHOP DRAWINGS OF ALL OF THE ABOVE FOR APPROVAL. P HEIGHT OF SHOWER HEAD '- " AT MASTER BATH SHALL BE 7 4 ALL GLASS WITHIN 24 INCHE F S 0 ANY DOOR, SLIDING GLASS. DOORS, ALL GLAZING AT TUB AND ELECTRICAL NOTES HEIGHT OF SHOWER HEAD AT SECONDARY BATH SHALL BE 6'-10" SHOWER ENCLOSURES' AND WINDOWS LESS THAN 60" ABOVE STAIR LANDINGS OR TREADS SHALL BE THE DW GS. ARE DIAGRAMMATIC &INDICATE THE GENERAL ARRANGEMENT OF THE. ELECTRICAL WORK. GENERAL NOTES TEMPERED SAFETY GLASS SEE ADDITIONAL SAFETY GLAZING REQUIREMENTS ER P 2014 FBC 2411.1.2 ANY DISCREPANCIES ON THE DOCUMENTS SHALL BE CALLED TO THE ARCHITECTLS ATTENTION PRIOR AR 96399 SINGLE SWINGE E EXTERIOR DOORS CONNECTING GARAGE TO LIVING AREAS SHALL' BE EQUIPPED WITH TO THE COMMENCEMENT OF WORK. DO NOT SCALE ELECTRICAL DRAWINGS. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH ALL CODES RULES REGULATIONS RESTRICTIONS HAVING JURISDICTION ON THIS PROJECT. SOLID WOOD DOORS NO LE s T SS THAN 1/ INCHES 35 MM ' IN THICKNESS SOLD OR HONEYCOMB CORE ALL WORK SHALL BE DONE IN ACCORDANCE WITH THE LATEST EDITION OF THE NATIONAL s STEEL DOORS NOT LESS THAN 1 INCHES 35 MM THICK OR 20 MI - /s ( ) NUTS FIRE. RATED DOORS.. ELECTRICAL. CODE & ALL CODES, REGULATIONS & RESTRICTIONS HAVING JURISDICTIONS. CONTRACTOR SHALL VERIFY ALL DIMENSIONS PR IOR TO CONSTRUCTION. THE ARCHITECT SHALL BE WHERE MASONRY S NRY OPENINGS REQUIRE WOOD FRAMING, TO FIT WINDOW OR DOOR. SIZES, PRESSURE GROUND -FAULT CIRCUIT PROTECTION; ALL 120V SINGLE PHASE, 15 & 20 AMP OUTLETS INSTALLED NOTIFIED OF ANY DEVIATION FROM THE PLANS PRIOR TO CONSTRUCTION. TREATED 2x8 STUDS MAY BE SECURED TO THE MASONRY WITH 1/4" DIA. x 3 1/2" TAPCON SCREWS 6" � OUTDOORS, IN BATHROOMS, & GARAGES SHALL HAVE GFI CIRCUIT BREAKERS OR RECEPTACLES. DRAWINGS SHALL NOT BE SCALED. FROM EACH END AND 12„ C/C. ADDITIONAL FRAMING MEMBERS SHALL BE NAILED TO PRIOR STUD W/ SMOKE AND CARBON .MONOXIDE DETECTORS SHALL BE HARD WIRED (110 TO 110 VOLT ( ) (2) ROWS OF 10d NAILS AT 10 C/C. NON -SWITCHABLE H KITCHEN OR BATHROOM LIGHTING CIRCUIT AND SHALL NOT BE CONNECTED TO INSTALL SOFFITS PER FBCR R703.1.3 AND R616. WIND BORNE DEBRIS REGION THE LOAD SIDE OF A GROUND FAULT CIRCUIT INTERRUPTER. SMOKE AND CARBON MONOXIDE SE F E ROOF SLOPE PLAN FOR STANDARD GUTTER LOCATIONS AS REQUIRED). ( EXTERIOR OPENINGS IN WIND BORNE DEBRIS REGIONS AS DEFINED BY THE FLORIDA BUILDINGOD C E DETECTORS SHALL BE PROVIDED W/VISIBLE "POWER ON INDICATOR" AND A TEST BUTTON WITH ` SHALL BE PROTECTED WITH WINDOWS, DOORS OR SHUTTERS WHICH HAVE RECEIVED A MIAMI -DADS BATTERY BACKUP SYSTEM. MULTIPLE DETECTORS MUST BE INTERCONNECTED. OR FLORIDA PRODUCT APPROVAL NOTICE OF ACCEPTANCE (HOA)..: THE NOA SHALL DEFINE THE ALL ELECTRICAL SWITCHES SHALL BE 48" A.F.F. UNLESS OTHERWISE NOTED AND A MIN. OF 6" w Ln 4-J ap MINIMUM REQUIREMENTS FOR CODE COMPLIANCE. IN AN EVENT OF A CONFLICT BETWEEN THE FROM EDGE OF OPENINGS. Z LU APPROVED'NOA AND THE CONSTRUCTION DOCUMENT THE S, MOST RESTRICTIVE REQUIREMENT SHALL ALL WALL RECEPTACLES SHALL BE 12" A.F.F. UNLESS OTHERWISE NOTED. Uj PREVAIL AND THE ARCHITECT OF RECORD SHALL BE NOTIFIED. ALL HABITABLE AREAS MUST BE CIRCUITED WITHH AN ARC -FAULT INTERRUPTER PER NEC 210.12. GYPSUM WALLBOARD CONTRACTOR SHALL VERIFY WITH THE LOCAL POWER COMPANY, THE LOCATION OF SERVICE AND o 0 M PROVIDE 1/2” NO SAG GYP. BOARD ON ALL CEILINGS. PROVIDE 5/8" TYPE "X" GYP. BOARD ON ALL SHALL LOCATE METER AND PANEL AS REQUIRED. Uj GARAGE CEILINGS WHERE HABITABLE SPACE EXISTS ABOVE. GARAGE SHALL BE SEPARATED FROM THE VERIFY ALL CONDUCTORS AND BREAKERS W/ EQUIPMENT MANUFACTURER SPECIFICATIONS. RESIDENCEAND I ITS ATTIC AREA BY NO LESS 1/2" GYP. BOARD APPLIED TO THE GARAGE SIDE. L L a _ HARDIE BACKER TO BE USED AT ALL SHOWER AND TUB LOCATIONS, UP TO 8' ABOVE FINISHED FLOOR. ALL EXTERIOR OUTLETS ARE TO BE A MINIMUM OF 30" A.F.F. C) 5 a) -v o ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER -STAIR SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 1/2" INCH GYPSUM BOARD. GLASS BLOCK MORTAR TO HAVE COMPRESSIVE STRENGTH: TYPE S - 1800 psi AT 20 DAYS EXPANSION STRIPS TO BE PLACED PER MFG. SPECS. GLASS BLOCK SHALL BE INSTALLED AS SPECIFIED BY MANUFACTURERS SPECIFICATIONS. BUILDING IDENTIFICATION APPROVED` NUMBERS OR ADDRESSES SS S BE PLACED ON ALL NEW AND EXISTING BUILDINGS IN SUCH POSITION AS TO BE PLAINLY VISIBLE AND LEGIBLE FROM THE STREET OR ROAD FRONTING THE PROPERTY. SAID NUMBERS SHALL BE A MINIMUM OF 4" TALL AND 1/2" THICK AND CONTRAST WITH THEIR BACKGROUND. STUCCO ALL EXTERiOR CEILINGS EXPOSED TO WIND FORCES SHALL BE 7/8" THREE COAT STUCCO FINISH OVER HIGH RIB PAPER BACK METAL LATH OR VINYL PANEL OVER STRUCTURAL PLYWOOD PANELS. CONTRACTOR TO INSTALL STUCCO CONTROL JOINTS PER INDUSTRY STANDARDS. OUTDOOR KITCHENS ALL CONSTRUCTION WITHIN 24" OF EXTERIOR GRILLS AND COOK TOPS SHALL BE NON-COMBUSTIBLE. CMU, LIGHT STEEL GAUGE FRAMING OR OTHER MATERIAL DETERMINED AS NON-COMBUSTIBLE BY THE FBC'RESIDENTIAL, SHALL BE USED IN THE CONSTRUCTION OF PRIVACY WALLS ABUTTING EXTERIOR GRILLS OR COOKTOPS. ANCHORAGE METAL AND WIRE LATH: - - 1�ALryL METAL LATH SHALL BE LAPPED 1 INCH MINIMUM. ATTACHMENT 2. ALL S FOR SECURING METAL LATH, WIRE LATH AND WIRE FABRIC TO SUPPORTS SHALL BE PLACED NOT MORE THAN 6 INCHES APART, AND SIDE LAPS SHALL BE SECURED TO SUPPORTS AND BE 4` TIED BETWEEN SUPPORTS AT NOT TO EXCEED 9 INCHES INTERVALS. 3. METAL AND WIRE LATH SHALL BE ATTACHED TO VERTICAL WOOD SUPPORTS WITH THE EQUIVALENT OF 4D GALVANIZED OR BLUE COMMON NAILS DRIVEN TO A PENETRATION OF AT LEAST s INCH AND R 0 BENT OVER T ENGAGE NOT LESS THAN THREE STRANDS OF LATH.. METAL AND WIRE LATH SHALL BE ATTACHED TO',CEILING CEILI G JO ISIS OR OTHER HORIZONTAL WOOD SUPPORTS WITH THEEQ DIVALENT OF NO. 11 GAUGE, BARBED, GALVANIZED OR BLUED NAILS 1Y2" INCHES LONG HAVING A HEAD NOT LESS THAN 3 INCH IN DIAMETER. TO THE BEST OF MT KNOWLEDGE, THE DESIGN'DEPICIED ON THIS: DRAWING COMPLIES WITH THE APPLICABLE MUUMUM BUILDING MIRRORS MIRRORS SHALL BE ANCHORED TO STUDS WHEN IN EXCESS OF 9 S.F. H.V.A.C. NOTES THESE PLANS ARE DESIGNED IN ACCORDANCE WITH THE FLORIDA BUILDING CODE: c � g MECHANICAL,RESIDENTIAL, AND ENERGY CONSERVATION MOUNT ALL THERMOSTATS AT +4'-0" ABOVE FLOOR. ALL INTERIOR & EXTERIOR MOUNTED.V. H A.C. EQUIPMENT SHALL BES SECURELY E FASTENED IN PLACE R 9673 , WHERE SHOWN ON THE DRAWINGS AS REQUIRED BY THE LOCAL BUILDING CODES. THE H.V.A.C. CONTRACTOR SHALL PROVIDE SHOP DRAWINGS OF ALL OF THE ABOVE FOR APPROVAL. P ELECTRICAL NOTES EL THE DW GS. ARE DIAGRAMMATIC &INDICATE THE GENERAL ARRANGEMENT OF THE. ELECTRICAL WORK. Ovan G. Drummond, m d, AIA ANY DISCREPANCIES ON THE DOCUMENTS SHALL BE CALLED TO THE ARCHITECTLS ATTENTION PRIOR AR 96399 TO THE COMMENCEMENT OF WORK. DO NOT SCALE ELECTRICAL DRAWINGS. ALL WORK SHALL BE DONE IN ACCORDANCE WITH THE LATEST EDITION OF THE NATIONAL Javier ELECTRICAL. CODE & ALL CODES, REGULATIONS & RESTRICTIONS HAVING JURISDICTIONS. GROUND -FAULT CIRCUIT PROTECTION; ALL 120V SINGLE PHASE, 15 & 20 AMP OUTLETS INSTALLED Sang-Yub OUTDOORS, IN BATHROOMS, & GARAGES SHALL HAVE GFI CIRCUIT BREAKERS OR RECEPTACLES. SMOKE AND CARBON .MONOXIDE DETECTORS SHALL BE HARD WIRED (110 TO 110 VOLT ( ) Uj NON -SWITCHABLE H KITCHEN OR BATHROOM LIGHTING CIRCUIT AND SHALL NOT BE CONNECTED TO , THE LOAD SIDE OF A GROUND FAULT CIRCUIT INTERRUPTER. SMOKE AND CARBON MONOXIDE o M DETECTORS SHALL BE PROVIDED W/VISIBLE "POWER ON INDICATOR" AND A TEST BUTTON WITH Q BATTERY BACKUP SYSTEM. MULTIPLE DETECTORS MUST BE INTERCONNECTED. ALL ELECTRICAL SWITCHES SHALL BE 48" A.F.F. UNLESS OTHERWISE NOTED AND A MIN. OF 6" w Ln 4-J ap FROM EDGE OF OPENINGS. Z LU �t N ALL WALL RECEPTACLES SHALL BE 12" A.F.F. UNLESS OTHERWISE NOTED. Uj a �� ALL HABITABLE AREAS MUST BE CIRCUITED WITHH AN ARC -FAULT INTERRUPTER PER NEC 210.12. CONTRACTOR SHALL VERIFY WITH THE LOCAL POWER COMPANY, THE LOCATION OF SERVICE AND o 0 M SHALL LOCATE METER AND PANEL AS REQUIRED. Uj Q VERIFY ALL CONDUCTORS AND BREAKERS W/ EQUIPMENT MANUFACTURER SPECIFICATIONS. L L a z ALL EXTERIOR OUTLETS ARE TO BE A MINIMUM OF 30" A.F.F. C) 5 a) -v o IN EVERY KITCHEN, FAMILY ROOM, DINING ROOM, LIVING' ROOM, PARLOR, LIBRARY, DEN, SUNROOM, Idd LnL 00 c 00 ca BEDROOM, RECREATION ROOM, BATHROOM, GARAGE, BASEMENT, LAUNDRY AND OUTDOOR AREA, ALL 125 -VOLT, 15- AND 20- AMPERE RECEPTACLES SHALL BE LISTED TAMPER RESISTANT RECEPTACLES. THERE ARE NO EXCEPTIONS. '1- J 0 N L Uj 0 rn N CL 0 i 0 ,. ZE CD Z TO THE BEST OF MT KNOWLEDGE, THE DESIGN'DEPICIED ON THIS: DRAWING COMPLIES WITH THE APPLICABLE MUUMUM BUILDING CODE IN EFFECT AS OF. DATE OF CERTIFICATION BELOW. OF J c � g R 9673 , EL Ovan G. Drummond, m d, AIA AR 96399 Manuel Gonzalez, AIA AR 96730 Javier Hernandez AIA AR 98560 Sang-Yub Lee, PE 72328 Uj o M Iia 0 rn ,.i 00 F-- 0 � w Ln 4-J ap Z LU �t N Uj a �� c. -►=N` - . o 0 M Uj It U L L L a <0 C) 5 a) -v o Idd LnL 00 c 00 ca Etc '1- J 0 N L 0 rn N CL i 0 ,. ZE CD LU gip.. 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VERIFY ALL GAS LINE` E 1--., w LOCATIONS PRIOR TO POURING SLAB >- Uj z °� SLAB LAYOUT E �- LU a SCALE. 1 4 1 0 CAROLINA W� i ADDITIONAL N TUjUj m NOTE 0 ES SCHEDULES & DETAILS ALLSTEMWFOUNDATION ac V 0 CAN BE FOUND ON THE A1.N SHEET. 1- RL _UMBEL 1014.0 t. - z cn cC w O � November 20, 2017 ,•. fl. L: .. ... -.. SLAB YOUT NOTES: O U' V vI \ - 1. SEE GENERAL NOTES FOR CAST I PLACE LU LU C) LACE CONCRETE AND REINFORCING C G REQUIREMENTS.. a� Ovan G. Drummond AIA Q -o 2. CONSULT W MAN, SPECIFICATIONS / NS PRIOR TO POURING OR RECESSING DOOR SILLS a m Z Javier Hernandez, AIA AR 98560 Sang-Yub Lee, PE m" . EXTERIOR LABS SHALL L 3 IRS H LL S OPE 1/8 PER f00T AWAY FROM HOUSE J 0 W J O U.1 LR 967 < 4. PROVIDE 8--X 11/2" :.RECESS AT SLAB PERIMETER TYP. U.N.O. E )cj ul ,_., 0 F- W a � 0 Uj A Q j000 fl. 'i 'T 5. ALL FOOTINGS SHALL BE MINIMUM 0 OF 12 BELOW GRADE. Y_ I M L1. O 0 z DOOR OPENING O z �wQ M C)INDICATES Q1-4 °- 0046 0)'100 LU tJ1 00 cn ,cn < E O I z cn cC w O � November 20, 2017 LU LU C) 9 &. g Ovan G. Drummond AIA AR 96399 i a m Z Javier Hernandez, AIA AR 98560 Sang-Yub Lee, PE 72328 Uj J 0 W J O U.1 0 a% Ln 1 < N N ul ,_., 0 F- W a � 0 Uj A Q j000 fl. 'i 'T N Q M Y_ U J 0 O z �wQ - °- 0046 0)'100 LU tJ1 00 L C CO I w MLn < E O W Z > H O c� N U 0 C -)N W n 0 F'— W U- �j z = i -- sLU ce LU a�a � l LU LU O Q F-- F- z Q Q LU UJ V �--� I ul j 0 O w z Ln ; o >cE En _i W z U LU cy�; O > O > w i i H t� WOE, LU I J Lu iw-_� Q cG w LU 0 10 O Q C-1 Cc 7 q8q Lvv j i co L LU e Uj acn °C z SERIAL NUMBER 1014.0 LU W Z W _ Q . p O W J =zQ O LA C>LU U �m LU 0 cC U Z Q-�,O a Q D O cn zw Q cG . , •_, w (f z _ co d j c1i O Q •, m _ cCth - L LU Oy-� cG z w . r LU cn C) o� ! U 0 cC CA ,, U LU o�� U a O waov_ - X z U F-- o LU z cn Q - w moow� J ¢ m cC W Q � � �` U Fro Z Z � W w FRONT WALL OF GARAGE w oZQ= � c(n � PROVIDE 11/2 " 'D x 5" W G� �c � m ag RECESS AT GARAGE DOOR E W.W.M. PLACED IN UPPER _..1 tn 0 F- w z c� z c.� PROVIDE 4 1/2 -D x 8 W RECESS 1/3 0 SLAB OR FIBERME H REINf. PER PLAN O w z cn SLAB RECESS.. 11 1 1/ z IN SLAB r cnwC�z z U W BRICK PAVERS GAR. 1/ a w �„ 1/8 -kN.) SAWCUT x 1/4 OF SLABHICKNESS SEE PLAN icecn fIN. FLR. FOUNDATION FOR LOCATION L GARAGE r -I �-- v, Q z z z o a: o - DOOR SLAB a p LU (D z j j _ _ RECESS' LU a U) w�Qcn acWzI� a 0 z -- jjj a — WALL PER 1 z ,,, o cc En - � _ PLAN 5�� a • W LU W s' o L„ I I_ r SAWCUT JOINTS PER PLAN. JOIN S SHALL BE CUT 4 1 d' a o z En Uj E-- TO 12 HOURS AFTER CONCRETE AS BEEN FINISHED, t' U- AS CONCRETE :ALLOWS WITHOUT'RAVELING LU � z W � � Z o z PLAN VIEW T� a -U)0 0 o z W t..l Q SECT O N GAR. DOOR @ SAW C'U' DETAIL Q v, Ce '-' 2 1. 1 Id11,N i-- a'2w Wok} SCALE: 4' SCA / = 1 -0 SCALE: 3 8 = 111-0 / w o Qz,�O OC Up[ W cCLlJ�� a cS cn z O. U) m w L,, o z �- = u,En 7 w 0 W Ca �w\ z U } F. WzJV- 1 I � .� .O O LL• a U i— o 4 c TO THE MST OF MY KNOWLEDGE, IME DESIGN DEPICTED ON THIS DRAWING COMPLIES WI1HTHE AMICABLE MINIMUM BUDDING CODE IN EFFECrAS � DATE OF CERTtPIC47I0N BELOW, November 20, 2017 k 9 &. g Ovan G. Drummond AIA AR 96399 Manuel Gonzalez. AIA AR 96730 Javier Hernandez, AIA AR 98560 Sang-Yub Lee, PE 72328 Uj 0 0 U.1 0 a% Ln 1 < N N ul Uj A Q j000 fl. 'i 'T N Q M .. L U J 0 L LL < °- 0046 0)'100 LU tJ1 00 L C CO I w MLn < E O c� N U 0 C -)N CA U- �j sLU ce LU a�a � l LU LU O Q F-- F- z o 54 z Q LU UJ V �--� I ul z Ln ; o U LU cy�; i i H t� LU I J Lu LU 10 �0 C-1 Cc 7 q8q Lvv j i co L LU e yy' SERIAL NUMBER 1014.0 L O V 6 •� �. A7.48 0 L CO M M m 11Nj CL F E` 771-011A p �p ' � ME o R O NT TEMPERED GLASS SHOWER Da _V A C COMP D 1 A0 COMP #2 ENCLOSURE BOTT. @FIN. FLR. 31-811 _ i 11 1 tI - 38 91-101152 56 94 71-611 PAVE t� 56 _ ..., 7 2 90 0 O I Z Z'-- GAS TANKLESS LINE OF O a = @ (6 WATER HEATER ROOFABOVE BOVE cn 9 �HB v, HG H DI E BO ............................. O OO O IO B W O . ...................... .. ....... ..... ha :...:................................................................:.. ch LLJ CL 31-411 n .... m � 50 I 401-611 01 0 piJ :. - o , I------------- LL- LINE L< I : , o ::: o LINE'OF 2ND LU cc �.: I i I NO_ No o FLOOR ABOVE. � Z I � W Q MASTER 1 it _ 10 l W A _ I 10�8��v _ _ FLOOR. MATERIAL _ �o , m , n I , O 11 I - � _ 22 X 54 ATTIC I C> _ 10 0 w I B E ITRANSITION 1 QRooM /C4 _ I � _ , TANDEM D L EM - No 1� 11 N _ o ACCESS W/ PULL , w I - - 1 1� 1 I , O _ 10 0 TO 10 8 ,-1 _ _ I , v _ - MASTER BATH I ` 10 0 CLG. DOWN STAIRS I �-' N I - ' 1 COFFER CLG. 11 _ I , a r- 10 -0 CLG. N-2 = I I f 13 d- t o - 6 1 , Q _ O 1 ozs A _ I LU O 1`- `11 i 1 11 1 11 I i n I W (/) o I _ I _ _ _ M� _ I 111 >ocz 1 162 38 74- 32 168 I1 l 23_4 >, LU I 01 W 11 = O I ( I Q I n coI _I I I 1/ 6 1 1 W +--� V42 36 V42 I I - - _ I I I - - o _ R&s _ MECH. I I z � S w I , LU st A _ I 1D -0 CLG. L t— = o O I I I c„ I o, 1 00 N _ I W LU � 5 I cc w O r¢ --- � I z A.H.U. #1 CAR I I R&SH I� I I _ I v cn ---= I 1 2 r I I I 1 d IO � w I _ 11 11 - I Q CL - ... G. D GA 1 oc .... 22 X 34 �• ER RAG E cc z o I I i c.7 LU ;•;: I 1 - III I 1 1, ' O I = 'ATTIC ACCESS = SPAC o - LJ_ I 7 - C SS ^ I --- 11 1 10 0 CLG. , 1 In IJ) I cn _ , O I o cn .. -- — — — --0J Lr+ 6 �,- >- >— ::: 1 n o?S \ / I n 1 n 1 1 I O 1 1 1 1 z 4- p I _ � _ I 1 11 Wz - Ix I x 194 42 26 I I 7-8 7-6 w, ' _Qw o I 22 10 F— IG—_� T 16 f I , �'-' ::•; O WIC n IU I 1 , ............. U N D ::.:..:.:.::::::::.�:::.�:::::::::.�:::::::::.: ............................... ...................................................:............. 1 11 LM - 10 0 CLG. O .. = 10 -O CLG. O oc MT o N DBL, R& SH P i �-, d. O * , - I GAS ::` '�I I ,.i I� 11 4 , - :::. ...;.; „ '� LTA 8 3 d• I LINE OF 2ND I 1 � O w !ciiii: •:•i:: I 11 3 _p 1_ , 11 1 11 1 11 1 '.. ,, ------ -------- 1 o LINE FOR ::.. 3 6 6 2 - - _ - o� m I;Yi / t � 4 7 8 3 6 3 -0 - - I FLOOR ABOVE. WATER � o w O - BARBEQUE L6- - - - - - - 610 1 1O X 10 - SOFTENER LOOP Z O — — AREA = AIR -JUMPER _ _o a o I N L T - cc � I I � � - SLOPED .::: _ I - P DR :::. o o NiA US TILE N II z I 1 11 10' 0 CLG. .... 1 w ,�CLG. I r-+ � 20 -6 1 TH .::•;: - Q - O U LLO' COm I L J I I z I DESIGNER FIREPLACE I 1 r I 1 _ , N 1-1 _, I I I I � I L/ J z o I SUBMIT I 1 I I - - I ANUF. SPECS. �,, I I 14 z - 0 1 %Mz d• PAVERS ON� {t I _ FOR INSTALLATIONAND 12- 1 11 - - . _ I - I I I I 1 - ,,, 8 1_ 11 4 4 L E CLG,I I I A.N I m ��I STEMWALL O U.LLISTING SPECS. 12 0 =a� \ T I N I I I ( I I I 1 I I i I I i NE OF M37 O _ I M I _I I _ ---- - -- _ = I I � �, In w - N I o ZOF ABOVE IOC z N - ::. C1 , , r-1 ---- —---1 1 1 n i n 1 ' _ . m 11Yi Q > I COVERED L , J o L ,_ 20 7 0 _ I 14 -10 _4.1 3 -off'-4" I 61-4" N :J o _.I 1--11 11 .; -' E-- a L'- 42 HIGH OPEN --- --- T' 4 ' _ �1 LANAI 1o o = 1 I -- - --- - CO�f E RED cn LU v, A 101-pT1 L RAILING SPACED TO ,� �. �_ CLG. = 11 � :::. PAVERS N _, - I REJECT A 4 SPHERE � UP RETURN HANDRAIL 1 „ 1 - O� � I 4LAT SOFFIT 1 it STE 1 I I .� N T RY 1 0 J OAK FOR CASCADING _ 11 p -p MW LL - Uo LL. o C C NG @8 0_ I I , _ rn I\ A 1 I - , 0 0 CLG. _ _ I G REAT ROOM I STAIRS i N MT �., -}-- - - - - _ _ - - - - - _ STEPS A.F.F. - 1 I I , A Q.. 0. .z-.�:"' H 11 _ 111 1 11 �— —Ir-- — — — A7.48 _ 6 12 -0 TO 12 -8 _ 6 fi-'o 1,:_ i- I 1 11 I 1 11 '- ►► I A' 6'-2" I I A7.48 �,, o z 16 -6 COFFER CLG. _ 17 -8 2 -4 41-411 12'_411 11�`Y" I C,.) o = :: _ _ 31-611 10" WaoV o 11 0 - I T I 6 tl rf f- N0 c!I 0 4 2 :::. 1 I _ 6 _ 11 6 ... 1 I 1 .....::• M o 0 W :. U TWO T .... o .::: � IS Q RY .... �,� O ii M 1.1 201-4 .;::• 1 1 5.11 :•;: _ 1- 12 0 FOYERLU m w - .. o I- I -,p Nm LU N ::•: = 1 fLAT SOFFIT`` 5 L _ @ - ::• m 0 9 0 TYP. U.N.Q. - - woo - w @:cis ?.t: •. ....... ........ ' . . . . . . . . . . . . . r _ -'S W : Ili O i� w 11 II Ill LINE OF, - o ;•::• o cn _ :::. � 2 X 6 WALL 341 2 - za - :::. I II 1 CD BATH ,-- REF, ,, FLOOR ABV. • LU �- .:.. 1 11. �. A.F.F. R II U .:. _ _ OUCH i 11 ,--1 2 0: _ cn _ - � �..�., - -'- II ISPACE - 10 0 CLG. � O eC %- O „ d � m � -, _ 100 I A A II c� TYP , I cC w O 101-8119= tet• 1 O Q /' �" i 11 gag it -- ---_-- _ 1 O _ —--------------------------- 1 it 1 I 158 1100 I -41 _ r �1 ,_1. 0 6 10 21-911 2 7 _ �-- - w = = DBL. SINK I N z U DBL.BEDROOM ---- - d- Wz Ly En.•.. - I _�__�r��___ PAN2 , �- , D I N I N G _ ovEN 1 1 11 w G] _ STU DY - A _ A I - L , M 100 L 100 CLG. O I 1 DW10'-0" z - - - ROOM _ CLG. I �V3U - 4 i- DG Q M rl a _ I 10 -0 TO 101-81, I Nm ,-, €...... I N - I N M GOURMET _ .... o a, O I COFFER CLG, I _ PRE -PLUMB 5 ---- -,,_.� IM O O , Ln Q" I I N FOR FUTURE �+ z z = A KITCHEN 11 a C:) 1-101 _z O 1 11 1 II 1+z 6 O , - 00 _ ICE MAKER 1 11 8 I 1. 11 I - I II 1 it 5 I 11 .,:_ — — ...:., UJI Q Q 10 0 CLG. 20 4 4 10 121-4113 2 5 -4 O 11-4 W z _ 6 L - - - - - - -1 GAS 000KTOP z I o w O ,-. cn ,-, W I C. - -- -�, H ti?: (,rC G/') :ii r -d 4ii I. i I _/ - I_ it .. �M,. ;:' Q vi _ � I 10 0 CLG. �"� p[ W z Z IM -- --=-- --_-- — 1 NO.. '- ,• R& SH ::.....:.... :............................ -: . .................:.................................... :...... : ....................................................................................................................................................:.......................... I ►y `�' w �- O HB O I O I B SHUTTER d- z p w i ' ' ' PROJECTION ;O Z F=--- 2,_6" 61.10" 341.411 , 171_4 ABV. N 3 Z 51_OW 1 11 ,. W z 70 -0 21.011 ,..� � o z .Q' w Q 771_011 o — �a � �Wz rB z W o LUJ Qww Z O� 83 ce ca C oz= 1= o= FIRST FLOOR PLAN . 11 = 1_011 L< w Nm W SCALE. 1 4 1 ADD o � / CAROLINA ITIONAL NOTES SCHEDULES &DETAILS JQQLL I CAN BE FOUND ON THE AM SHEET, TO THE BEGP OF MY KNOWLEDGE, THE DESIGN DEPICTED ON THIS DRAWING COMPLIES WITH THE APPLICABLE MINIMUM BUILDING CODE IN EFFECTAS OF DATE OF CERTIFICATION BELOW, November 20, 2017 t �n 4 g& R 70 4# _. F Ova n G. Drummond Al AR 96399 Manuel Gonzalez AIA AR 96730 Javier Hernandez, AIA AR 98560 Sang-Yub Lee, PE 72328- LU 0 CA ,.., 00 F -Ln a 41 00 < Z LU _ It NV (1) 1 > �p CL Q '%N E —j NM li "aao 2 LU In It 00 M in 0 w `n ° -, 0 _ E N 0 U o NCL 1 E � iiyi # LLJ ae� I LU ce LUILU f&.b...8 #IIY I LO l LU z ii441 Luwed' � 0. 5 F—Z 'w��.rgy� CL C5 cL _J � LU U ` W 1 Q I CA 2f 1 LLJ LU 0 l f E f 1 i E i z jE E O 1 O U- °j LU LU Cc cc .'r' f 24 lj- ISR NUMBED 1014.0 �z0 Q LL- LL - 8 F- O TO THE BEST OF MY KNOWLEDGE, THE DESIGN DEPICTED ON THIS DRAWING COMPLIES WITH THE APPLICABLEMINIMUM BUILDING .CODE IN EFFECT AS OF DATE OF CERTIFICATION BELOW. November 20, 2017- F AR 967 ED Ovan G. Drummond, AIA AR 96399 Manuel Gonzalez, AIA AR 96730 Javier Hernandez, AIA AR 98560 Sang-Yub Lee, PE 72328 Uj LL p LIA 0 Z LLI Ln dam' N 0 01 >T�O CL 'LNd' O M 0 t Ij kD U— L U- a— a F, �o� L c00 LL o w , � Ln <o 0 Eo6 _ d� N J W, < ko o %0 qt AwAk CA N 0- E y...,wti jtj LU LU ce LU as tn E LU z LU Uj z LU o o cez F--� 01 Q- i LU --j V c:j E � LU J H 'Q th � 0 ca '. LU cji .. � U LU 00 E E [I aj 1 E i f( k E O C) M i J LL - 3 Q W ^ T. f O W U :W LU Cn 'n ;U) rsER1AL NUMBER 1014,0 ci C> CL - I. o - i .. I o - m � u O I zu- 0 oz zo cn v' Z /) W w�I— cn w o �I z m O W � "-o L w aG o a - o0. , -TAG DOW WIN.SCHEDULE CAR. (�EWINDO CALL -OUT WINDOW LOCATION TYPE R.O.TYPE SIZE REMARKS A SINGLE HUNG 3060 36 1/2" X 72 1/2" EGRESS / LOW - E / VINYL B SINGLE HUNG 3052 36 1/2" X 62 1/2" EGRESS / LOW - E / VINYL C SINGLE HUNG 1840 20 1/2 X 48 1/2 LOW - E / VINYL D NOT USED 2'-4" X 81-0" - E FIXED. GLASS 4052 48 1/2 X 62 1/2 - E VINYL LOW / F SINGLE HU NG 3052 2 36 1 2 X 62 1 2 (,) / / - S LOW E VINYL EGRESS / / G FIXED GLASS 2816 32 1/2 X 18 1/2 LOW E / VINYL / TEMP H I GLE HUNG 2052 SN 241 2 X621 2 / / LOW E / VINYL I SINGLE HUNG 2852 32 1 2 X 621 / /2 LOW E / VINYL 7 SINGLE HUNG 203 0 24 1 2" X 36 1 2" / / LOW - E / VINYL K SINGLE HUNG 2062 24 1/2 X 72 1/2 LOW - E / VINYL L SINGLE HUNG 3060 /2 X 72 / 2 1 2 O 36 1 EGRESS / LOW E/ VINYL o a v w o jED 25 Q=u Lu p aLz U Q 0 W � Z Lu z z s W ceQ �--- oar -DOOR TAG - D O R SCHEDULE DOOR CALL OUT O LOCATION TYPE SIZE REMARKS 1 T R NS L. FULL LITE ENTRY DOOR HERMA TRU I U 3'-0" X 8'-0'' W 2 12" SIDELITES TEMPERED / O / 2 O.H. METAL GARAGE DOOR 18'-0" X 8'-0" 11 3 "DOOR 21-811 X 81-011 SELF GLOBING, SOLID NOT LESS THAN `13 8 THICK OR 20 - MINUTE FIRE - RATE 4 HOLLOW CORE DOOR - 2'-4" X 81-0" ooJC CL Ucem 5 HOLLOW CORE DOOR ` -611. X.8'-0" 21 6 HOLLOW CORE DOOR (2) 2'-6" X 8'-0" 7 HOLLOW CORE DOOR 2'-8" X 8'-0" 8 FRENCH DOOR 2 3'-0" X 8'-0" ( ) EXTERIOR TEMPERED / 9 METAL CLAD DOOR 2'-8" X 6'-8" EXTERIOR 10 HOLLOW CORE DOOR 2'-4" X 61_8" 11 HOLLOW CORE DOOR 2'-6" X 6'-8" a oc 12 HOLLOW CORE DOOR (2) 2'-6" X 6'-8" ; 13 HOLLOW CORE POCKET DOOR 2'-8" X 8'-0" 14 SHOWER BI -PASS GLASS -DOOR 5'-0" X 6'-8" TEMPERED 15 SINGLE LITE FRENCH DOOR (2) 2-8" X 6'-8" EXTERIOR / TEMPERED 16 HOLLOW CORE DOOR 2'-8" X 6'-8" INSULATION SCHEDULE LOCATION TYPE R -VALUE U.N.O. CEILING @ LIVING AREA FIBERGLASS 38 EXTERIOR WD. FRAME WALLS FIBERGLASS 19 WALLS TO LIVING AREA FIBERGLASS 11 o W *18 RISERS @ 7 5/8 ABOVE NOSING 0 16 TREADS = 10" W/ 1" NOSING zI1, L! T 1 LANDING ce .... _ ' . m cc a -z * TAIR RISERS TO BE VERIFIED Lu ACTUAL S a 1 YWD. 0 o � 2 PL Lu U RINT HE FIELD Y CONTRACTOR HA 8 WOOD NAILE _.::_ . I a SECOND FLOOR a o z 11'-4 3/4' 2x WD. TREADS C> iL� (NOMINAL) ce U) z = TYPICAL 2X EADER °� u.i z W d - O � Q � M W s �Q d i H GG L ua o PRE-ENGE EKED s 1 NOSING TYP. o '- FLOOR TRUSSES Z O LU, si o � 00 10�, DESIGNE BY TRUSS Ln Z I 2x12 WD MANUFACTURER o LANDING ce CARRIAGE cotieW a (3 REQ'D) POWDER W W o FIRST FLOOR N STORAGE ROOM 0'_0•' FIN FLR. Q Lu.:. ozo= oLum0 JZJu� ov © 8 1 STAIR SEC 1 AJIN SCALE: 1/411=11-011 w- J = Z Q �O 0 i ooJC CL Ucem C Qc3ea V 0 o cn 10 a oc ; m .�Z., US Q Lu Of-, - d E- a o Z`, m <r > V �� -jo�-a Y C o= W r o L1C rt U GC a 0 Q ce a Q Z u.'m� C oWzu u Zu7o� a ui ca W WQoo �. �- 3=LuG { oc �... C7 cC w z C:) o w ! _ CONTINUOUS RAILING @ 36"` C o W *18 RISERS @ 7 5/8 ABOVE NOSING 0 16 TREADS = 10" W/ 1" NOSING zI1, L! T 1 LANDING ce .... _ ' . m cc a -z * TAIR RISERS TO BE VERIFIED Lu ACTUAL S a 1 YWD. 0 o � 2 PL Lu U RINT HE FIELD Y CONTRACTOR HA 8 WOOD NAILE _.::_ . I a SECOND FLOOR a o z 11'-4 3/4' 2x WD. TREADS C> iL� (NOMINAL) ce U) z = TYPICAL 2X EADER °� u.i z W d - O � Q � M W s �Q d i H GG L ua o PRE-ENGE EKED s 1 NOSING TYP. o '- FLOOR TRUSSES Z O LU, si o � 00 10�, DESIGNE BY TRUSS Ln Z I 2x12 WD MANUFACTURER o LANDING ce CARRIAGE cotieW a (3 REQ'D) POWDER W W o FIRST FLOOR N STORAGE ROOM 0'_0•' FIN FLR. Q Lu.:. ozo= oLum0 JZJu� ov © 8 1 STAIR SEC 1 AJIN SCALE: 1/411=11-011 u) �O i 10 u) NOTES: - PROVIDE HIGH DENSITY FOAM WITH TOUGH COAT FROM FOAM FACTORY INC. OR EQUAL AT ALL EXTERIOR DECORATIVE ELEMENTS. 5 3 2 TYPICAL UNLESS NOTED OTHERWISE. 5.2.48 5.2.485:2.48 ROOFING PER CONTRACT (TYP) - FOAM APPLICATIONS FINISHES SHALL BE ACCORDING TO EACH 9 _ ELEVATION.'. RAL LIGHT ORE UAL PRE FINISH Q ED 5.2.48 -FOAM z u_ APPLICATIONS SHALL BE I T.0.PLATE----------------------------- ------ -- INSTALLED AS PER MANUFACTURER SPECS. o -- - _- -- -- ' - -- '-- - -- -- __ - - U.N.O. STONE - PRE -CAST APPLICATIONS SHALL BE 'STONE CAST'.FROM FOAM ;M�i L ; � :: ! �l ;, :: 11 , : :I :. : 1 il I : . ; t .-....,......;, --•^ -- --- - - - - aC -4 ce Tyr L. 2 C> W m 5.2.48 W � o ma, .(----)-, mill 110 I iLE-1i L11i �_o TY U V L Z LJJQ w aG Z �o G_ o --y W z LLJz H Q � O LLI U- J o Li J � fIN. FL. FIN. FL. Po - c 'y 1 a- 0 W V/ W I LU 0 oam ' I O ocvz Q a 2 Q .LU cc TYP. A3.2,4 W vim* (n z ROOF SLOPE PLAN o z SLOPE.. 6.12 U.N.O. m Q REAR ELEVATION EL O _ W � - _ r 37 .SCALE. 1/8" 1'-0" CAROLINA W M SCALE: 1/4"= 1'-0 CAROLI A Q j o }-;` ca Q Rr,OOF VENTCALCULATION cn LL W EnQ © o ATTIC AREA 'iTO rAI UNDER ROOF) J U � 6 3881 i t U ,,, � � � `ROOFING PER DIVIDE BY CODE REQUIREMENT 300 a o 5.2.48 U oc3eI CONTRACT TYP E- ( ) MIN. Nt T FREE VENTILATING �. o I 12.94 Wz m J , -- AREA REQUIRED U W E Z /) 1 cn o cDJ48 Q_� z NOTE. FBCR 806.2EXC. 2, PERMITS ROOF VENTILATING AREA TO MW >- m W , BE CALCULATED AT 1/300 PROVIDED THAT 40-50% OF THE REQUIRED VENTILATION'IS PRO VDD BY ROO-VENTILAORS W� U T.O.PLATE LOCATED'WITHIN 3'-0" OF THE RIDGE OR HIGH POINT UNLESS F--4 z czn cWn - -- -- -- L-_ �- 0o (n W CONFLICTS EXISTS) MEASURED VERTICALLY, AND THE BALANCE OF W zQ I THE REQS: IRED VENTILATION EAVE O �= I R CORNICE VENTS. C' aC w z i H W, _ - Ljjj I ( i z V 0 W W I .L L 7 � UNITY DEV ED z 4 C RNER COMM 4 _ M W o i 5.2.48 Oe% M TRL (TYP) P P R �9wo L mCe wz oa o LUViQU D. FL. zz=oI - - �---- W��z � � Uj Ln -� d _ , T.O.PLATE ' "' T 11 W `c T.O.PLATE - -- _ -- - -- -- -- -- o � __ 1 VLLJ oCW�: Q ujF=� 7 1 zz� A.2.4 5.2.48 DZLuw-- _o= LEFT ELEVATION i cc "' a oo w SCALE: 1/4•• _ V-13"CAROLINA i J 0 Ci L= - Q V 01 i F-- PROV E RIDGE VENTS, TOLL BROTHER'S P.M. TO PR VIDE LOCATIONS ASPHALT SHINGLE ROOFING TO THE BEST OF MY KNOWLEDGE, THE DESIGN DEPICTED ON THIS DRAWING COMPLIES WITH THE APPLICABLE MINIMUM BUILDING NINE� INEFFECT AS OF DATE OF CERTIFICATION BELOW. tElio OF F CV b. 6 9673 t Ovan G. Drummond, AIA AR 96399 Manuel Gonzalez, AIA AR 96730 Javier Hernandez, AIA loss son milliI. 72328 L.LI o M ,-� 00 Ln .4-0 06 N >1 Uj >_ ''q OCL .LNC �a L O M U- 0 O LLI U- J o Li J � fIN. FL. FIN. FL. Po - c 'y 1 a- 0 W V/ W I LU 0 oam ' I O ocvz Q a 2 Q .LU cc TYP. A3.2,4 W vim* (n z ROOF SLOPE PLAN o z SLOPE.. 6.12 U.N.O. m Q REAR ELEVATION EL O _ W � - _ r 37 .SCALE. 1/8" 1'-0" CAROLINA W M SCALE: 1/4"= 1'-0 CAROLI A Q j o }-;` ca Q Rr,OOF VENTCALCULATION cn LL W EnQ © o ATTIC AREA 'iTO rAI UNDER ROOF) J U � 6 3881 i t U ,,, � � � `ROOFING PER DIVIDE BY CODE REQUIREMENT 300 a o 5.2.48 U oc3eI CONTRACT TYP E- ( ) MIN. Nt T FREE VENTILATING �. o I 12.94 Wz m J , -- AREA REQUIRED U W E Z /) 1 cn o cDJ48 Q_� z NOTE. FBCR 806.2EXC. 2, PERMITS ROOF VENTILATING AREA TO MW >- m W , BE CALCULATED AT 1/300 PROVIDED THAT 40-50% OF THE REQUIRED VENTILATION'IS PRO VDD BY ROO-VENTILAORS W� U T.O.PLATE LOCATED'WITHIN 3'-0" OF THE RIDGE OR HIGH POINT UNLESS F--4 z czn cWn - -- -- -- L-_ �- 0o (n W CONFLICTS EXISTS) MEASURED VERTICALLY, AND THE BALANCE OF W zQ I THE REQS: IRED VENTILATION EAVE O �= I R CORNICE VENTS. C' aC w z i H W, _ - Ljjj I ( i z V 0 W W I .L L 7 � UNITY DEV ED z 4 C RNER COMM 4 _ M W o i 5.2.48 Oe% M TRL (TYP) P P R �9wo L mCe wz oa o LUViQU D. FL. zz=oI - - �---- W��z � � Uj Ln -� d _ , T.O.PLATE ' "' T 11 W `c T.O.PLATE - -- _ -- - -- -- -- -- o � __ 1 VLLJ oCW�: Q ujF=� 7 1 zz� A.2.4 5.2.48 DZLuw-- _o= LEFT ELEVATION i cc "' a oo w SCALE: 1/4•• _ V-13"CAROLINA i J 0 Ci L= - Q V 01 i F-- PROV E RIDGE VENTS, TOLL BROTHER'S P.M. TO PR VIDE LOCATIONS ASPHALT SHINGLE ROOFING TO THE BEST OF MY KNOWLEDGE, THE DESIGN DEPICTED ON THIS DRAWING COMPLIES WITH THE APPLICABLE MINIMUM BUILDING CODE INEFFECT AS OF DATE OF CERTIFICATION BELOW. December 14, 2017 OF F CV b. 6 9673 t Ovan G. Drummond, AIA AR 96399 Manuel Gonzalez, AIA AR 96730 Javier Hernandez, AIA AR 98560 Sang-Yub Lee, PE 72328 L.LI o M ,-� 00 Ln .4-0 06 N >1 Uj >_ ''q OCL .LNC L O M U- 0 a �70pO 41 U.) Ln � a 00 0® W2�t r' N < 0 C N LL - LU L LLjLUz Q I H O 0 EL z oc LU Q I U 0 LU t N J U3 I E r � U L . rr Ln Z e i W 0 LL- ` 0 fOr- i I i �'�/�■ 00 0 i L W 1J` .EW � 0 Ln iW Q cn LU cal Lj<LU LU tLu'Or- BERME. NUMBER 1014.0 L V: Q_ mT SIZE TO MATCH OPENING SIZE TO MATCH >` 1X BAN ING O OPENING 1X6 H EAD II' -ill ll MULLION ca o Z (TYp,) z W3%" a so° a ( � _ 3 1/2" STILES AND o (n LUQ MULLIONS En LU Q 0 oc (TYP.) 4g4oC Z ca w N o ua 3" BOTTOM O Uj RAIL Y2„ DIA. L 5/4 SIL LU :3= ¢ ROD F- o o = ,j FRONT VIEW SIDE VIEW 1X6 APRON 0 0 2 pip w O > 0 W � 1 BAHAMA SHUTTER DETAIL 2 WINDOW DET IL 5.2.48 SCALE 1/2 "=1'-0" 5.2.48 SCALE 1/2 "=1'-0" U GLJJC W Q U U)LU 0 ,Q WoGZ a z Q W Q ' w O J = Q W 9 0 2X6 SUBFASCIA W90 J ROOF PER CONTRACT 2X4 OUTLOOKER W o'er METAL DRIP 2X4 LEDGER Q Uce o ca O u SIDING PER ELE\ ¢� z ,� m 1X4 TRIM TRUSS OUT1 SIDING PER ELEV. 11, BY ENGEER -' FLASHING LOUVERS ' cn o z 1-0 FLASHING w W a 0 ERHA' ` r= 2nd FIN. Fi =a f%` 1X2CAP w t cc Q FIN. FLR.' J Q w c=n FLOOR v, 1X2CAP 0 0'.. SYSTEM J O � _ 1X6TRIM LU 1 X 12 TRIM r - z4 1 X BLOCKING 0 wmU ,a _ CAULK AS 1 X BLOCKING z n o a — NEEDED �� k: Ica J�� z = o w SIDING PER ELE1 6 GABLE END DETAIL TRANSITION DETAIL Q : � 5.2,48 SCALE 1/2"=1'-011 5,2.48 SCALE 1/2"=1'-0,. U' orWz o o COMMUNITY DEVELOPMENT w COMMA— L� �w pl► DENIED _ LU W 1 Z LU U c :d� 1 11 1' II I 11 oawo 6-0 1- 2:2 z z = o TOP OF PLATE w�'¢� w U) C:) N QZcn Opw _ � = o = 1X4 TRIM o _N o w LU �' ~ 12VKT26JX24X6S o M o_ 0 6 p LOUVER ZzUj �� cV zz 9 -4 ` it a -(o - z � o � SIDE VIEW 1 FRONT VIEW I 11 1 II Qo�5/ 1-10 � 2-_ W ED Woz LU U_ LUw a ws LOUVER DETAIL 9 ROOF DETAIL AR 96399 .� AIA _ SCALE 1/2 "=1'-0" SCALE 1/2"=1`-0"" 5 5.2,48 �� J41W AR 98560 U-2. 72328 ooU= LU W U w m w U U ,-., 00 .1OOw � N TO THE BEST OF MY KNOWLEDGE, THE DESIGN DEPICTED ON THIS DRAWING COMPLIES WITHTHE APPLICABLE MINIMUM BUILDING '. CODE IN.EFFECr AS OF DATE OF CERTIFICATION BELOW. November 20, 2017 AR 967m EDr Ovan G. Drummond, AIA AR 96399 Manuel Gonzalez, AIA AR 96730 Javier Hernandez, AIA AR 98560 Sang-Yub Lee, PE 72328 LU o rn U ,-., 00 °; 06 � N 0, 1 y00Uj 's -Nd• 0 M E LI t L � x (a t,LJ Ln CL a)'o� �00 L Ln -1 ® C 0 < G N U J ko o ko d- N "°'S1 Ly LU LU LU ; LU Z 0LUa. LLJ �I I—i z b; 0 c. , z .1; J aC LUU s N LU o 1 Z z LU a 9 ! k E w 00 D z O Q W Lr) oc 0 L10 1 �s;ce WLLj xZD LU SERIAL NUMBER 1014.0 TO THE BEST OF MY KNOWLEDGE, THE DESIGN DEPICTED ON THIS DRAWING COMPLIES WITHTHE APPLICABLE MINIMUM BUILDING '. CODE IN.EFFECr AS OF DATE OF CERTIFICATION BELOW. d_'63 sxl�x_faF Ys�.e J� �.f� sY. u_kx..s_::.'nss..,.z.._>'r,z..✓aFYY_a.r`e XKld..:x.2.<,.X.r�x: rs;.'? _ Htt I AIN 1 UK ! ! :: , zLU stt 5 i ! :: E i SLOPE; U ....� .:.._ ._ COFFER CLG. _� LU cn { �.. INSULATION SCHEDULE to� I ,, r r r � r r s �.;, ... �u . r .. !. � � 3 LU {{€€ .. ,�,. , , r �'_,_.,�. ,�...�._,:. 2ND FIN. FLR, 1 E W i tTT.3:_. TO THE BEST oFMVKNOWLEDGE, THE DESIGN DEPICTED ON THIS DRAWING CDMPLIES-WITH THE APPLICABLE MINIMUM BUILDING CODE IN EFFECrAS OF DATE OF CERTIFICATION BELOW. December 14, 2017 "? 9673 ED A Ovan G. Drummond, AIA AR 96399 Manuel Gonzalez, AIA AR 96730 Javier Hernandez, AIA AR 98560 Sang-Yub Lee, PL 72328 Uj o M �I -j,--+ N co ¢ 06 -j w >00 CL d' Uj 0 LU L � 41 -a 00 2 .:.a L r -0I 0 LnN fd X000 ..,,. E V) N U � < %D O kD d' r �( E E i c& Cet Uj E RS«& (€ LIJ OLM } i Od. ce O u Uj ' (\. -/'. Lw E E(� k � NU LU u. fir. i ...cc JS... E li LU wl I 00 f t } } f E 11") € LU Z yip ce- z� I �'Co � Uj 1 m IAL NUMBER 1014.0 TO THE BEST OF MY KNOWLEDGE, THE DESIGN DEPICTED ON THIS DRAWING COMPLIES WITH THE APPLICABLE MINIMUM BUILDING CODE IN EFFECT AS OF DATE OF CERTIFICATION BELOW. November 20, 2017 Al m I S #$R 967 A, Ovan G. Drummond, AIA AR 96399 Manuel Gonzalez, AIA AR 96730 Javier Hernandez, AIA AR 98560 Sang-Yub Lee, PE 72328 Uj Lj— p M Uj r1 00 Gl F- LA 0 d Z :3 It (n N > r4 N M 'L-N� M < L .� M w-ac 2 LU V) L C c;0 w m Ln Q .� TTTTTTTTT�N U J _t t0 O N G1. 1 �xy C..W Pmn:u.LU ce- LU �y LU 8 i B 4 LU (f t &tks& LU EE( gxirp.nr4 t 0 �.0/ u. J cL CieUj JLUQ E � LU V W ,,^^ (}f Q V/ t ( U 1 yca rK.t # ggLU I F jj co f p i i f s 9 E T O.. -. � T 3.5 E qg� T aL�'�®@a� '"'..LL13335 1tt = t ilk LU E L .� Sn„ rSEIRIALNUMBER 1014.0 O U) U) 4 Wl cn o n U U U 'Q W m U 1.-..1 Q I L 1 T € as ansa 3 V N 3 3 i F- �z �Q TO THE 6E9 OF MY KNOWLEDGE, THE DESIGN DEFICIED ON THIS DRAWING COMPLIES WITH THE APPLICABLE MINIMUM BUILDING CME IN EFFECT AS OF DATE OF. CERTIFICATION BELOW. November 20, 2017 %73 Ovan G. Drummond, AIA AR 96399 Manuel Gonzalez, AIA AR 96730 Javier Hernandez, AIA AR 98560 Sang-Yub Lee, PE 72328 Uj LL o rn wj ,-i 00 G1 Z un N w cr-� V1 1 *-1 'r- �d' . 0 � M N L U LU V)L a v0o C 0 0LL co' (aLn < 12N Q Mt ! J ..j kD �o d- rn N i LL ;2 ! 0 , 0�S k E L Aw:qq ;; LU 4 LU .v.R Ln @. n €E 3 z LU p Q r 1-- z bLU �J fLU,J LU U 0n IV LU Z ` N n �( 0 Cn O LU ( U C- Z LID t f U Lu ° w :T_- f i t( O LU ((1 E V 00 iia... ar4 V'ce. LJa.. s LU LU I E0LU LLt CO Uj €W ERLAL NUMBER 1014.0 CL L— C) C) U N .fl. b d CD O Z OH� Z z 0 (uj W LU c O LU J we O a �: Z qW¢ :> a n0n ED = w 0 ce cn J US OLUUte' wu W ¢ LU r1%ce- Uj Z Q UEnZ O¢ W ace LU cn rL o WZLUz . C)e � Uj LL— F- O ce orLJ CQ U ,,..., Uj tn I:eUM ¢ O cC a 0 O` cn Z W ce oC vW Ca �Zp Uj Z � aC M BZW 25 Q J Q J -j —j Uj 00 J O be CA Q aoz =m Zv o En ¢LJ�JtnH M W D J W Z = D W 3: W O U-) — W Z LU Be U)M ce W O O Li � U V / Z (nX W (J = W O LU, mCe�z W o¢�O LU I � � �--� ¢ to � w ¢ (n LU o U) Z ac vi U) cGOWZw HUCC ¢=p.W Uj i ZLL. En OW� w � LL- zOZ �O ZtnOZ 0 Z .-. ZWOQ QQZ H a wLU M j �--� �WMZ W_�ZQ ZEA~O w F- Gw < Uj z=zo C'7��z Uj caW �� nMLU w O F W U Joe 0 LU ca LU H� Z I U <U O O Mi Cf%�Mlf`A1 i C:r+C:nm TO THE BEST OF MY KNOWLEDGE, THE DESIGN DEPICTED ON THIS . DRAWING COMPLIES WITH THE APPLICABLE MINIMUM BUILDING CODE IN EFFECT AS OF DATE OF CERTIFICATION BELOW. November 20, 2017 OF t ®° a ' ## Ovan G. Drummond, AIA AR 96399 Manuel Gonzalez, AIA AR 96730 Javier Hernandez, AIA AR 98560 Sang-Yub Lee, PE 72328 Uj O ON Uj O 0) 0 Cl.� Ln Z Uj3 N O i > 00 Qd' E QLU U L LL GI,.' � C7 LU V) coo ip Ln :".I E0� �' < O fV -j <C to O to 11, cyl N Ci, 1... LLJ Lu LU LU in i f z LU J oQ ,- �-- zLIJC. J 7"1'-' oz� o cx�� J LU L Lu t n rj J H E 0 �( (D s i { aiLU LU LLj 00 I I E i Q J �gg 1-;V U LU CO Lu 3� Fwd t ED ED SERIAL NUMBER 1014.0 ELECTRICAL LEGEND CODE IN EFFECT AS OF DATE OF CERTIRCA71ON BELOW. SINGLE RECEPTACLE DUPLEX RECEPTACLE 240V RECEPTACLE SWITCHED RECEPTACLE DUPLEX RECEPTACLE (220 VOLT) �j SINGLE FLOOR RECEPTACLE Fa DUPLEX fL00R RECEPTACLE Q SC13 V1 Z:) U U U d w U 1-- z Q o I� TO THE BEST OF MY KNOWLEDGE, .DRAWING COMPLIES WITH THE APPLICABLE MINIMUM BUILDING CODE IN EFFECT AS OF DATE OF CERTIRCA71ON BELOW. November 20, 2017 9673' Ile Ovan G. Drummond, AIA AR 96399 Manuel Gonzalez, AIA AR 96730 Javier Hernandez, AIA AR 98560 Sang-Yub Lee, PE 72328 Uj ct o rn -j ,--4 00 �- °� v? 06 Z LU to N i Q) r-1 CL L N M b .,,I <Uj U i � Z T C 00 L 00 w M m co FN wi CL V n r� < k C) 10 fit' 0 ON N 0. LL - 0 f 2 a i LU ww, ce LU y Uj 0 r� � J Z ce- CL L J 2 n I � LU I z, z ME .w LU LU LI i f j F - i fir\ V Q w 0 ILU Ft 0 0 1 O pp I I� �. yet. Q .. 1,/ ..H W SERIAL NUMBER 7 1014.0 THE DESIGN DEPICTED ON THIS iRAWING COMPLIES WITH THE APPLICABLE MINIMUM BUILDING CODE IN EFFECT AS OF DATE OF CERTIFICATION BELOW. Z5 "0" _%k.,, a EXTERIOR SHEATHING TIE-IN WITH WEATHER RESISTIVE BARRIER. a� I a 1. INTEGRATE TE INST ALLATI ON OF WEATHER RE S ISTIVE T .... --FOLD UP WEATHER UP WEATHER MECHANICALLY FASTEN AS WEATHER HEAD FLASHING TIE INBARRIER WITN FLASHINGTO FORM WATERSHEDDING LAPS RESISTIVE BARRIER & INSTRUCTIONS.NECESSARY IN CORNERSRESISTIVE RESISTIVE BARRIER & m TEMPORARILY SECURE R 967 � TEMPORARILY SECURE THROUGH FLASHING BARRIER TEMPO TH U �- R ABOVE g t 2. SCORE &FOLD WEATHER. RESISTIVE BARRIE P P & TEMPORARILY 1. CUT FOLD U a O HEADER ALLOW FOR FLASH ING INSTALLATION , � SECURE WEATHER RESISTIV E WEATHER ,�M - � 4. INSTALL HEAD FLASHING UNDER WEATHER RESISTIVE BARRIER ABOVE HEADER TO RESISTIVE EXTERIOR SHEATHING BARRIER BARRIER ALLOW FOR FLASHING R IL INSTALLATION n G. Drummond, AIA INST 6 Ova G m _ , z (.,_ ° SILL PAN � ER BACK OVER HEAD TAPE AR 96399 C) .FOLD WEATHER RESISTIVE BARRIER WEATHER 5 -n v _n FLASHING AND SEAL WITH WEATHER RESISTIVE BARRIER TAPE cn RESISTIVE 2. INSTALL HEAD FLASHI NG UNDER z O Oma BARRIER WEATHER RESISTIVEBARRIER c,n^ ce _ 0uj1.... —r—u (Lo- CL < Uj cnL 0 3. FOLD WEATHER RESISTIVE I ac En LUo 00ca L �. t'.::.:'::::.:::. ...:-:.:::"... SILL PAN ;_j EOo< 0j-c6 BAR RIER BACK OVER HEAD 4 = ri E �: ...,,., :'::..:.:'::... ........... � o LU CL w O (v U F LASHING AND SEAL WITH TAPE C13 ........... . _..:::.::'::::.:.. .... J o wQ0 � 4—.. :; NOTES: f- LU : -.: 1. FLASHING TO BE FLEXIBLE SELF-ADHESIVE TYPE (MIN. 6' WIDE) v cwn i.:,:......... . 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INSTALL FLASHING IN ORDER AS SHOWN BY NUMBERS w�' a 0 ooc� Boz LU m owzcri u7o( uj moow LU �— NOTE: (D � 4Y THIS DETAIL ONLY APPLIES AT EXTERIOR DOORSTHAT HAVE NO IMMEDIATE OVERHANGS ABOVE THEM AND DOORS THAT HAVE A SECOND STORY WALL ABOVE THEM. w -ac oo w Z = W �Iaf I W 0 e -i w EXTERIOR DOOR EXTERIOR �IUINDaW JW WATERPROOFING AT o � W (, E- a L _ HEAD DRIP DETAIL m(EXT-5 EXTERIOR OPENING OR BEAM EXT -6 HEAD DRIB D ETA EXT z o > z _ D3 (ENT -6) M N.T.S. (EXT-7)LU �` p CD3 (EXT 5) N.T.S. ;1: L �"'- W o N.T.S. ZVLU cZn uj EnwOz xzUj vo € m a z cC w ¢ LU 0 L F-- z _ 0 z 1 (jj�JQ Uj (n w 0 cn ! �c„� W C34 LOU w=moo ago= Q vU_u ~ zOw� '-a WF=-- Z D Z E C'z r z a p - In Uj rn Qoz;clao CLW� W Z W W ED Q C7 U W L1_ Z W Q_ �O un, Z� z_ z o Q 4 z �w m_p ' w ZLLJ o z cn wUJ L O cn LUQ LU Q_ C.JcG I (n wWCow o zU z � � SERIAL NUMBER 1014.1 oo� { I LU a V7 cV N Uj Ln" ,_.i 0 S. 0 C) d' C N0 O Oma J •' U —r—u (Lo- CL < Uj cnL O C) N -0 p C 00ca L EOo< 0j-c6 WINDOWS TO BE INSTALLED LE _ E AAMA 100-070 (v U w�' a 0 ooc� Boz LU m owzcri u7o( uj moow LU �— NOTE: (D � 4Y THIS DETAIL ONLY APPLIES AT EXTERIOR DOORSTHAT HAVE NO IMMEDIATE OVERHANGS ABOVE THEM AND DOORS THAT HAVE A SECOND STORY WALL ABOVE THEM. w -ac oo w Z = W �Iaf I W 0 e -i w EXTERIOR DOOR EXTERIOR �IUINDaW JW WATERPROOFING AT o � W (, E- a L _ HEAD DRIP DETAIL m(EXT-5 EXTERIOR OPENING OR BEAM EXT -6 HEAD DRIB D ETA EXT z o > z _ D3 (ENT -6) M N.T.S. (EXT-7)LU �` p CD3 (EXT 5) N.T.S. ;1: L �"'- W o N.T.S. ZVLU cZn uj EnwOz xzUj vo € m a z cC w ¢ LU 0 L F-- z _ 0 z 1 (jj�JQ Uj (n w 0 cn ! �c„� W C34 LOU w=moo ago= Q vU_u ~ zOw� '-a WF=-- Z D Z E C'z r z a p - In Uj rn Qoz;clao CLW� W Z W W ED Q C7 U W L1_ Z W Q_ �O un, Z� z_ z o Q 4 z �w m_p ' w ZLLJ o z cn wUJ L O cn LUQ LU Q_ C.JcG I (n wWCow o zU z � � SERIAL NUMBER 1014.1 oo� { I ROOFING PER CONTRACT: ON 2 �� O ROOFING PER CONTRACT. (CONTRACTOR TO 7/16 SHEATHING PROVIDE PRODUCT APPROVAL FOR ROOFING (CONTRACTOR TO PROVIDE PRODUCT SYSTEM APPROVAL FOR ROOFING SYSTEM) SEE PLAN ALL ROOFING UNDERLAYMENT TO BE _ SEE PLAN ALL ROOFING UNDERLAYMENT TO BE SELF ADHERING POLYMER MODIFIED BITUMEN SELF -ADHERING POLYMER MODIFIED BITUMEN SHEET TO COMPLY WITH ASTM D 1970 SHEET TO COMPLY WITH ASTM D 1970 �— u :-' PRE_ ENGINEERED WD TRUSS, 24 O.C. 2 X 6 W/ 2" DIA.. �rs ROUND VENT @ INSULATION BLOCK 2X4 SUBFASCIA METAL DRIP ME 7 METAL DRIP EDGE T ,� �. � k 4 c- o EDGE 0z = 1X4 FASCIA CEILING INSULATION 1X6 FASCIA CELIG INSULATION N OSEE ENERGY CALCS. ( ) (SEE ENERGY CALCS...).: _ cc 2X6 RAFTER TAIL Z Cn W n n` n O @ 24 O.C. 1/2 RIGID GYP. BD. VENTED SOFFIT W/3"1 2 RIGID w �- DIAM. VENTS @ 48it / G GYP. BD. cn w o DBL. 2x SYP. WD. P DBL. 2x SYP. WD. 3/g 1 4 0. C., Typ. m TOP PLATE cc z J CEMENTITIOUS TOP PLATE p w J OVERHANG SOFFIT 2x SYP. #2 WD. STUDS 2x SYP. #2 WD. T .T STUDS o�.. LU oc @ 16 O.C., TYP. @ 16 O.C., TYP. � a FINISH MATERIAL p z FINISH WALL INSULATION PER ELEVATION �,., Q REFER TO WALL INSULATION LL, _ MATERIAL PER SEE ENERGY CALCS. > E- o ELEVATION ( ) ELEV. FOR (SEE ENERGY CALCS.) iii o _ 2x SYP. #2 WD. HEADER VERHANG 0 0 2x SYP. #2 WD. HEADER -SEE SCHEDULE -SEE SCHEDULE Q � Z o o SCHEDULED WINDOW w SCHEDULED WINDOW w cn z. (SEE FLOOR PLAN) (SEE FLOOR PLAN) o W o WINDOW ATTACHMENT WINDOW ATTACHMENT w O COMPLIANT W/ °FBC-R - n n COMPLIANT W/ FBC R z w ¢ p 2x SYP. #2 WD. STUDS @ 2x SYP. #2 WD. STUDS @ _'�, 16" O.C. 'TYP. F. :a � 1 16 O.C., TYP. W GC W/� Z pWALL INSULATION >< WALL INSULATION W a- SEE ENERGY CALCS � Be oc z ( ) (SEE ENERGY CALCS) uj = p EXTERIOR STRUCTURAL EXTERIOR STRUCTURAL cn SHEATHING AS REQUIRED SHEATHING AS RE UIRED Q CONNECT WALL PER Q_ CONNECT WALL PER W z z BY FRAMING DETAILS = w FRAMING DETAILS BY FRAMING DETAILS FRAMING DETAILS � _ `r k o> ., 0 0 2x SILL PLATE h FINISHED BASE MOULDING 2x SILL PLATE FINISHED BASE MOULDING =zQa . 3/4" GYPCRETE (OPTIONAL) 3/4" GYPCRETE (OPTIONAL) U TOP OF a ,,, WATER RESISTANT BARRIER 3/4' FLOOR WATER RESISTANT BARRIER 3 4" THK. T&G SUBFLOOR TOP OF o a m (2 LAYERS REQUIRED) FLOOR c.� TRUSS / FLOOR UJ °G In POLYETHYLENE HOUSE WRAP POLYETHYLENQE HOUSE WRAP TRUSS oc o z OR APPROVED EQUAL SYSTEM OR APPROVED EQUAL SYSTEM Ix ocex.ROOFING PER CONTRACT: ON (2) ROOFING PER CONTRACT. (CONTRACTOR TO 0 o cn FASTENED z ,,, 7/16 SHEATHING 2x RIBBON S W £. PROVIDE PRODUCT APPROVAL FOR ROOFING 2x RIBBON FASTENED W Q oG oc CONTRACTOR TO PROVIDE PRODUCT TO FLOOR TRUSSES . YSTEM TO FLOOR TRUSSES tj P-4 a LU U- m APPROVAL FOR ROOFING SYSTEM SEE PLAN PER TRUSS ENGINEER > PER TRUSS ENGINEER > z o ) ALLOOFINGUNDERLAYMENT TO BE SEE PLAN -p z ALL ROOFING UNDERLAYMENT TO BE WAINSCOT TRANFA SITION SELDHERING POLYMER MODIFIED BITUMEN WAINSCOT TRANSITION c En Q SELF -ADHERING POLYMER MODIFIED BITUMEN SHE T Wc ET 0 COMPLY WITH ASTM D 1970 LU 2x RIBBON FASTENED BATT 2x RIBBON FASTENED BATT SHEET TO COMPLY WITH ASTM D 1970 a -' TO FLOOR TRUSSES INSULATION REQUIRED .. -' INSULATION REQUIRED �.. � r Q PRE-ENGINEERED WD TRUSS, 24 O.C. _ TO FLOOR TRUSSES Q O w n �, . c z 2 X 6 W 2 DIA. PER TRUSS ENGINEER AT GARAGE SEE PER TRUSS ENGINEER AT GARAGE SEE ED �c > / r _, ROUND VENT f - ENERGY CALCS) � ,�, II�SD4TION BLOCK ENERGY CALCS =j pp -' 24 PRE-ENGINEERED WOOD FLOORPRE-ENGINEERED WO00 O Q 0 C FLOOR TRUSSES VERIFY W TRUSS 2X4 UBFASCIA ( / 1 2 RIGID GYP. BOARD TRUSSES (VERIFY W/ TRUSS _1 2 RI w cn / / ....GID GYP. BOARD cn METAL DRIP n u �, ,� _ . ENGINEER FOR TRUSS LAYOUT) METS DRIP ENGINEER FOR TRUSS LAYOUT) I �` �\ I 1\ 11 1�` "� o EDGE - .� EDGE 0 1 2 GYPSUM , ;R 2.. M oc m 1X4 FASCIA CEILING INSULATION / � 1/ GYPSU �i 1X6 FASCIA CEILING INSULATION •-y - WALLBOARD ON STUDS .. - WALLBOARD ON STUDS w „r a DBL. 2x SYP. WD. TOP PLATE DBL. 2x SYP. WD TOPPLATE(SEE, CALCS.) SEE ENERGY CALCS: p W/ WALL INSULATION ( ) W/ WALL INSULATION � � E- 2X6 RAFTERTAIL o SEE ENERGY CALLS n a _ z .. ( ) VENTED .. (SEE ENERGY CALCS) 4RIGID GYP. BD. FFIT W/3 p @ 2 O.C.O C 1/2 R SCHEDULED WINDOW 1 2 RIGID GYP. ,BD. >- JP / SCHEDULED WINDOW w DIAM. VET _. v NS 48.. m @ SEE FLOOR PLAN) - SEE FLOOR PLAN cn DBL. 2x SYP. WD, 0. C. .. _ , TYP, DBL. 2x SYP. WD. 38 is LU z to / WINDOW ATTACHMENT WINDOW ATTACHMENT o TOP PLATE TOP PLATE u' o CEMENTITIOUS HEADER , SEE FRAMING _ HEADER, SEE FRAMING z � � z OVERHANG COMPLIANT WITH FBC R COMPLIANT WITH FBC R PLAN FOR SIZE AND DEPTH 2x SYP. #2 WD. STUDS PLAN FOR SIZE AND DEPTH m w � SOFFIT 2x SYP. #2 WD. STUDS , m Jj Z o @ 16 O.C., TYP. FINISH MATERIAL @ 16" O.C., TYP. C, ¢ o FINISH PER ELEVATION WALL INSULATION REFER TO WALL INSULATION z = o w MATERIAL PER 1 _ - cn u, cn (SEE ENERGY CALCS.) ELEV. FOR SEE ENERGY CALCS. O cn -j LL' ELEVATION ( ) z <c _ VERHANG W U F- 2x SYP. #2 WD. HEADER 2x SYP. #2 WD. HEADER Q -SEE SCHEDULE -SEE SCHEDULE CL Ce m ULE D LDoCwZ = p p 'S _ 3: (np SCHEDULED WINDOW SCHEDULED WINDOW I w _ SCHEDULED WINDOW SCHEDULED WINDOW z c� SEE FL PLAN) W cn (SEE FLOOR PLAN) ( FLOOR LA) (SEE FLOOR PLAN) I (SEE FLOOR PLAN) w c.r, U.1 o z 1 2 GYPSUM WALLBOARD ON 1/2 GYPSUM WALLBOARD ON 1 2 GYPSUM WALLBOARD ON 1 2 GYPSUM WALLBOARD ON --• � W O / / / _ -- STUDS WALL INSULATION v STUDS W WALL I W/ STUDS W WALL INSULATION STUDS W WALL INSULATION z SUS / L NSULATION / / i EXTERIOR SHEATHING TO EXTERIOR SHEATHIN EXTERIOR SHEATHING TO I LU EXTERIOR SHEATHING TO R GTO SEE ENERGY CALCS SEE ENERGY ALS SEE ENERGY CALLS C c 0- o (SEE ENERGY CALCS) BE FLUSH WITH THE EDGE ( ) BE FLUSH WITH THE EDGE � C C) BE FLUSH WITH THE EDGE ( ) CO � a z BE FLUSH WITH THE EDGE �� G LU F THE FOUNDATION, 1 4 Q � 0F THE FOUNDATION 1 4 o OF THE FOUNDATION 4/ OF THE FOUNDATION 1 4 0 C.1 UN N 1/. / /2x SYP. #2 WD. STUDS 2x SYP. #2 WD. STUDS ,,, ,> 2x SYP. #2 WD. STUDS2x SYP. #2 WD. STUDS .. GAP BETWEEN FOUNDATION GAP BET GAP BETWEEN FOUNDATION 16 O.C. TYP. cn <t GAP BETWEEN FOUNDATION WEEN FOUNDATION 16 O.C. TYP. z z = o @ 16 O.C., TYP. @ @ 16 O.C., TYP. @ , z AND SHEATHING AND SHEATHING AND SHEATHING AND SHEATHING to J .t 2x P.T. SILL PLATE 2x P.T. SILL PLATE 2x P.T. SILL PLATE I 2x P.T. SILL PLATE W to Q tJ) WATER RESISTANT BARRIER NT BAR LU WATER RESISTANT $ARRIER WATER RESISTANT BARRIER. WATER RESISTANT BIER cc _ CONNECT WALL TO FOUNDATION z E CONNECT WALL TO FOUNDATION CONNECT WALL TO"FOUNDATION CONNECT WALL TO FOUNDATION 0 a o , to ' "' 2 LAYERS REQUIRED) 2 LAYER R � 2 LAYERS REQUIRED) w 0 2 LAYERS REQUIRED) _ Q ( S SQUIRED) ( Q ) ( Q ) ,.� PER FRAMING PER MIN DEA ,, PER FRAMING DETAILS ce v, � PER FRAMING DETAILS )) FRAMING TILS cn POLYETHYLENE HOUSE WRAP POLYETHYLENE HOUSE WRAP POLYETHYLENE HOUSE WRAP POLYETHYLENE HOUSE WRAP a c� r:; z oc _ Z W z OR APPROVED EQUAL SYSTEM OR APPROVED E UAL SYSTEM OR APPROVED EQUAL SYSTEM W OR APPROVED E UAL SYSTEM Q P Q O .-, Q PROVIDE CONT. METAL TERMITE ROVIDE-CONT. METAL TERMITE Q PROVIDE CONT. METAL TERMITE PROVIDE CONT. METAL TERMITE o � o SHIELD UNDER SILL PLATE SHIELD SHIELD UNDER SILL PLATE w=4c�p FLASHING SHIELD UNDER SILL PLATE FLASHING FLASHING. SHI L UNDER SILL FLASHING ' F E M FINISHED BASE MOULDING FINISHED BASE MOULDING FINISHED BASE MOULDING U)o = FINISHED BAS MOULDING -- W H o U_ c MAIN FIN. FLOOR MAIN FIN. FLOOR MAIN FIN. FLOOR MAIN FIN. FL R U-1 � _ p .- 11 V _0LU Q ELEV 0 0 ELEV @ 0 -0 xi 4. ELEV @ 0 -0 @ m ELE @ m 4" Z Z W 4- LU JoeLLI U.1 W ^ab - _ W egg W '4ui OOH > i > — i > n. to o O o ,. z � � c� co nQaa ��A 4 CONIC SLAB W/ a _ 4 CONC SLAB W w 0 I— 4 CONC SLAB W/ I I ( I —I 4 CONIC SLAB W/ _ / z �¢ _ —_ — _ VAPOR BARRIER ti = VAPOR BARRIER �, VAPOR BARRIER — VAPOR BARRIER :.can � z Q � '" �,..: I �,..< _ �;,.a a �—� W> — _ Imo_ q:. - - o�>- — 1-— _ 4 — a IIL.. Tis_ — REFER TO STRUCTURAL - — - REFER TO STRUCTURAL w w o z - REFER TO STRUCTURAL a REFER TO STRUCTURAL p� -, a a a cC w W W w w z _ I � I DRAWINGS FOR � I � _ DRAWINGS FOR I— ,_, � I _ DRAWINGS FOR - — _ DRAWINGS FOR � _ t�vww o W z o _ - COARSE COUNT & `_' - COARSE -COUNT &_' _ — - COARSE COUNT & W M � I I I - M 1^I � � � 1 � - M —) � � III- COARSE COUNT & M a o FOOTING SIZE : �. FOOTING SIZE` FOOTING SIZE 4. FOOTING SIZE Cl) w — •. —I PROVIDED BY- ) Q ,,, � � - . a — (PROVIDED BY ( — (PROVIDED BY OTHERS —OTHERS - — OTHERS (PROVIDED HE BY L� F_ U_— — ) — il— ) - —11— ) — I— ) — i — — •--y F--• W I i; w�pC°° ' LU EXTERIOR WALL EXTERIOR WALL T Ln a O cc 3 E 3 S CTION WITH WI D 4 W N OW TWO STOR WALL SECTION SECTION WITH WINDOW 4 TWO-STORY WALL SECTION o W m W TW Q STO H Z J H n_ i u n � n z D7 LU _, ,� D7 _ _ D7 1 I SCALE. 3/4 1 0 SCALE. 3/4 - 1 0 SCALE. 3/4 1 0 D7 SCALE. 3 4 1 -011 O �r TO THE BEST OF MY KNOWLEDGE, THE DESIGN DEPICTED ON THIS DRAWING COMPLIES WITH THE APPRCABIE MINIMUM BUILDING CODE IN EFFECT AS OF DATE OF CERTIFICATION BELOW. *22 9673 ED p4k Ovan G. Drummond, AIA AR 96399 Manuel Gonzalez, AIA AR 96730 Javier Hernandez, AIA AR 98560 Sang-Yub Lee, PE 72328 Uj o rn LU m aLn stL V) N>1 c j LU r4 V a M _j .. _ Z a _j , (1) '0 4A Lza tn a 0 i C 0 t n M < -J C L 1 4 ...1 E0"t< O 04 V mi 0 to ON N Q. _ s7; LU ce LLj LU LU I LU y_-. LLj Z ce z .� WPI � LJ £ L j Uj z w J Ui o co LU cc n Lu Lu 1 i J Q w 1016 U) <t iw IF - 0 z �QLU ERL NUMBER 1014.1 a V to 4-1 W d a C13 O o az ma z ¢� zv.w o� Lu oc Z) 5, `_1 _ z m M O LL. M O Lu o w Q w = m SET MIRROR 3 FROM SET MIRROR 311 11 END OFF BACK SPLASH MIRROR=VANITY -5FROM INSIDE ..CORNER DRYER VENT TYPICAL GAS PIPE (TYPICAL) _ GAS DRYER ONLY LY COUNTERTOPS o DRYER VENT (TYPICAL) 11 _ m 36 HIGH X koce w GAS PIPE (TYPICAL) VANITY -5" MIRROR M .� FOR GAS DRYER ONLY OUTLET BOX cn O m '1 ------------------- ---- a 1/4 MIRROR Fri CENTER SIDEWAYS - DRYER VENT BOX IN BACKSPLASH ATTACH PER MFR. 0 INSTRU 1/2 RECESS CTIONS F] FOR .MIRROR DRYER VENT BOX - F] PER MFR. 2X4 HALF WALL INSTRUCTIONS F O2 MIRROR TRIM _ P.T.PTSILL PLATE N PIT. SILL PLATE (IF SLAB ON GRADE) (IF SLAB ON GRADE) CABINET VANITY MIRROR INSTALLATION INSTRUCTIONS: 1. MIRROR TO BE GLUED TOW R ALL AND SET WITH REMOVABLE CLIPS TO HOLD SECURELY IN PLACE.... WITH PEDESTAL 2. AT°BATHROOMS WITH MIRRORS ON ADJACENT ANGLED WALLS, BUTT MIRRORS TIGHTATINSIDE NOTE... CORNER.MIRROR TRIM WILL NOT ( BE INSTALLED AT INSIDE CORNERS.)M 1. DRYER VENT BOX TO HAVE KNOCK OUTS„ FOR TOP, ' 3• UPON .INSTALLATION OF WOOD TRIM, REMOVE REMOVABLE CLIPS- (VERIFY MIRROR- IS GLUED BOTTOM, OR REAR VENT; LOCATIONS. BEFORE REMOVING ALL CLIPS) AND INSTALL WOOD TR E IM AT PERIMETER. WOOD TRIM SHOULD BE 2. DRYER VENT AND 1i _ GA PIPE SIZES AND MAXIMUM 12 +/ FROM TOP OF BACK SPLASH AND INSIDE WALL CORNERS. LENGTHS PER MANUFACTURER'S SPECIFICATIONS. �T_3DETAIL INT MA TER BATH MIRROR WJOD TRIM DETAILRYER VENT BOFOR DRY ER ONLY� (INT-1) D8 SCALE: /211 = 1'_011 ( INT -1 ) D8 SCALE: 1 2” = 1'- " INT -3 / 0 ( ) TILE OR STONE ON 1/2' COMPARE HARDI BACKER BOARD MANUFACTURER'S (REFER OVER 411 EXT. PLYWOOD -DIM OF TUB & S) » ON 2X4 FRAMING. PUMP LOCATION w ~o Frn - TOLL APPROVED TILE BAC F BE USED IN LIEU OF CERAMIC WHEN MA 0 oo_ MARBLE TILE OPTIONS ARE SELECTED. :ilt Lu C Q z �- U- WALL TILE z aP-i-,Z O' -'G W Lu w NOTE: BRACKETS REQUIRED IF Q 2X BLOCKING BETWEEN z o > o a icea COUNTERTOP CANTILEVERS MORE TH >W w 0 w Q -w=� ,-, UJ U- VINYL LINER (3 WALLS) EVE a�� o KITCHEN HALF WALL W oCwo _ INTI ch Q CoQ W a c„ „_ i 11- D8 _ - )SCALE: ' 1/2 1 0 TILE BACKER AND WET BE ck- a m a J w z z C[ w J J i- acX wc=n FL601 ce SET MIRROR 3 FROM SET MIRROR 311 11 END OFF BACK SPLASH MIRROR=VANITY -5FROM INSIDE ..CORNER DRYER VENT TYPICAL GAS PIPE (TYPICAL) _ GAS DRYER ONLY LY COUNTERTOPS o DRYER VENT (TYPICAL) 11 _ m 36 HIGH X koce w GAS PIPE (TYPICAL) VANITY -5" MIRROR M .� FOR GAS DRYER ONLY OUTLET BOX cn O m '1 ------------------- ---- a 1/4 MIRROR Fri CENTER SIDEWAYS - DRYER VENT BOX IN BACKSPLASH ATTACH PER MFR. 0 INSTRU 1/2 RECESS CTIONS F] FOR .MIRROR DRYER VENT BOX - F] PER MFR. 2X4 HALF WALL INSTRUCTIONS F O2 MIRROR TRIM _ P.T.PTSILL PLATE N PIT. SILL PLATE (IF SLAB ON GRADE) (IF SLAB ON GRADE) CABINET VANITY MIRROR INSTALLATION INSTRUCTIONS: 1. MIRROR TO BE GLUED TOW R ALL AND SET WITH REMOVABLE CLIPS TO HOLD SECURELY IN PLACE.... WITH PEDESTAL 2. AT°BATHROOMS WITH MIRRORS ON ADJACENT ANGLED WALLS, BUTT MIRRORS TIGHTATINSIDE NOTE... CORNER.MIRROR TRIM WILL NOT ( BE INSTALLED AT INSIDE CORNERS.)M 1. DRYER VENT BOX TO HAVE KNOCK OUTS„ FOR TOP, ' 3• UPON .INSTALLATION OF WOOD TRIM, REMOVE REMOVABLE CLIPS- (VERIFY MIRROR- IS GLUED BOTTOM, OR REAR VENT; LOCATIONS. BEFORE REMOVING ALL CLIPS) AND INSTALL WOOD TR E IM AT PERIMETER. WOOD TRIM SHOULD BE 2. DRYER VENT AND 1i _ GA PIPE SIZES AND MAXIMUM 12 +/ FROM TOP OF BACK SPLASH AND INSIDE WALL CORNERS. LENGTHS PER MANUFACTURER'S SPECIFICATIONS. �T_3DETAIL INT MA TER BATH MIRROR WJOD TRIM DETAILRYER VENT BOFOR DRY ER ONLY� (INT-1) D8 SCALE: /211 = 1'_011 ( INT -1 ) D8 SCALE: 1 2” = 1'- " INT -3 / 0 ( ) TILE OR STONE ON 1/2' COMPARE HARDI BACKER BOARD MANUFACTURER'S (REFER OVER 411 EXT. PLYWOOD -DIM OF TUB & S) » ON 2X4 FRAMING. PUMP LOCATION z cn o 0= (j' mm W� n�� R 7FERFOOR P MODEL z� II DED 5 g o CORNER SHE ce o � VEEN m FLOOR TILE cn �- U- 0 uj LjLu 2" SHOWER DRk;N LL: TOLD U- uj >i STOP a co A TILE AT DOOR THRESHOLD- J UGE COAT WETBEb PLAN [I IER SET IN SEALANT @ 3` ` NGE OVER ROOFING',FELT NOTE • NOTE: 3/4" X 9" RADIUS MARBLE SHELVE _`W W nJ TOLL APPROVED TILE BAC F BE USED IN LIEU OF CERAMIC WHEN MA 0 TO CONTRACT SPECIFICA I MARBLE TILE OPTIONS ARE SELECTED. (D Cie Lu C Q z �- U- WALL TILE O a O' -'G W } n wom 2X BLOCKING BETWEEN C7 I- a icea STUDS (3 WALLS) ca w 0 W CO W 2m ,-, UJ U- VINYL LINER (3 WALLS) EVE <t8Rcu-) o UP WALLS ch Q L 100% SILICONE SEALANT BEI Lu TILE BACKER AND WET BE ck- coczuj m a J FLOOR TILE 2-2X4 TH J J i- acX wc=n FL601 OOH o�ccUnp w cL o ADJUSTABLE o z ui CD SHOWER DRAIN ° E- z 2" SHOWER DRAIN W z cn o 0= (j' mm W� n�� R 7FERFOOR P MODEL z� II DED 5 g o CORNER SHE ce o � VEEN m FLOOR TILE cn �- U- 0 uj LjLu 2" SHOWER DRk;N LL: TOLD U- uj >i STOP a co A TILE AT DOOR THRESHOLD- J UGE COAT WETBEb PLAN [I IER SET IN SEALANT @ 3` ` NGE OVER ROOFING',FELT NOTE • NOTE: 3/4" X 9" RADIUS MARBLE SHELVE _`W xWLL LL BE USED IN LIEU OF CERAMIC WHEN MA LE V � O MARBLE TILE OPTIONS ARE SELECTED. Qo w�tp� zv�io� � J w WZ� INT -4 SHOWER & CURB ON F Q 0- "' m D8 SCALE: "3 4.1 _ 11_011 c� oc w z / C) s (nw O 515 w wn z jE r (D W O Z ;= mcaZ W w Q cwn��Q ui W Q a 0 z OCQ�Z Lu C32 u� O w W t� o � ~ I z O W VARIES - SEE PLANS 1 ROW OF TIDE t. 2X4 @ 16" O.C. 2X4 LEDGER j"XtXDROP IN TUB fV + 2X4 CRIPPLES 2X4 TO BE P.T. SUPPORT UNDER WHEN IN CONTACT TUB AS REQ. BY W/ CONC. MANUFACTURER'S. rF-33 DROP IN TUB D AIL EXACT SIZE SCALE: 3/4 11-011(FR-33) ND SHAPE VAIRES BY MODEL AS ,�HOWER WELL AS PLU BING ACCESORIES. REFER TO ELEVATION ARCHITECTU LAL PLANS BY MODEL. P� MED FLOORINT-5 STANDARD SHOWER SHELF LOCATION END POST TIED INTO FL OOR (INT -4) D8 CALE: 1/2 1'-O" (INT -5) JOIST BELOW EXTEND TO QP ti BOTTOM OF FLOOR JOISTS. END POST TO PENETRATE SUBFLOOR. FACE NAIL END POST TO L BLOCKING. 2x BLOCKING BETWEEN FLOOR TRUSS AGAINST , END POST. SUB FLOOR., Ile /may /moi i FLOOR TRUSS. .- ,.' ,- NAILS(TYP) _,....µ - Lu R Z L FR -34 HALF WALL T IE IN DETAIL N.T.S.D8�) (FR -34) s BEST OF MY KNOWLEDGE, THE DESIGN DEPICTED ON THIS ING COMPLIES WITH THE APPLICABLE MINIMUM BUILDING )DE IN EFFECT AS OF DATE OF CERMCATION BELOW. z z z V � O Qo Lu C Q z tod Luu- Z 'Q VD UWtL Z Lu O' -'G W Q W i~i. HUH z C7 I- wm =O== 0 W CO W 2m __j <t8Rcu-) VARIES - SEE PLANS 1 ROW OF TIDE t. 2X4 @ 16" O.C. 2X4 LEDGER j"XtXDROP IN TUB fV + 2X4 CRIPPLES 2X4 TO BE P.T. SUPPORT UNDER WHEN IN CONTACT TUB AS REQ. BY W/ CONC. MANUFACTURER'S. rF-33 DROP IN TUB D AIL EXACT SIZE SCALE: 3/4 11-011(FR-33) ND SHAPE VAIRES BY MODEL AS ,�HOWER WELL AS PLU BING ACCESORIES. REFER TO ELEVATION ARCHITECTU LAL PLANS BY MODEL. P� MED FLOORINT-5 STANDARD SHOWER SHELF LOCATION END POST TIED INTO FL OOR (INT -4) D8 CALE: 1/2 1'-O" (INT -5) JOIST BELOW EXTEND TO QP ti BOTTOM OF FLOOR JOISTS. END POST TO PENETRATE SUBFLOOR. FACE NAIL END POST TO L BLOCKING. 2x BLOCKING BETWEEN FLOOR TRUSS AGAINST , END POST. SUB FLOOR., Ile /may /moi i FLOOR TRUSS. .- ,.' ,- NAILS(TYP) _,....µ - Lu R Z L FR -34 HALF WALL T IE IN DETAIL N.T.S.D8�) (FR -34) s BEST OF MY KNOWLEDGE, THE DESIGN DEPICTED ON THIS ING COMPLIES WITH THE APPLICABLE MINIMUM BUILDING )DE IN EFFECT AS OF DATE OF CERMCATION BELOW.